Document Anaheim_doc_0e1215799d

Addendum to Supplemental Environmental Impact Report No. 340 Toy Story Parking Lot Expansion Project Prepared for City of Anaheim Planning Department 200 South Anaheim Boulevard, Suite 162 Anaheim, California 92805 Prepared by BonTerra Psomas 2 Executive Circle, Suite 175 Irvine, California 92614 September 2014 ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx i Table of Contents TABLE OF CONTENTS Section Page Section 1.0 Introduction 1-1 Section 2.0 Purpose of the Document 2-1 Section 3.0 Project Background 3-1 Section 4.0 Project Description 4-1 4.1 Existing Conditions 4-1 4.2 Components 4-1 4.2.1 Circulation 4-2 4.2.2 Utility Improvements 4-2 4.3 Discretionary Actions 4-2 Section 5.0 Environmental Analysis 5-1 5.1 Aesthetics 5-1 5.1.1 Summary of Previous Environmental Analysis 5-1 5.1.2 Project Environmental Review 5-1 5.2 Agriculture & Forest Resources 5-3 5.2.1 Summary of Previous Environmental Analysis 5-3 5.2.2 Project Environmental Review 5-3 5.3 Air Quality 5-5 5.3.1 Summary of Previous Environmental Analysis 5-5 5.3.2 Project Environmental Review 5-5 5.4 Biological Resources 5-14 5.4.1 Summary of Previous Environmental Analysis 5-14 5.4.2 Project Environmental Review 5-14 5.5 Cultural Resources 5-16 5.5.1 Summary of Previous Environmental Analysis 5-16 5.5.2 Project Environmental Review 5-16 5.6 Geology 5-18 5.6.1 Summary of Previous Environmental Analysis 5-18 5.6.2 Project Environmental Review 5-19 5.7 Greenhouse Gas Emissions 5-21 5.7.1 Summary of Previous Environmental Analysis 5-21 5.7.2 Project Environmental Review 5-21 5.8 Hazards and Hazardous Materials 5-26 5.8.1 Summary of Previous Environmental Analysis 5-26 5.8.2 Project Environmental Review 5-26 ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx ii Table of Contents 5.9 Hydrology and Water Quality 5-29 5.9.1 Summary of Previous Environmental Analysis 5-29 5.9.2 Project Environmental Review 5-29 5.10 Land Use 5-36 5.10.1 Summary of Previous Environmental Analysis 5-36 5.10.2 Project Environmental Review 5-36 5.11 Mineral Resources 5-37 5.11.1 Summary of Previous Environmental Analysis 5-37 5.11.2 Project Environmental Review 5-38 5.12 Noise 5-38 5.12.1 Summary of Previous Environmental Analysis 5-39 5.12.2 Project Environmental Review 5-39 5.13 Population and Housing 5-45 5.13.1 Summary of Previous Environmental Analysis 5-45 5.13.2 Project Environmental Review 5-46 5.14 Public Services and Utilities 5-47 5.14.1 Summary of Previous Environmental Analysis 5-47 5.14.2 Project Environmental Review 5-47 5.15 Recreation 5-50 5.15.1 Summary of Previous Environmental Analysis 5-50 5.15.2 Project Environmental Review 5-50 5.16 Transportation/Traffic 5-51 5.16.1 Summary of Previous Environmental Analysis 5-51 5.16.2 Project Environmental Review 5-51 5.17 Water 5-90 5.17.1 Summary of Previous Environmental Analysis 5-90 5.17.2 Project Environmental Review 5-91 5.18 Sewer 5-93 5.18.1 Summary of Previous Environmental Analysis 5-93 5.18.2 Project Environmental Review 5-93 5.19 Electricity 5-95 5.19.1 Summary of Previous Environmental Analysis 5-95 5.19.2 Project Environmental Review 5-95 5.20 Stormwater 5-97 5.20.1 Summary of Previous Environmental Analysis 5-97 5.20.2 Project Environmental Review 5-98 5.21 Public Utilities 5-100 5.21.1 Summary of Previous Environmental Analysis 5-100 5.21.2 Project Environmental Review 5-100 ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx iii Table of Contents Section 6.0 Summary of Findings 6-1 Section 7.0 Mitigation Monitoring Program No. 317 7-1 Section 8.0 References 8-1 TABLES Table Page 3-1 Anaheim Resort Specific Plan Land Use Summary 3-3 5-1 Estimated Maximum Daily Construction Emissions (lbs/day) 5-7 5-2 Localized Significance Threshold Construction Emissions 5-8 5-3 Estimated Maximum Daily Operational Emissions (lbs/day) 5-8 5-4 Estimated GHG Emissions From Construction 5-22 5-5 Estimated Operational GHG Emissions 5-23 5-6 Existing Ambient Noise Levels 5-41 5-7 Parking Lot Noise Levels and Durations 5-43 5-8 Trip Generation Estimates 5-54 5-9 Existing With Project Peak Hour Intersection Level of Service 5-57 5-10 Existing With Project Daily Arterial Segment Level of Service 5-59 5-11 Existing With Project Peak Hour Ramp Termini Intersection Level of Service 5-62 5-12 Existing With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 5-62 5-13 Existing With Project Peak Hour Freeway Ramp Level of Service 5-63 5-14 Existing With Project Peak Hour Freeway Mainline Level of 5-64 5-15 Existing With Project Peak Hour Freeway Weaving Level of Service 5-65 5-16 Interim Year 2015 With Project Peak Hour Intersection Level of Service 5-67 5-17 Interim Year 2015 With Project Daily Arterial Segment Level of Service 5-71 5-18 Interim Year 2015 With Project Peak Hour Arterial Segment Level of Service 5-73 5-19 Interim Year 2015 With Project Peak Hour Ramp Termini Intersection Level of Service 5-74 5-20 Interim Year 2015 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 5-74 5-21 Interim Year 2015 With Project Peak Hour Freeway Ramp Level of Service 5-75 5-22 Interim Year 2015 With Project Peak Hour Freeway Mainline Level of Service 5-76 5-23 Interim Year 2015 With Project Peak Hour Freeway Weaving Level of Service 5-77 5-24 2030 With Project Peak Hour Intersection Level of Service 5-79 5-25 2030 With Project Daily Arterial Segment Level of Service 5-81 5-26 2030 With Project Peak Hour Arterial Segment Level of 5-83 5-27 2030 With Project Peak Hour Ramp Termini Intersection Level of Service 5-85 5-28 2030 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 5-85 5-29 2030 With Project Peak Hour Freeway Ramp Level of Service 5-86 5-30 2030 With Project Peak Hour Freeway Mainline Level of Service 5-87 5-31 2030 With Project Peak Hour Freeway Weaving Level of 5-88 ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx iv Table of Contents EXHIBITS Exhibit Follows Page 1 Regional Location 1-1 2 Local Vicinity Map 3-1 3 Development Area Plan 3-2 4 Conceptual Site Plan 4-1 5 Hydrology and Drainage Map 5-30 6 Study Area and Analyzed Intersections 5-52 7 Trip Distribution 5-56 8 Project Only Traffic Volumes: AM/PM Peak Hours 5-56 9 Project Only Traffic Volumes: Late Night Peak 5-56 APPENDICES Appendix A Air Quality and Greenhouse Gas Calculations B Hazardous Materials Database Search C Preliminary Water Quality Management Plan D Drainage Report E Noise Study F Traffic Impact Analysis ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 1-1 Introduction SECTION 1.0 INTRODUCTION Walt Disney Parks and Resorts U.S., Inc. (Applicant) proposes to expand the existing Toy Story Parking Lot located at 1900 South Harbor Boulevard in the City of Anaheim, California (City), and illustrated in Exhibit 1, Regional Location, to add 612 parking spaces to the existing 4,313- space surface parking lot. The expansion would increase the total number of guest spaces to 4,925. The Applicant also requests an extension of the existing conditional use permit by 5 years from 2019 to 2024. The City of Anaheim is the Lead Agency responsible for Supplemental Environmental Impact Report (SEIR) No. 340 and this Addendum for the Toy Story Parking Lot Expansion Project. In December 2012, the Anaheim City Council certified SEIR No. 340 in support of the approval of Amendment No. 14 to The Anaheim Resort Specific Plan No. 92-2 Project. SEIR No. 340 is a Supplemental EIR that reevaluated all the environmental changes that have occurred in and around The Anaheim Resort since certification of the Anaheim Resort Specific Plan Master Environmental Impact Report (MEIR) No. 313 (State Clearinghouse No. 91091062) in September 1994. SEIR No. 340 also evaluated an expansion of the Anaheim Convention Center and an update of the Anaheim Resort Specific Plan (ARSP) document. The Anaheim City Council adopted findings and a statement of overriding considerations; Updated and Modified Mitigation Monitoring Program No. 85C; and, a water supply assessment in conjunction with the certification of SEIR No. 340. As discussed throughout this Addendum, the proposed project is consistent with the Anaheim Resort Specific Plan designation and zoning of Commercial Recreation (C-R) for the project site, and would not result in any new or greater environmental impacts than previously analyzed in SEIR No. 340. The City has elected to prepare this Addendum to SEIR No. 340 to confirm that no new or significantly increased impacts would occur. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 1-2 Introduction This page intentionally left blank ---PAGE BREAK--- Project Location Toy Story Parking Lot Expansion Project Exhibit 1 (Rev: 9-24-2014 JAZ) R:\Projects\Anaheim (ANA)\J0088\Graphics\ex1_RL.pdf A N G E L E S N A T I O N A L F O R E S T C A M P P E N D L E T O N CLEVELAND Lake Mathews Castaic Lake San t a C l a r a R i ver P A C I F I C O C E A N Lake Elsinore San Gabriel Reservoir Chatsworth Reservoir li NATIONAL FOREST Project Location San Bernardino Riverside 5 S T 72 405 15 210 105 10 5 710 110 215 605 5 210 15 10 S T 14 S T 1 S T 138 S T 73 S T 118 S T 22 S T 91 S T 27 S T 2 S T 18 S T 30 S T 19 S T 241 S T 74 S T 90 S T 261 S T 170 S T 142 S T 39 S T 107 S T 134 S T 110 S T 60 S T 213 S T 71 S T 55 S T 133 S T 57 S T 187 S T 126 S T 710 S T 241 S T 1 S T 2 S T 91 £ ¤ 395 £ ¤ 101 Riverside San Diego Los Angeles Orange Anaheim Los Angeles San Santa Viejo Beach Santa Rancho Rialto Rancho Corona Downey Irvine Carson Ontario Mission Clarita San Juan Whittier Palmdale Clemente Lakewood Pasadena Glendale Riverside Cucamonga Margarita Santa Ana Hawthorne Capistrano Huntington Costa Mesa Buena Park Seal Beach Long Beach Victorville Westminster Yorba Linda West Covina Laguna Beach Palos Verdes Santa Monica West Hollywood D:\Projects\Anaheim\J0088\MXDs\ex_RL.mxd 10 0 10 5 Miles ² Orangewood Ave Chapman Ave Convention Way Katella Ave Harbor Blvd West St Haster St Disney Way 5 ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 2-1 Purpose of the Document SECTION 2.0 PURPOSE OF THE DOCUMENT This Addendum to SEIR No. 340 is prepared in accordance with the provisions of the California Environmental Quality Act (CEQA, Public Resources Code Sections 21000, et seq.) and the State CEQA Guidelines (California Code of Regulations Sections 15000, et seq.). Section 15164(a) of the State CEQA Guidelines states that “the lead agency or a responsible agency shall prepare an addendum to a previously-certified EIR if some changes or additions are necessary but none of the conditions described in Section 15162 calling for preparation of a subsequent EIR have occurred”. Pursuant to Section 15162(a) of the State CEQA Guidelines, a subsequent EIR is required when: Substantial changes are proposed in the project which will require major revisions of the previous EIR or negative declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; Substantial changes occur with respect to the circumstances under which the project is undertaken which will require major revisions of the previous EIR or negative declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; or New information of substantial importance, which was not known and could not have been known with the exercise of reasonable diligence at the time the previous EIR was certified as complete or the negative declaration was adopted, shows any of the following: The project will have one or more significant effects not discussed in the previous EIR or negative declaration; Significant effects previously examined will be substantially more severe than shown in the previous EIR; Mitigation measures or alternatives previously found not to be feasible would in fact be feasible and would substantially reduce one or more significant effects of the project, but the project proponents decline to adopt the mitigation measure or alternative; or Mitigation measures or alternatives which are considerably different from those analyzed in the previous EIR would substantially reduce one or more significant effects on the environment, but the project proponents decline to adopt the mitigation measure or alternative. This document is an Addendum to EIR No. 340, which was certified by the City of Anaheim in December 2012. The purpose of this Addendum is to analyze the differences between the approved ARSP project, as amended, and the proposed Toy Story Parking Lot Expansion Project (referred to as “proposed project” in this document). As described in detail herein, an analysis has been conducted that confirms the impacts from the proposed project would be no more severe than those projected to result from implementation of the previously approved project. The projected impacts of the proposed project would either be the same or less than the ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 2-2 Purpose of the Document anticipated levels associated with the approved ARSP project, and no new significant impacts would result. Therefore, in accordance with Section 15164 of the State CEQA Guidelines, this Addendum to the previously certified SEIR No. 340 is the appropriate environmental documentation for the proposed Toy Story Parking Lot Expansion project. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 3-1 Project Background SECTION 3.0 PROJECT BACKGROUND The Toy Story Parking Lot Expansion Project (the “proposed project”) is located in the City of Anaheim, within the 1,078-acre Anaheim Resort. The Anaheim Resort is located generally west of the Interstate 5 corridor, south of Vermont Avenue, east of Walnut Street, and north of Chapman Avenue. The Proposed Project is on property regulated by the Anaheim Resort Specific Plan (ARSP). Two other Specific Plans govern portions of the Anaheim Resort: The Disneyland Resort Specific Plan No. 92-1 and the Hotel Circle Specific Plan No. 93-1. Exhibit 2, Anaheim Resort Specific Plan Boundaries, shows the project site in context to the ARSP area and the boundaries of all three of the specific plan areas within The Anaheim Resort. Regional access to the project site is provided by I-5 via Harbor Boulevard, Katella Avenue, and Chapman Avenue. Local access to the project site is provided via Harbor Boulevard, Orangewood Avenue, Katella Avenue, and Convention Way. The project site, and the majority of the properties within The Anaheim Resort are designated by the Anaheim General Plan for Commercial Recreation land uses. This designation is intended to provide for tourist and entertainment industries, such as theme parks, hotels, tourist-oriented retail, restaurants, theaters, and other visitor-serving facilities. The Anaheim Resort Identity Program and The Anaheim Resort Public Realm Landscape Program work together to create a uniform identity and landscape program to improve the visual quality of the entire Anaheim Resort. These two documents provide visual consistency between the three specific plans. The ARSP was adopted in 1994 and encompasses approximately 581.3 acres within The Anaheim Resort. The primary intent of the ARSP is to provide for the needs of visitors to the area’s attractions. The ARSP provides for the development of hotels, motels, convention and conference facilities, including the Anaheim Convention Center, as well as restaurants, retail shops, and entertainment uses. The Anaheim Resort Specific Plan Master Environmental Impact Report (MEIR) No. 313 (State Clearinghouse No. 91091062) was certified as the environmental documentation for the adoption of the ARSP. At the time the ARSP was adopted, the specific plan area encompassed approximately 549.5 acres. Since approval of The Anaheim Resort Specific Plan No. 92-2, proposed modifications to the ARSP have included 14 amendments and 4 adjustments, which have increased the total ARSP area to 581.3 acres. In addition, two validation reports were prepared (1999 and 2004) to evaluate the continued relevance and accuracy of this Master EIR (MEIR No. 313). The Disneyland Resort Specific Plan, was adopted in 1993, encompasses approximately 489.7 acres of the Anaheim Resort, and provides for the development of an international vacation destination resort (the Disneyland Resort) that includes the development of a new theme park (Disney California Adventure), additional hotel and entertainment areas, administrative office facilities, back-of-house facilities, new public and private parking facilities, an internal transportation system, and the on-going modification of Disneyland. Additionally, certain parcels designated “C-R Overlay” or “Anaheim GardenWalk Overlay” may be developed as part of the overall resort development, with permitted hotel or restaurant uses, or other conditionally permitted visitor-serving uses. The Hotel Circle Specific Plan, was adopted in 1994, encompasses approximately 6.8 acres of The Anaheim Resort and provides for the development of a total of 969 hotel rooms (543 rooms currently exist). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 3-2 Project Background On December 18, 2012, the City of Anaheim certified Supplemental Environmental Impact Report 340, Amendment No. 14 to the Anaheim Resort Specific Plan (SEIR No. 340) (State Clearinghouse No. [PHONE REDACTED]) in connection with amendments to the following documents:  The Anaheim General Plan (Case No. GPA2010-00482);  The Anaheim Resort Specific Plan (Case No. SPN2010-00060);  Title 18 (Zoning Code) of the Anaheim Municipal Code (Case No. ZCA2010-00093);  The Anaheim Resort Identity Program (Case No. MIS2010-00478);  The Anaheim Resort Public Realm Landscape Program (Case No. MIS2010-00479); and  Ordinance No. 5454 Conditions of Approval (Case No. MIS2010-00484). The amendments identified above reflect an increase in the permitted development intensity within the ARSP area to allow for expansion of the Anaheim Convention Center; streamlining of development standards, guidelines and requirements to reduce redundancy within and between documents; and, an update to the above documents to reflect current conditions within the Anaheim Resort. SEIR No. 340 analyzes the cumulative impacts associated with the entire Anaheim Resort and surrounding area, including the development of the three Specific Plans and the implementation of The Anaheim Resort Identity Program and The Anaheim Resort Public Realm Landscape Program. SEIR No. 340 is a supplemental EIR that reevaluated all the environmental changes that have occurred in and around The Anaheim Resort since certification of MEIR No. 313. SEIR No. 340 also evaluated an expansion of the Anaheim Convention Center and an update of the ARSP document. The Anaheim City Council adopted findings and a statement of overriding considerations; Updated and Modified Mitigation Monitoring Program No. 85C; and, a water supply assessment in conjunction with the certification of SEIR No. 340. The ARSP area is divided into two Development Areas, the C-R District and the PR District, which are shown on Exhibit 3, Aerial Photograph. A maximum of 32,500 hotel rooms (or hotel room equivalents1) are permitted in the C-R District. Besides the most common visitor-serving uses hotels and motels), other allowed uses within the C-R District include service and retail businesses intended to accommodate visitors, such as restaurants, barber or beauty shops, travel agencies, automobile rental agencies, and specialty retail shops. Table 3-1, ARSP Land Use Summary, indicates the permitted amount of development analyzed by SEIR No. 340. As shown in this table, the C-R District is currently developed with 11,587 hotel rooms or hotel room equivalents. The existing development in the PR District represents the Anaheim Convention Center and the Anaheim Hilton Hotel. The total allowable development in the PR District is intended to provide for expansion of the Anaheim Convention Center and supporting facilities. 1 Hotel Room Equivalent uses are defined as accessory uses integrated within the main hotel/motel complex, or permitted and conditionally permitted uses other than hotels/motels with accessory uses. Integrated accessory uses reduce the otherwise maximum permitted hotel/motel density at the rate of 1 hotel/motel room per 600 gross square feet of accessory use. For other permitted or conditionally permitted development other than hotels/motels with accessory uses), the traffic generation characteristics of said uses shall not exceed those associated with the otherwise permitted hotel/motels density. ---PAGE BREAK--- Anaheim Resort Specific Plan Boundaries Toy Story Parking Lot Expansion Project Exhibit 2 (Rev: 9-15-2014 JAZ) R:\Projects\Anaheim (ANA)\J0088\Graphics\ex2_SpecificPlan.pdf 5 Ball Rd East St Harbor Blvd Lincoln Ave Euclid St Lincoln Ave Harbor Blvd State College Blvd Anaheim Blvd Katella Ave Chapman Ave Lewis St Haster St U V 22 5 Cerritos Ave Crone Ave Lewis St Disneyland Dr Walnut St Ninth St Lampson Ave South St Cerritos Ave Orangewood Ave Santa Ana St Vermont Ave West St Magic Way Dana St D:\Projects\Anaheim\J0088\MXDs\Ex_SpecificPlan.mxd 0.5 0 0.5 0.25 Miles ² Project Site Disneyland Resort Specific Plan (SP92-1) Anaheim Resort Specific Plan (SP92-2) Hotel Circle Specific Plan (SP93-1) ---PAGE BREAK--- ---PAGE BREAK--- Aerial Photograph Toy Story Parking Lot Expansion Project Exhibit 3 (Rev: 9-15-2014 JAZ) R:\Projects\Anaheim (ANA)\J0088\Graphics\ex3_Aerial.pdf 5 WEST ST CONVENTION WAY 5 HARBOR BLVD BALL RD KATELLA AVE HASTER ST ORANGEWOOD AVE ANAHEIM BLVD ANAHEIM WAY EAST ST CHAPMAN AVE ANAHEIM BLVD DISNEYLAND DR WALNUT ST D:\Projects\Anaheim\J0088\MXDs\Ex_aerial.mxd 1,500 0 1,500 750 Feet ² Project Site Anaheim Resort Specific Plan: C-R District PR District Aerial Source: Google, April 2013 ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 3-3 Project Background TABLE 3-1 ANAHEIM RESORT SPECIFIC PLAN LAND USE SUMMARY District Current Existing Development Total Allowable Development C-R District  11,587 hotel rooms*  32,500 hotel rooms PR District  1,600 hotel rooms  1,712,004 sf convention center  2,500 hotel rooms  2,118,363 sf convention center  180,000 sf commercial development  40,000 sf hotel meeting/ballroom space  100,000 sf outdoor programmable space Total  13,187 hotel rooms  1,712,004 sf convention center  35,000 hotel rooms  2,118,363 sf convention center  180,000 sf commercial development  40,000 sf hotel meeting/ballroom space  100,000 sf outdoor programmable space sf: square feet * Commercial uses are converted to hotel room equivalents on a ratio of 600 square feet of commercial development = 1 hotel room Source: Anaheim 2012. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 3-4 Project Background This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 4-1 Project Description SECTION 4.0 PROJECT DESCRIPTION 4.1 EXISTING CONDITIONS The project site encompasses 52.51 acres and is bordered on the west by Harbor Boulevard, on the north by the Red Lion Hotel and the Katella Cast Member Lot (KCML), and on the east and south by multi-family residences. A large portion of the project site is developed as the Toy Story Parking Lot, a surface lot that includes 4,313 guest parking spaces. The southern and eastern portions of the project site are currently vacant and undeveloped, and 6.22 acres in the southeast corner serves as a stormwater detention basin with a maximum holding capacity of 29-acre-feet of storm water. The project site is located in the C-R District and is designated as Medium-Low Density, which allows for development of up to 75 hotel rooms per acre or 75 rooms per parcel. It should be noted, however, that an approximately 8.24-acre portion of the project site would be subject to future exclusion to development due to the anticipated extension of Clementine Street and Gene Autry Way. Therefore, the project site contains 44.66 acres of developable area. Based on this adjusted acreage and the Medium-Low Density designation, the project site has total maximum development density of 3,349 hotel rooms, as analyzed in SEIR No. 340. 4.2 COMPONENTS The Applicant for the project proposes to expand the existing Toy Story Parking Lot located at 1900 South Harbor Boulevard in the City of Anaheim, California (City) to increase available parking by 612 new spaces. As shown on Exhibit 4, Conceptual Site Plan, the Toy Story Parking Lot is comprised of three separate parking areas: Woody, Buzz and Pongo. The proposed project includes the expansion of two areas within the Toy Story Parking Lot. The Pongo parking area would be expanded east of the existing fence to the eastern property line. The 704 existing stalls in the Pongo parking area would be restriped and 247 new stalls would be added; this would increase the total number of parking stalls in the Pongo parking area to 951. Additionally, the Buzz parking area would be expanded to the southern property line and would add 365 parking stalls. Overall, these two expansion areas would increase the total parking capacity at the Toy Story Parking Lot to 4,925 parking spaces available for guest use. Guests would enter and exit the expanded parking areas through the existing main entry gates on Harbor Boulevard at Convention Way. The project would not alter the lane configurations of Harbor Boulevard or the entrance to the project site from Harbor Boulevard. A new bus staging area and bus travel lane would be constructed along the west boundary of the Pongo parking area internal to the project site. This travel lane would replace the existing bus travel lane, allowing continued shuttle access between the existing KCML and the Toy Story Parking Lot. The project would not alter the internal bus travel routes or loading and unloading areas within the main portion of the Toy Story Parking Lot. As part of the proposed project and shown on Exhibit 4, a 16-foot-high masonry sound wall would be constructed along the southern and eastern property lines adjacent to existing residential uses. Clinging vines would be planted on the Toy Story Parking Lot side of the proposed 16-foot sound walls and 20-foot-wide landscaped setback areas would be provided adjacent to the wall on the project site to separate the proposed parking areas and the walls. The landscaped areas would be planted with 2 rows of Canary Island Pines, spaced approximately 10 feet apart, and would be surrounded by a 6-inch concrete curb per the ARSP. This landscaped area would serve as a buffer between land uses and would add visual interest against the proposed 16-foot sound wall. A trenched irrigation system would be installed within the landscaped area and would connect to the Anaheim Resort irrigation system. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 4-2 Project Description Generally, the proposed project would maintain the existing infiltration basins and swales located throughout the project site and the detention pond located in the southeast corner of the project site. As illustrated on Exhibit 4, an existing bioswale located south of the existing Buzz parking area would be removed and a new bioswale would be constructed south of the Pongo parking area. Curb and gutter systems would be constructed in each of the expansion areas. In the Pongo parking area, storm water would be directed southerly through the curb and gutter system and would enter either the existing or proposed bioswales for pre-filtration. In the Buzz Parking area, existing and proposed curb and gutter systems would direct storm run-off easterly where it would enter a proposed catch basin containing a boxless bioretention system. Once the storm water from the two expansion areas are pre-treated, these systems would discharge to the existing detention basin via a high-density polyethylene (HDPE) pipe through an existing outlet into the detention basin. The proposed project would also include the installation of new lighting sources on the project site, as depicted on Exhibit 4. Consistent with the developed areas of the Toy Story Parking Lot, proposed lighting in the interior of the project site would be 29-foot tall tri-mount structures constructed on a 4-foot tall concrete base. The lighting structures would include directional shields to direct light onto the project property and to reduce light spill and would include bird deflection components to discourage perching or nesting. 4.2.1 CIRCULATION Vehicular access to the Toy Story Parking Lot, including the proposed expansion areas, would be from the existing full-access driveway at Harbor Boulevard and Convention Way. Approximately 600 feet east of the driveway are 6 entry booths where guests purchase an entry pass. From this point, guests would be guided by parking staff to a specific space through a process known as speed loading. Parking aisles would be designated for one-way traffic; all design standards conform to the requirements of the Disneyland Resort Specific Plan for guest parking. 4.2.2 UTILITY IMPROVEMENTS The proposed project would not require the relocation of any existing utility lines. All existing utilities would be maintained in place. Specifically, the City’s existing water facilities in Clementine Street (along the south property line of the Buzz Parking Lot) would be protected in place. The proposed 16-foot high sound wall footing would be designed to not impart any load on the City’s existing 8-inch cast iron water main and facilities located south of the proposed sound wall. Connections to existing electrical and irrigation services would be installed and the project would connect to the existing storm drain system. 4.3 DISCRETIONARY ACTIONS The proposed project would be consistent with the zoning and development standards for the C- R District of the ARSP, contained in Chapter 18.116 of the Anaheim Municipal Code. As indicated in Table 116-C: Primary Uses and Structures: C-R District (Development Area 1) of Section 18.116.070 of the Anaheim Municipal Code, “Automotive-Public Parking” and “Uses or activities not specifically listed or prohibited. . . [if] consistent and compatible with the intended purpose of the Specific Plan” are discretionary uses that are permitted subject to the approval of a conditional use permit. As indicated in Section 18.116.010 of the Anaheim Municipal Code, the intent of the Anaheim Resort Specific Plan is “to recognize the uniqueness of the Anaheim Resort as a family-oriented tourist destination” and “to aid in the attraction of tourists and other visitors important to the economy of the city”. The Toy Story Parking Lot expansion would directly support the Disneyland Resort, which is a central, family-oriented entertainment venue ---PAGE BREAK--- 300 150 0 300 Feet Source: Walt Disney Imagineering 2014 (09/15/2014 JAZ) R:\Projects\ANA_Anaheim\J0088\Graphics\ex4_ConceptSitePlan.pdf D:\Projects\Anaheim\J0088\Graphics\ex_ConceptSitePlan.ai Toy Story Parking Lot Expansion Project Conceptual Site Plan Exhibit 4 ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 4-3 Project Description for tourists and visitors to the Disneyland Resort and a significant, positive contributor to the City’s economy. This Addendum and the SEIR No. 340 and MEIR No. 313 are intended to serve as the primary environmental documents for all future actions associated with the proposed project, including all discretionary approvals requested or required to implement the proposed project. In addition, this Addendum is the primary reference document for the formulation and implementation of a mitigation monitoring plan (Mitigation Monitoring Plan No. 317) for the proposed project. All applicable mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C, approved in conjunction with SEIR No. 240, have been incorporated into Mitigation Monitoring Plan No. 317 and this document for ease of reference. This document is intended to provide sufficient information to allow permitting agencies to evaluate the potential impacts from construction and implementation of the proposed project. Potential actions to be considered as part of the proposed project include, but are not limited to:  Conditional Use Permit No. CUP2006-05103B  Final Site Plan No. FSP2014-00008  Administrative Adjustment No. ADJ2014-00361 per Section 18.62.040.050 of the Anaheim Municipal Code to allow for a 16-foot wall along the southern and eastern property lines (per Anaheim Municipal Code, Section 18.62.020.0203). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 4-4 Project Description This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-1 Environmental Analysis SECTION 5.0 ENVIRONMENTAL ANALYSIS This portion of the Addendum examines each environmental topical issue analyzed in SEIR No. 340. By definition, an addendum to a CEQA document is intended to demonstrate that the modifications/alterations to the previously approved project would not substantially increase environmental impacts or create any new significant impacts. The following analysis documents why and how this conclusion has been made. Because the proposed project represents a minor modification to a previously analyzed and approved project, this Addendum does not include an analysis specific to the Mandatory Findings of Significance topic identified in the City of Anaheim Environmental Checklist. 5.1 AESTHETICS 5.1.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, the ARSP area does not contain any scenic resources, nor are any scenic vistas visible from the ARSP area; therefore, no impact would occur. Future development and redevelopment associated with buildout of the ARSP area would change the existing visual character of individual areas; however, buildout of the ARSP area would create a more visually cohesive and appealing environment and impacts would be less than significant with implementation of the recommended mitigation program. Buildout of the C-R District could result in potential shade and shadow impacts on properties immediately adjacent to the ARSP area that would be considered significant and unavoidable. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to this potential impact. Shade and shadow impacts associated with the specific development proposed for the PR District as evaluated in SEIR No. 340 would be less than significant. 5.1.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Have a substantial adverse effect on a scenic vista? b) Substantially damage scenic resources, including, but not limited to, trees, rock outcroppings, and historic buildings within a State scenic highway or local scenic expressway, scenic highway, or eligible scenic highway? Consistent with the findings of SEIR No. 340, the project site and surrounding area are located in a highly urbanized portion of the City that does not contain any scenic vistas or visual resources and is not visible from any State or local scenic highways. As previously discussed, the parking lot expansion areas are vacant, undeveloped portions of the property. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. c) Substantially degrade the existing visual character or quality of the site and its surroundings? Development of the proposed project would not alter the visual character of the project site through expansion of an existing surface parking lot and associated installation of landscaping. The construction of a 16-foot soundwall along the southern and eastern boundaries of the project site could alter the visual character of the proposed project site. However, consistent ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-2 Environmental Analysis with SEIR No. 340, the proposed project would comply with all development standards and design guidelines set forth by the ARSP, including planting of trailing vines on the interior side of the proposed walls. Therefore, adherence to the established design guidelines would ensure that a significant impact would not occur related to degradation of the existing visual character or quality of the site or its surroundings. No new impact would occur. d) Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? The proposed project would include the installation of new lighting sources on the project site, as depicted on Exhibit 4, Conceptual Site Plan, and described in Section 4.0, Project Description. Consistent with the analysis in Section 2.4.2, Effects Found Not To Be Significant, of SEIR No. 340, the project site is currently subject to night lighting associated with the existing Toy Story Parking Lot and with other adjacent land uses in the ARSP area, including light standards and traffic along Harbor Boulevard and lighting associated with the KCML, located north of the project site. The proposed project would comply with the lighting specifications outlined in the ARSP. In addition, the distance between the light poles and the nearest property lines would be located at least 100 feet from the residences to the south and at least 89 feet from the residences to the east. Additionally, the residences to the east do not have west-facing windows, so exposure to the parking lot’s lighting would be further limited. Further, construction of the proposed 16-foot wall and installation of the landscaped buffer with canary island pines (which are capable of reaching heights of 30 feet within 5 years and up to 75 feet at maturity) would also decrease the impact of night lighting. Therefore, consistent with the conclusion in SEIR No. 340, the continuation of nighttime illumination features would not represent a new, significant impact with regard to lighting or glare. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal that mitigation measures or alternatives previously found not to be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the aesthetics analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. MM 5.1-3 Ongoing, the property owner/developer shall be responsible for the removal of any on-site graffiti within 24 hours of its application. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-3 Environmental Analysis MM 5.1-4 Prior to Final Site Plan approval, the location and configuration of all lighting fixtures including ground-mounted lighting fixtures utilized to accent buildings, landscape elements, or to illuminate pedestrian areas shall be shown on all Final Site Plans. All proposed surface parking area lighting fixtures shall be down- lighted with a maximum height of 12 feet adjacent to any residential properties. All lighting fixtures shall be shielded to direct lighting toward the area to be illuminated and away from adjacent residential property lines. MM 5.1-7 Prior to final building and zoning inspections, the property owner/developer shall submit to the Planning and Building Department a letter from a licensed landscape architect certifying that all landscaping and irrigation systems have been installed in accordance with landscaping plans approved in connection with the Final Site Plan. MM 5.1-8 Ongoing, all on-site non-Public Realm landscaping and irrigation systems, and Public Realm landscaping and irrigation systems, within area in which dedication has not been accepted by the City, shall be maintained by the property owner/developer, in compliance with City standards. MM 5.1-10 Ongoing, a licensed arborist shall be hired by the property owner/developer to be responsible for all tree trimming. 5.2 AGRICULTURE & FOREST RESOURCES 5.2.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 As disclosed in SEIR No. 340, in 1994 the project site contained an approximate 56-acre site located southeast of Harbor Boulevard and Katella Avenue which was designated as “Prime Farmland” and which was under a Williamson Act contract set to expire on March 1, 2000. MEIR No. 313 evaluated the loss of the prime agricultural land and identified the impact as significant and unavoidable. Because the impact related to the loss of agricultural land was fully analyzed as part of MEIR 313, SEIR No. 340 identified that a new significant impact related to agricultural resources would not occur. Additionally, no land within the ARSP area was found to be under a Williamson Act contract; therefore, implementation of the ARSP would not conflict with a standing Williamson Act contract. In addition, SEIR No. 340 states that there are no zoned or existing forest lands or timberland as defined in Public Resources Code (Section 12220[g] and 4526, respectively), in the ARSP area. Therefore, the project evaluated in SEIR No. 340 would not result in the conversion of forest land or timberland. Additionally, forest resources were not identified on the Initial Study checklist prepared for SEIR No. 340, as the checklist was updated by the State after circulation of the Initial Study. 5.2.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Convert Prime Farmland, Unique Farmland, or Farmland of Statewide Importance (Farmland), as shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the California Resources Agency, to non-agricultural use? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-4 Environmental Analysis b) Conflict with existing zoning for agricultural use, or a Williamson Act contract? c) Conflict with existing zoning for, or cause rezoning of, forest land (as defined in Public Resources Code section 12220(g)), timberland (as defined by Public Resources Code section 4526), or timberland zoned Timberland Production (as defined by Government Code section 51104(g))? d) Result in the loss of forest land or conversion of forest land to non-forest use? e) Involve other changes in the existing environment which, due to their location or nature, could result in conversion of Farmland, to non-agricultural use or conversion of forest land to non-forest use? Data from the State of California Department of Conservation, Farmland Mapping and Monitoring Program, indicates that the project site contains no land that is designated as Prime Farmland, Farmland of Statewide Importance, Unique Farmland, or Farmland of Local Importance (FMMP 2010), nor does it have any land that is zoned for agricultural use. Although the southern and eastern portions of the \project site are vacant and undeveloped, no portion of the project site is being used for agriculture. The areas proposed for expansion are heavily compacted and subject to regular vegetation removal. The project site is located in an urban area and is surrounded by development; therefore, implementation of the proposed project would not result in conversion of farm land to non-agricultural uses. The project site is not considered to be farmland of significance or land in agricultural use. No other designated farmland exists within the project vicinity, and the project site is not subject to any California Land Conservation Act (Williamson Act) contracts. The project site is not defined as forest land according to Section 12220(g) of the California Public Resources Code, which defines forest land as “land that can support 10 percent native tree cover of any species, including hardwoods, under natural conditions, and that allows for management of one or more forest resources, including timber, aesthetics, fish and wildlife, biodiversity, water quality, recreation, and other public benefits,” nor is it zoned for Timberland Production as defined by Section 51104(g) of the California Government Code. As noted above, the proposed expansion areas are vacant and undeveloped and are subject to regular vegetation removal. The proposed project would involve expansion of the existing parking lot, which is consistent with the uses contemplated and previously evaluated and approved for the project site. Therefore, no new impacts related to agricultural and forest resources would occur. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the agriculture and forest resources analysis provided in SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-5 Environmental Analysis Mitigation No mitigation measures are required. 5.3 AIR QUALITY 5.3.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 concluded that, with implementation of all identified mitigation measures, mass emissions resulting from construction-related activities would be less than significant. However, because of uncertainties in the timing and magnitude of emissions for possible projects, it was concluded that cumulative emissions from construction would be significant and unavoidable. It was also concluded that local concentrations of particulate matter with a diameter of 10 microns or less (PM10) and fine particulate matter with a diameter of 2.5 microns or less (PM2.5) would exceed the South Coast Air Quality Management District’s (SCAQMD’s) CEQA significance thresholds for short-term periods when excavation would occur near sensitive receptors; the impact would be significant and unavoidable. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to this potential impact. Emissions of criteria pollutants resulting from operation of the full buildout of the Anaheim Resort Specific Plan would exceed the SCAQMD applicable thresholds for volatile organic compounds (VOC), nitrogen oxides (NOx), carbon monoxide (CO), PM10, and PM2.5. Operation would result in direct and cumulative significant and unavoidable impacts. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to these potential impacts. Because implementation of the ARSP could result in an increase in the frequency or severity of existing air quality violations, SEIR No. 340 concluded that the ARSP could conflict with or obstruct implementation of the 2007 AQMP, thereby resulting in a significant and unavoidable impact. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to this potential impact. Construction and operation of the ARSP would not expose sensitive receptors to substantial pollutant toxic air contaminants (TACs); would not expose sensitive receptors to substantial CO local concentrations; and would not create objectionable odors. These impacts would be less than significant. 5.3.2 PROJECT ENVIRONMENTAL REVIEW Where available, the significance criteria established by the applicable air quality management or air pollution control district may be relied upon to make the following determinations. Would the project: a) Conflict with or obstruct implementation of the applicable air quality plan? Air quality in Orange County is regulated by the South Coast Air Quality Management District (SCAQMD), which is the agency principally responsible for comprehensive air pollution control in the South Coast Air Basin (SoCAB). The SCAQMD develops rules and regulations; establishes permitting requirements for stationary sources; inspects emissions sources; and enforces such measures through educational programs or fines, when necessary. The SCAQMD is directly responsible for reducing emissions from stationary (area and point), mobile, ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-6 Environmental Analysis and indirect sources. It has responded to this requirement by preparing a sequence of Air Quality Management Plans (AQMPs). On December 7, 2012, the SCAQMD Governing Board adopted the 2012 AQMP, which is a regional and multi-agency effort among the SCAQMD, the California Air Resources Board (CARB), the Southern California Association of Governments (SCAG), and the U.S. Environmental Protection Agency (USEPA). The purpose of the 2012 AQMP is to set forth a comprehensive program that would lead the region into compliance with federal air quality standards for 8-hour ozone (O3) and fine particulate matter with a diameter of 2.5 microns or less (PM2.5). The 2012 AQMP incorporates the latest scientific and technical information and planning assumptions, including the 2012 Regional Transportation Plan/Sustainable Communities Strategy (RTP/SCS); updated emission inventory methods for various source categories; and SCAG’s latest growth forecasts. The two principal criteria for conformance to an AQMP are 1. Whether the project would result in an increase in the frequency or severity of existing air quality violations; cause or contribute to new violations, or delay timely attainment of air quality standards and 2. Whether the project would exceed the assumptions in the AQMP. With respect to the first criterion, the analyses in responses to 5.3(b) and 5.3(c) below demonstrate that the proposed project would not generate short-term or long-term emissions of criteria pollutants that could potentially cause an increase in the frequency or severity of existing air quality violations; cause or contribute to new violations; or delay timely attainment of air quality standards. With respect to the section criterion, the proposed project would not increase or modify SCAG’s population, housing, or employment projections. Therefore, the proposed project would be consistent with the region’s AQMP. No impacts would occur and no mitigation is required. This impact would be less than what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Violate any air quality standard or contribute substantially to an existing or projected air quality violation? Analyses of the proposed project’s potential short-term construction and long-term operational air quality impacts are provided below. Regional Construction Impacts Construction emissions were calculated by using California Emissions Estimator Model (CalEEMod) version 2013.2 (SCAQMD 2013a). CalEEMod is a computer program accepted by the SCAQMD that can be used to estimate anticipated emissions associated with land development projects in California. CalEEMod has separate databases for specific counties and air districts. The Orange County database was used for the proposed project. The model calculates emissions of volatile organic compounds (VOC), nitrogen oxides (NOx), PM2.5, respirable particulate matter with a diameter of 10 microns or less (PM10), and carbon monoxide (CO). For this analysis, the results are expressed in pounds per day (lbs/day) and are compared with the mass daily emissions thresholds that were established by SCAQMD as a guideline to determine impact significance under CEQA (SCAQMD 2011). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-7 Environmental Analysis Construction emissions include exhaust emissions from off-road construction equipment, on-road haul trucks, and vehicles used by workers to commute to and from the site. The model also calculates particulate emissions from dust generated during grading activities and particulates in the exhaust of off-road and on-road vehicles. The analysis of construction emissions assumes grading would be performed in compliance with SCAQMD Rule 403, Fugitive Dust, which requires dust control to limit visible dust from leaving the construction area and is usually achieved by a minimum of twice daily watering of active grading areas. Proposed project construction is planned to start in February 2015 and last approximately five months, with completion in June 2015. Construction assumptions used in emissions modeling are briefly described below. Detailed assumptions and modeling input and output data are provided in Appendix A. Site-preparation activities would last approximately 3 weeks and would include the removal of approximately 1,000 cubic yards (cy) of vegetation and debris. Grading activities would begin in March 2015, and would occur over a six-week period. Approximately 1,913 cy of cut and 6,724 cy of fill are expected, with 4,911 cy of fill material expected to be imported to the site. Paving activities would begin in May 2015 and last approximately four weeks. Additional construction activities would include utilities installation, sound wall construction, striping (painting) of the parking spaces, and the planting of approximately 120 trees. The calculated daily construction emissions are shown in Table 5-1. Specific inputs to CalEEMod and details of the results are included in Appendix A. As shown in Table 5-1, the maximum daily construction emissions would be less than the SCAQMD CEQA significance thresholds and therefore less than significant. TABLE 5-1 ESTIMATED MAXIMUM DAILY CONSTRUCTION EMISSIONS (LBS/DAY) Year of Construction VOC NOx CO PM10 PM2.5 2015 52 51 34 6 4 SCAQMD Thresholds 75 100 550 150 55 Exceeds Threshold? No No No No No lbs/day: pounds per day; VOC: volatile organic compounds; NOx: nitrogen oxides; CO: carbon monoxide; PM10: respirable particulate matter with a diameter of 10 microns or less; PM2.5: fine particulate matter with a diameter of 2.5 microns or less; SCAQMD: South Coast Air Quality Management District. Emissions shown are for winter season; summer emissions would be the same or less. Source: SCAQMD 2011 (thresholds). CalEEMod data can be found in Appendix A. Local Construction Emissions In addition to the mass daily emissions thresholds established by the SCAQMD, short-term local impacts to nearby sensitive receptors from on-site emissions of nitrogen dioxide (NO2), CO, PM10, and PM2.5 are examined based on SCAQMD’s localized significance threshold method. To assess local air quality impacts for development projects without complex dispersion modeling, the SCAQMD developed a localized significance thresholds (LST) screening (lookup) tables to assist lead agencies in evaluating impacts. For the purposes of an LST analysis, the SCAQMD considers receptors where it is possible that an individual could remain for 1 hour for NO2 and CO exposure and 24 hours for PM10 and PM 2.5 exposure. The closest receptors to the proposed construction area would be the ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-8 Environmental Analysis residences to the east and south of the site. The SCAQMD method prescribes the use of a 25- meter (82-foot) distance factor for all receptors within 25 meters.2 The analysis of local construction emission impacts is shown in Table 5-2. In the LST analysis, only on-site emissions are considered; therefore, the emissions shown in Table 5-2 are less than those shown in Table 5-1. As shown in Table 5-2, on-site construction emissions for the proposed project would be less than the SCAQMD LST thresholds, and local impacts would be less than significant. TABLE 5-2 LOCALIZED SIGNIFICANCE THRESHOLD CONSTRUCTION EMISSIONS Emissions (lbs/day) NOx CO PM10 PM2.5 Construction maximum daily on-site emissions 43 27 5 4 SCAQMD LST Thresholds (5-acre site) 183 1,253 13 7 Exceeds Threshold? No No No No NOx: nitrogen oxides; CO: carbon monoxide; PM10: particulate matter with a diameter of 10 microns or less; PM2.5: particulate matter with a diameter 2.5 microns or less; lbs/day: pounds per day; LST: localized significance threshold. Note: Data is for SCAQMD Source Receptor Area 17, Central Orange County. Source: SCAQMD 2009 (thresholds). See Appendix A for CalEEMod model outputs. Operational Emissions Operational air pollutant emissions would result from vehicle trips and the use of landscape maintenance equipment. The proposed project would add 612 parking spaces to the Toy Story Parking Lot. For purposes of this air quality analysis, it was conservatively assumed that the additional spaces would generate new trips to Disneyland rather than the proposed parking replacing existing non-Disneyland parking. Trip generation would be 2 trips per space per day, equaling 1,224 trips per day (Gibson 2014). Estimated operational emissions were calculated with CalEEMod and are shown in Table 5-3 and compared with SCAQMD CEQA significance thresholds. As shown in Table 5-3, the maximum daily operational emissions would be less than the SCAQMD CEQA significance thresholds and therefore less than significant. TABLE 5-3 ESTIMATED MAXIMUM DAILY OPERATIONAL EMISSIONS (LBS/DAY) Source VOC NOx CO PM10 PM2.5 Area – Landscape equipment 5 <0.5 <0.5 <0.5 <0.5 Vehicle trips 6 22 99 19 5 Total 11 22 99 19 5 SCAQMD Thresholds 75 100 550 150 55 Exceeds Threshold? No No No No No lbs/day: pounds per day; VOC: volatile organic compounds; NOx: nitrogen oxides; CO: carbon monoxide; PM10: respirable particulate matter with a diameter of 10 microns or less; PM2.5: fine particulate matter with a diameter of 2.5 microns or less; SCAQMD: South Coast Air Quality Management District. Emissions shown are the higher of winter or summer... Source: SCAQMD 2011 (thresholds). CalEEMod data can be found in Appendix A. 2 The LST methodology uses the metric system for receptor distances. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-9 Environmental Analysis SEIR No. 340 for the Anaheim Resort Specific Plan assumed that the land use for the Toy Story Parking Lot would be the equivalent of development of up to 3,349 hotel rooms. These hotel rooms would generate an estimated 27,362 daily trips (Gibson 2014). With implementation of the proposed expansion, the total Toy Story Parking Lot capacity would be 4,925 spaces, and trip generation for the parking lot is estimated at 9,850 daily trips. Therefore, mobile emissions for the Toy Story Parking Lot would be less than for the previously evaluated hotel rooms. Similarly, operational emissions from energy use and area sources would be greater for the hotel rooms than for the parking lot. Therefore, total operational emissions for the proposed parking lot would be less than the previously evaluated hotel rooms and no new operational emissions would result. As noted previously, SEIR No. 340 concluded that construction emissions would be mitigated to less than significant levels while operational emissions would be significant and unavoidable. The impacts identified for the proposed project would be less than the emissions that were identified in SEIR No. 340 for the proposed project site; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. c) Result in a cumulatively considerable net increase of any criteria pollutant for which the project region is non-attainment under an applicable Federal or State ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? The Orange County portion of the SoCAB is a nonattainment area for O3, PM10, and PM2.5. As stated in threshold 5.3(b), no increase in regional emissions is anticipated, and the cumulative impact would be less than significant. Short-term cumulative impacts related to air quality could occur if construction of the Toy Story Parking Lot expansion and nearby construction activities were to occur simultaneously. In particular, with respect to local impacts, cumulative construction particulate fugitive dust) impacts are considered when projects are located within a few hundred yards of each other. However, as shown in Table 5-1, construction emissions would be below the SCAQMD regional significance thresholds; particularly, PM10 and PM2.5 emissions would be less than nine percent of the thresholds. Therefore, construction emissions of nonattainment pollutants would not be cumulatively considerable, and proposed project impacts would be less than significant. Mitigation is not required. SEIR No. 340 found that short-term exposure of persons to PM10 and PM2.5 would be a significant and unavoidable impact. The impacts identified for the proposed project would be less than those identified in SEIR No. 340 for the proposed project site; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. SEIR No. 340 found that the increase in nonattainment pollutants could result in cumulatively considerable impacts that would be significant and unavoidable. The impacts identified for the proposed project would be less than what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. d) Expose sensitive receptors to substantial pollutant concentrations? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-10 Environmental Analysis Criteria Pollutants from On-Site Construction Exposure of persons to NOx, CO, PM10, and PM2.5 emissions is discussed above and the local emissions are summarized in Table 5-2. As discussed, there would be a less than significant impact and no mitigation is required. Toxic Air Contaminant (Diesel Particulate Matter) Emissions from On-Site Construction Construction activities for the proposed project would result in short-term, project-generated emissions of diesel particulate matter (diesel PM) from the exhaust of off-road, heavy-duty diesel equipment used for site preparation demolition, excavation, and grading), paving, building construction, and other miscellaneous activities. CARB identified diesel PM as a toxic air contaminant (TAC) in 1998. The dose to which receptors are exposed is the primary factor used to determine health risk. Dose is a function of the concentration of a substance or substances in the environment and the duration of exposure to the substance. Thus, the risks estimated for a maximally exposed individual (MEI) are higher if a fixed exposure occurs over a longer time period. According to the Office of Environmental Health Hazard Assessment, health risk assessments, which determine the exposure of sensitive receptors to TAC emissions, should be based on a 70-year exposure period; however, such assessments should be limited to the period/duration of activities associated with the project. There would be relatively few pieces of off-road, heavy-duty diesel equipment during operation of the proposed project, and the construction period would be relatively short, especially when compared to a 70-year exposure period. Combined with the highly dispersive properties of diesel PM and additional reductions in exhaust emissions from improved equipment, project-generated or construction-related emissions of TACs would not expose sensitive receptors to substantial emissions of TACs. The impact would be less than significant. A CO hotspot is an area of localized CO pollution that is caused by severe vehicle congestion on major roadways, typically near intersections. If a project increases average delay at signalized intersections operating at Level of Service (LOS) E or F or causes an intersection that would operate at LOS D or better without the project to operate at LOS E or F with the project, a quantitative screening is required. According to the proposed project traffic analysis, four intersections evaluated would operate at LOS E or worse and result in an increase in delay from the proposed project, all in the 2030 peak hour scenario (Gibson 2014):  Disneyland Drive/Ball Road – PM peak hour  Disneyland Drive/Katella Avenue – AM peak hour  Harbor Boulevard/Katella Avenue – PM peak hour  Manchester Avenue/Katella Avenue – PM peak hour Consistent with the CO Protocol, these findings indicate that quantitative screening is required. Although the SCAQMD has not, various air quality agencies in California have developed conservative screening methods. The screening methods of the Sacramento Metropolitan Air Quality Management District (SMAQMD) are used for the proposed project because the SMAQMD criteria are more conservative than other recently published criteria. The SMAQMD states that a project would result in a less than significant impact to air quality for local CO if it:  Would result in an affected intersection experiencing less than 31,600 vehicles per hour; ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-11 Environmental Analysis  Would not contribute traffic to a tunnel, parking garage, bridge underpass, urban street canyon, below-grade roadway, or other location where horizontal or vertical mixing of air would be substantially limited; and  The intersection, which includes a mix of vehicle types, is not anticipated to be substantially different from the County average (SMAQMD 2009). The highest forecasted traffic volume of the four intersections listed above is 8,924 vehicles at Harbor Boulevard/Katella Avenue in the 2030 PM peak hour. The intersection is not located in a tunnel, urban canyon, or similar area where mixing of air would be limited, nor is the vehicle mix anticipated to be substantially different than the vehicle mix at a typical urban signalized intersections in the SoCAB. There would be no potential for a CO hotspot or exceedance of State or federal CO ambient air quality standard because the maximum traffic volume would be substantially less than the 31,600 vehicles per hour screening level, because the congested intersection is located where mixing of air would not be limited, and because the vehicle mix would not be uncommon. The impact would be less than significant and no mitigation measures are required. SEIR No. 340 found that short-term exposure of persons to PM10 and PM2.5 concentrations exceeding the SCAQMD CEQA significance thresholds would occur during excavation near sensitive receptors; the impact would be significant and unavoidable; that exposure of persons to TACs and to local CO concentrations would be less than significant. The impacts identified for the proposed project would be less than those identified in SEIR No. 340 and less than significant. Therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. e) Create objectionable odors affecting a substantial number of people? According to the SCAQMD’s CEQA Air Quality Handbook (SCAQMD 1993) and as noted in SEIR No. 340, land uses associated with odor complaints typically include agricultural uses, wastewater treatment plants, food processing plants, chemical plants, composting, refineries, landfills, dairies, and fiberglass molding. The proposed project does not include any uses identified by the SCAQMD as being associated with odors and therefore would not produce objectionable odors. As such, the proposed project would have a less-than-significant impact in regards to objectionable odors. This impact identified for the proposed project would be consistent with what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-12 Environmental Analysis the mitigation measure or alternative. For these reasons, there are no major revisions required to the air quality analysis provided in SEIR No. 340 and the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.2-3 Ongoing during construction, the property owner/developer shall implement measures to reduce construction-related air quality impacts. These measures shall include, but are not limited to: a. Normal wetting procedures (at least twice daily) or other dust palliative measures shall be followed during earth-moving operations to minimize fugitive dust emissions, in compliance with the City of Anaheim Municipal Code including application of chemical soil stabilizers to exposed soils after grading is completed and replacing ground cover in disturbed areas as quickly as practicable. b. For projects where there is excavation for subterranean facilities (such as parking) on-site haul roads shall be watered at least every two hours or the on-site haul roads shall be paved. c. Enclosing, covering, watering twice daily, or applying approved soil binders, according to manufacturer’s specification, to exposed piles. d. Roadways adjacent to the project shall be swept and cleared of any spilled export materials at least twice a day to assist in minimizing fugitive dust; and, haul routes shall be cleared as needed if spills of materials exported from the project site occur. e. Where practicable, heavy duty construction equipment shall be kept onsite when not in operation to minimize exhaust emissions associated with vehicles repetitiously entering and exiting the project site. f. Trucks importing or exporting soil material and/or debris shall be covered prior to entering public streets. g. Taking preventive measures to ensure that trucks do not carry dirt on tires onto public streets, including treating onsite roads and staging areas. h. Preventing trucks from idling for longer than 2 minutes. i. Manually irrigate or activate irrigation systems necessary to water and maintain the vegetation as soon as planting is completed. j. Reduce Traffic speeds on all unpaved road surfaces to 15 miles per hour or less. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-13 Environmental Analysis k. Suspend all grading operations when wind speeds (as instantaneous gust) exceed 25 miles per hour and during first and second stage smog alerts. l. Comply with SCAQMD Rule 402, which states that no dust impacts offsite are sufficient to be called a nuisance, and SCAQMD Rule 403, which restricts visible emissions from construction. m. Use low emission mobile construction equipment tractors, scrapers, dozers, etc.) where practicable. n. Utilize existing power sources power poles) or clean-fuel generators rather than temporary power generators, where practicable. o. Maintain construction equipment engines by keeping them properly tuned. p. Use low sulfur fuel for equipment, to the extent practicable. MM 5.2-4 Prior to issuance of each grading permit (for Import/Export Plan) and prior to issuance of demolition permit (for Demolition Plan), the property owner/developer shall submit Demolition and Import/Export plans. The plans shall include identification of offsite locations for materials export from the project and options for disposal of excess material. These options may include recycling of materials onsite, sale to a soil broker or contractor, sale to a project in the vicinity or transport to an environmentally cleared landfill, with attempts made to move it within Orange County. The property owner/developer shall offer recyclable building materials, such as asphalt or concrete for sale or removal by private firms or public agencies for use in construction of other projects, if not all can be reused on project site. MM 5.2-6 Prior to the issuance of each building permit final building and zoning inspection, the property owner/developer shall implement, and demonstrate to the City, measures that are being taken to reduce operation-related air quality impacts. These measures may include, but are not limited to the following: a. Improve thermal integrity of structures and reduced thermal load through use of automated time clocks or occupant sensors. b. Incorporate efficient heating and other appliances. c. Incorporate energy conservation measures in site orientation and in building design, such as appropriate passive solar design. d. Use drought-resistant landscaping wherever feasible to reduce energy used in pumping and transporting water. e. To the extent feasible, provide daycare opportunities for employees or participate in a joint development daycare center. f. Install facilities for electric vehicle recharging, unless it is demonstrated that the technology for these facilities or availability of the equipment current at the time makes this installation infeasible. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-14 Environmental Analysis 5.4 BIOLOGICAL RESOURCES 5.4.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 identified that the ARSP area is located within an urbanized area of the City with no Candidate, Sensitive, or Special Status Species as listed in local regional plans, policies, or regulations, or as designated by the California Department of Fish and Wildlife3 (CDFW) or the U.S. Fish and Wildlife Service (USFWS). However, mitigation was identified to reduce potential impacts to nesting birds and raptors to less than significant levels. Further, SEIR No. 340 concluded that the ARSP area does not function as a migratory corridor or a native wildlife nursery site and no impact would occur. 5.4.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by the California Department of Fish and Wildlife or U.S. Fish and Wildlife Service? b) Have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, regulations or by the California Department of Fish and Wildlife or US Fish and Wildlife Services? c) Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means? d) Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? e) Conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? f) Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or State habitat conservation plan? The proposed project would involve the construction of a surface parking lot on currently undeveloped, vacant land immediately adjacent to the developed Toy Story Parking Lot. The proposed expansion areas exist as undeveloped pads that are subject to regular vegetation removal and are heavily compacted. Existing vegetation is limited to low-growth ruderal, weedy species. Consistent with the findings of SEIR No. 340, no special status plant or wildlife species are expected to occur on the site due to the lack of suitable habitat; there are no sensitive biological resources due to the lack of vegetation on the project site, the isolated nature of the site, and the urban nature of the surrounding area. Specifically, the proposed project would not 3 California Department of Fish and Wildlife is previously known, and referred to in EIR No. 340, as the California Department of Fish and Game. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-15 Environmental Analysis create impacts related to habitat modification, effects on riparian habitat or sensitive natural communities; federally protected wetlands; migratory wildlife corridors; or native wildlife nursery sites. The proposed project would not conflict with the provisions of an adopted Habitat Conservation Plan; Natural Community Conservation Plan; or other approved local, regional, or State habitat conservation plan since no habitat, wetlands, or corridors are present on the project site or nearby. Consistent with the findings of SEIR No. 340, there are ornamental trees along the perimeters of the proposed expansion areas that may have the potential to be used by nesting birds, including raptors. State regulations (California Fish and Game Code, Sections 3503, 3503.5, and 3513) prohibit activities that “take, possess or destroy” any raptor nest or egg. Therefore, if construction is initiated during the raptor nesting season (February 1 to June 30), implementation of the proposed project has the potential to impact nesting raptors, thus resulting in a significant impact, as noted in SEIR No. 340. This impact would be reduced to a level considered less than significant with implementation of Mitigation Measure (MM) 5.3-1 from SEIR No. 340. In addition, ornamental vegetation along the perimeters of the proposed expansion areas has the potential to support nesting birds. Pursuant to the Migratory Bird Treaty Act (MBTA) and consistent with the findings of SEIR No. 340, disturbance of nesting birds would represent a significant impact; therefore, implementation of the proposed project has the potential to impact nesting birds that are protected by the MBTA. This impact would be reduced to a level considered less than significant with implementation of MM 5.3-2 from SEIR No. 340, which requires avoidance of nesting birds throughout the nesting season (typically March 1 through July 31). Therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects related to biological resources. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the biological resources analysis provided in the SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. MM 5.3-1 Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first, a survey for active raptor nests shall be conducted by a qualified Biologist and submitted to the Planning Department 30 days prior to commencement of any demolition or construction activities during the raptor ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-16 Environmental Analysis nesting season (February 1 to June 30) and within 500 feet of a fan palm, juniper, or canary island pine. Should an active nest be identified, restrictions defined by a qualified Biologist will be placed on construction activities in the vicinity of any active nest observed until the nest is no longer active, as determined by a qualified Biologist. These restrictions may include a 300- to 500- foot buffer zone designated around a nest to allow construction to proceed while minimizing disturbance to the active nest. Once the nest is no longer active, construction can proceed within the buffer zone. MM 5.3-2 Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first, a letter detailing the proposed schedule for vegetation removal activities shall be submitted to the Planning Department, verifying that removal shall take place between August 1 and February 28 to avoid the bird nesting season. This would ensure that no active nests would be disturbed. If this is not feasible, then a qualified Biologist shall inspect any trees which would be impacted prior to demolition, grading or construction activities to ensure no nesting birds are present. If a nest is present, then appropriate minimization measures shall be developed by the Biologist. 5.5 CULTURAL RESOURCES 5.5.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, no designated historical resources exist within the ARSP area; however, implementation of mitigation providing evidence that any structures aged 45 years or older are not eligible for historical designation would preclude any impacts to unknown historical resources. Further, no resources are anticipated to be discovered in the ARSP area; however, implementation of mitigation would mitigate the potential for disturbing unidentified significant cultural resources. SEIR No. 340 concluded that there is no evidence of Native American human remains in the ARSP area and that adherence to Section 5097.98 of the California Public Resources Code and California Health and Section 7050.5 of the California Health and Safety Code would ensure that a significant impact would not occur. 5.5.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Cause a substantial adverse change in the significance of a historical resource as defined in §15064.5 of the CEQA Guidelines and/or identified on the Qualified Historic Structures list of the Anaheim Colony Historic District Preservation Plan (July 20, 1999)? b) Cause a substantial adverse change in the significance of an archaeological resource pursuant to §15064.5 of the CEQA Guidelines? c) Directly or indirectly destroy a unique paleontological resource or site or unique geologic feature? d) Disturb any human remains, including those interred outside of formal cemeteries? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-17 Environmental Analysis The proposed project would involve the expansion of an existing surface parking lot. The two areas proposed for expansion are vacant and undeveloped; no structures are located within the proposed expansion areas. Ground disturbance would be limited to the areas subject to prior disturbance associated with previous activities, including the installation of utility lines, historic agricultural uses, vegetation removal, and the construction of the surrounding land uses. Therefore, the same area would be subject to impacts and no new impacts related to cultural resources would occur. As noted in SEIR No. 340, there are no designated or eligible historical resources in the project area. Additionally, the project site is part of a highly urbanized area. As noted in SEIR No. 340, no archaeological or paleontological resources have been identified within or near the ARSP and no known unique geologic features are located within the ARSP. Consistent with the findings in SEIR No. 340, no resources are anticipated to be discovered in the ARSP area; however, implementation of MMs 5.4-1 and 5.4-2 from SEIR No. 340 would mitigate the potential for disturbing unidentified significant cultural resources As a result, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects related to cultural resources. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the cultural resources analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. MM 5.4-1 Prior to issuance of each grading permit, the property owner/developer shall submit a letter identifying the certified archaeologist that has been hired to ensure that the following actions are implemented: a. The archaeologist must be present at the pre-grading conference in order to establish procedures for temporarily halting or redirecting work to permit the sampling, identification, and evaluation of artifacts if potentially significant artifacts are uncovered. If artifacts are uncovered and determined to be significant, the archaeological observer shall determine appropriate actions in cooperation with the property owner/developer for exploration and/or salvage. b. Specimens that are collected prior to or during the grading process will be donated to an appropriate educational or research institution. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-18 Environmental Analysis c. Any archaeological work at the site shall be conducted under the direction of the certified archaeologist. If any artifacts are discovered during grading operations when the archaeological monitor is not present, grading shall be diverted around the area until the monitor can survey the area. d. A final report detailing the findings and disposition of the specimens shall be submitted to the City Engineer. Upon completion of the grading, the archaeologist shall notify the City as to when the final report will be submitted. MM 5.4-2 Prior to issuance of each grading permit, the property owner/developer shall submit a letter identifying the certified paleontologist that has been hired to ensure that the following actions are implemented: a. The paleontologist must be present at the pre-grading conference in order to establish procedures to temporarily halt or redirect work to permit the sampling, identification, and evaluation of fossils if potentially significant paleontological resources are uncovered. If artifacts are uncovered and found to be significant, the paleontological observer shall determine appropriate actions in cooperation with the property owner/developer for exploration and/or salvage. b. Specimens that are collected prior to or during the grading process will be donated to an appropriate educational or research institution. c. Any paleontological work at the site shall be conducted under the direction of the certified paleontologist. If any fossils are discovered during grading operations when the paleontological monitor is not present, grading shall be diverted around the area until the monitor can survey the area. 5.6 GEOLOGY 5.6.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 identified active and potentially active faults in the region that could result in seismic-related impacts to future development projects associated with the buildout of the ARSP. Seismic events along these faults have the potential to result in strong ground motion. SEIR No. 340 concluded that potential impacts related to seismic ground shaking would be reduced to less than significant levels with implementation of the identified mitigation measures; conformance with the applicable requirements listed in the Anaheim Municipal Code; and with conformance to the California Building Code. As noted in SEIR No. 340, the ARSP area is located in a relatively flat area with minimal potential for erosion impacts due to the high amount of urban development and low amount of bare ground. However, during demolition and construction activities when areas are exposed to erosion and loss of topsoil, adherence to the following would ensure that impacts would be less than significant: local and State codes and requirements for erosion control and grading; compliance with the National Pollutant Discharge Elimination System (NPDES) permit and the subsequent development of a Storm Water Pollution Prevention Plan Additionally, expansive soils are known to exist in the ARSP area; however, implementation of mitigation requiring adherence to measures requiring detailed foundation design and ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-19 Environmental Analysis preparation of a report to analyze foundation excavations would reduce potential impacts to less than significant levels. 5.6.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving: i) Rupture of a known earthquake fault, as delineated on the most recent Alquist- Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault? Refer to Division of Mines and Geology Special Publication 42? ii) Strong seismic ground shaking? iii) Seismic-related ground failure, including liquefaction? iv) Landslides? Seismic risk at the project site was comprehensively analyzed as part of the previous environmental documentation and nothing has changed related to local geologic conditions. Construction associated with the proposed project would occur in a manner consistent with City and State codes and applicable mitigation measures from SEIR No. 340. The proposed project would comply with applicable mitigation measures as detailed below; therefore, impacts related to exposure of people or structures to seismic-related hazards including fault rupture, seismic ground shaking, seismic-related ground failure, or landslides, would be the same for the proposed project. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Result in substantial soil erosion or the loss of topsoil? Due to the nature of the proposed project and the location of the site within a relatively flat and developed area, the proposed project is not anticipated to result in substantial erosion or loss of topsoil. Furthermore, construction activities would be performed pursuant to the current NPDES permit requirements as discussed in more detail in Section 5.10, Hydrology and Water Quality. SEIR No. 340 assumed development of the project site consistent with the uses defined in the ARSP. No additional ground disturbance beyond what was previously evaluated would occur. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. c) Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction or collapse? Consistent with the findings of SEIR No. 340, the ARSP area, including the project site, is not located on a geologic unit or soil that is unstable. As identified in Section 2.4.2 of SEIR No. 340, geologic hazard maps show that the project site is not within an area susceptible to landslides, liquefaction or other potentially unstable conditions. This impact is consistent with that identified in SEIR No. 340 related to ARSP buildout. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-20 Environmental Analysis d) Be located on expansive soil, as defined in Table 18-1-B of the Uniform Building Code (1994), creating substantial risks to life or property? As noted in SEIR No. 340, the ARSP area contains soils that range from having “low” to “high” expansion potential; therefore, the project site may be located within an area considered to have expansive soils. These soils may create substantial risks to life and property, resulting in a potentially significant impact. However, implementation of current codes and regulations identified in the Anaheim Municipal Code would ensure that potential impacts related to expansive soils would be less than significant. This impact is consistent with that identified in SEIR No. 340 related to buildout of the ARSP. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. e) Have soils incapable of adequately supporting the use of septic tanks or alternative wastewater disposal systems where sewers are not available for the disposal of wastewater? Consistent with the analysis in SEIR No. 340, the proposed project would not involve the use of septic tanks or alternative wastewater disposal systems. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the geology and soils analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.5-5 Ongoing during grading activities, the property owner/developer shall implement standard practices for all applicable codes and ordinances to prevent erosion to the satisfaction of the Planning and Building Department, Building Services Division. MM 5.5-6 Prior to issuance of building or grading permits, the property owner/developer shall submit to the Planning and Building Department, Building Services Division geologic and geotechnical investigations in areas of potential seismic or geologic ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-21 Environmental Analysis hazards and provide a note on plans that all grading operations will be conducted in conformance with the recommendations contained in the applicable geotechnical investigation. 5.7 GREENHOUSE GAS EMISSIONS 5.7.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 concluded that although the proposed project would not conflict with applicable regulations and policies adopted for the purpose of reducing greenhouse gas (GHG) emissions and although feasible mitigation measures would be incorporated into the proposed project, the magnitude of the increase in GHG emissions would remain cumulatively considerable and the impact to GHG emissions would be significant and unavoidable. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to these potential impacts. 5.7.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact on the environment? In developing methods for GHG impact analysis, there have been suggestions of quantitative thresholds (often referred to as screening levels) that define an emissions level below which it may be presumed that climate change impacts would be less than significant. Neither the SCAQMD nor the City of Anaheim has adopted a GHG emissions significance threshold for non-industrial development projects. Consequently, the City has determined, pursuant to the discretion afforded by Sections 15064.4(a) and 15064.4(b) of the State CEQA Guidelines, that the impact of the proposed project’s GHG emissions be assessed based on the methodologies proposed by SCAQMD’s GHG CEQA Significance Threshold Working Group. On December 5, 2008, the SCAQMD Governing Board adopted the staff proposal for a tiered threshold approach wherein Tier 1 determines if a project qualifies for an applicable CEQA exemption; Tier 2 determines consistency with GHG reduction plans; and Tier 3 proposes a numerical screening value as a threshold. At their September 28, 2010, meeting, the Working Group suggested a Tier 3 threshold of 3,000 metric tons of carbon dioxide equivalent (MTCO2e) per year for all non-industrial (i.e. residential or commercial) land use types.4 In the absence of adopted thresholds, the City has decided to assess the significance of the project’s GHG emissions using this SCAQMD proposed Tier 3 screening threshold (SCAQMD 2010). It is noted that the use of the Tier 3 threshold is selected for the proposed project because the project site is located in the South Coast Air Basin and these thresholds are based on the best available information and data at the time this document was prepared. The development of CEQA project-level thresholds is an ongoing effort on State and regional levels, and significance thresholds may differ for future projects based on new or additional data and information that may be available at that time. However, this analysis approach is consistent with that used for SEIR No. 340. 4 The SCAQMD recommended threshold for industrial development projects is 10,000 MTCO2e per year. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-22 Environmental Analysis Construction Construction GHG emissions are generated by vehicle engine exhaust from construction equipment, on-road hauling trucks, vendor trips, and worker commuting trips. Construction GHG emissions were calculated by using CalEEMod. The model and construction assumptions are described in Section 5.3, Air Quality, and are included in Appendix A. The estimated construction GHG emissions for the proposed project are shown in Table 5-4. Because impacts from construction activities occur over a relatively short period of time, they contribute a small portion of the overall lifetime project GHG emissions. In addition, GHG emission reduction measures for construction equipment are relatively limited. Therefore, the SCAQMD recommends that construction emissions be amortized over a 30-year project lifetime so that GHG reduction measures address construction GHG emissions as part of the operational GHG reduction strategies (SCAQMD 2008). As shown in Table 5-4, the 30-year amortized construction emissions would be 4 MTCO2e per year. TABLE 5-4 ESTIMATED GHG EMISSIONS FROM CONSTRUCTION Year Emissions MTCO2e 2014 109 Annual Emissions* 4 MTCO2e: metric tons of carbon dioxide equivalent * Total amortized over 30 years See Appendix A for CalEEMod model outputs. As discussed previously, SEIR No. 340 assumed development of the proposed project site with up to 3,349 hotel rooms, which would be a substantially larger construction effort than the proposed parking lot expansion. Therefore, construction GHG emissions would be less than previously analyzed in EIR No. 340. Operations Operational GHG emissions would result from vehicle trips, the electrical energy used for additional lighting, and the use of landscape maintenance equipment. The proposed project would add 612 parking spaces to the Toy Story Parking Lot. For purposes of this GHG emissions analysis, it was conservatively assumed that the additional spaces would generate new trips to Disneyland. Trip generation would be 2 trips per space per day, equaling 1,224 trips per day (Gibson 2014). Estimated GHG emissions were calculated with CalEEMod to be 3,807 MTCO2e per year, as shown in Table 5-5. When the amortized construction emissions from Table 5-4 are combined with the operational emissions from Table 5-5, the total proposed project GHG emissions are estimated at 3,811 MTCO2e per year. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-23 Environmental Analysis TABLE 5-5 ESTIMATED OPERATIONAL GHG EMISSIONS Source Emissions MTCO2e/year Area – Landscape equipment <0.5 Energy 157 Vehicle trips 3,643 Water 7 Total 3,807 MTCO2e: metric tons of carbon dioxide equivalent See Appendix A for CalEEMod model outputs. As discussed above, SEIR No. 340 for the Anaheim Resort Specific Plan assumed that the Toy Story Parking Lot would be developed with up to 3,349 hotel rooms. The hotel rooms would generate an estimated 27,362 daily trips, which is discussed in detail in Section 5.15, Transportation/Traffic (Gibson 2014). With implementation of the proposed expansion, the total Toy Story Parking Lot capacity would be 4,925 spaces, and trip generation for the parking lot is estimated at 9,850 daily trips. Therefore, vehicle GHG emissions for the Toy Story Parking Lot would be less than for the previously evaluated hotel rooms. Similarly, GHG emissions from energy use, water use, and landscape maintenance would be greater for the hotel rooms than for the parking lot. Therefore, total GHG emissions for the proposed parking lot would be less than the previously evaluated hotel rooms and no new GHG emissions would result. Therefore, no new impacts would occur and the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Conflict with an applicable plan, policy or regulation adopted for the purpose of reducing the emissions of greenhouse gases? There are numerous State plans, policies and regulations adopted for the purpose of reducing GHG emissions. The principal overall State plan and policy is Assembly Bill (AB) 32, the California Global Warming Solutions Act of 2006. The quantitative goal of AB 32 is to reduce GHG emissions to 1990 levels by 2020. Statewide plans and regulations such as GHG emissions standards for vehicles (AB 1493), the Low Carbon Fuel Standard, and regulations requiring an increasing fraction of electricity to be generated from renewable sources are being implemented at the statewide level; as such, compliance at the project level is not addressed. Therefore, the proposed project does not conflict with those plans and regulations. Implementation of the mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C for the proposed project, as described in the mitigation section below, would provide GHG emission reductions through reduced vehicle miles traveled, reduced water use, and improved energy efficiency. Thus, the proposed project is consistent with AB 32, and it can be concluded that the proposed project would not conflict with an applicable plan, policy, or regulation of State, regional, or local agencies. This impact would be less than significant. This impact identified for the proposed project would be consistent with what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-24 Environmental Analysis severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the greenhouse gas emissions analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.2-4 Prior to issuance of each grading permit (for Import/Export Plan) and prior to issuance of demolition permit (for Demolition Plan), the property owner/developer shall submit Demolition and Import/Export plans. The plans shall include identification of offsite locations for materials export from the project and options for disposal of excess material. These options may include recycling of materials onsite, sale to a soil broker or contractor, sale to a project in the vicinity or transport to an environmentally cleared landfill, with attempts made to move it within Orange County. The property owner/developer shall offer recyclable building materials, such as asphalt or concrete for sale or removal by private firms or public agencies for use in construction of other projects, if not all can be reused on project site. MM 5.2-6 Prior to the issuance of each building final building and zoning inspection, the property owner/developer shall implement, and demonstrate to the City, measures that are being taken to reduce operation-related air quality impacts. These measures may include, but are not limited to the following: a. Improve thermal integrity of structures and reduced thermal load through use of automated time clocks or occupant sensors. b. Incorporate efficient heating and other appliances. c. Incorporate energy conservation measures in site orientation and in building design, such as appropriate passive solar design. d. Use drought-resistant landscaping wherever feasible to reduce energy used in pumping and transporting water. e. To the extent feasible, provide daycare opportunities for employees or participate in a joint development daycare center. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-25 Environmental Analysis f. Install facilities for electric vehicle recharging, unless it is demonstrated that the technology for these facilities or availability of the equipment current at the time makes this installation infeasible. MM 5.8-5 Prior to final building and zoning inspection, the property owner/developer shall install piping on-site with project water mains so that reclaimed water may be used for landscape irrigation, if and when it becomes available. MM 5.15-1 Prior to issuance of each building grading permit (to be implemented prior to final building and zoning inspections, and continuing on an on-going basis during project operation), the property owner/ developer shall submit to the Public Utilities Department plans for review and approval which shall ensure that water conservation measures are incorporated. The water conservation measures to be shown on the plans and implemented by the property owner/developer, to the extent applicable include, but are not limited to, the following: a. Use of low-flow sprinkler heads in irrigation systems. b. Use of waterway recirculation systems. c. Low-flow fittings, fixtures, and equipment, including low flush toilets and urinals. d. Use of self-closing valves on drinking valves. e. Use of efficient irrigation systems such as drip irrigation and automatic systems which use moisture sensors. f. Use of low-flow shower heads in hotels. g. Water efficient ice-machines, dishwashers, clothes washers and other water- using appliances. h. Use of irrigation systems primarily at night when evaporation rates are lowest. i. Provide information to the public in conspicuous places regarding water conservation. j. Use of water conserving landscape plant materials wherever feasible. MM 5.15-4 Prior to the issuance of each building permit approval of the final site plan, the property owner/developer shall submit a landscape and irrigation plan which shall be prepared and certified by a licensed landscape architect. The irrigation plan shall specify methods for monitoring the irrigation system. The system shall ensure that irrigation rates do not exceed the infiltration of local soils, that the application of fertilizers and pesticides do not exceed appropriate levels of frequencies, and that surface runoff and overwatering is minimized. The landscaping and irrigation plans shall include water-conserving features such as low flow irrigation heads, automatic irrigation scheduling equipment, flow sensing controls, rain sensors, soil moisture sensors, and other water-conserving equipment. The landscaping and irrigation plans shall indicate that separate irrigation lines for recycled water shall be constructed and recycled water will be used when it becomes available. All irrigation systems shall be designed so that they will function properly with recycled water. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-26 Environmental Analysis MM 5.17-4 Prior to approval of a Final Site Plan, the property owner/developer shall coordinate with the Public Utilities Department to incorporate feasible renewable energy generation measures into the project. These measures may include but not be limited to use of solar and small wind turbine sources on new and existing facilities and the use of solar powered lighting in parking areas. MM 5.19-5 Prior to issuance of each grading and building permit, the Property Owner/Developer shall submit to the Planning Director or Planning Services Manager for approval a Construction Waste Management Plan that, at a minimum, specifies that at least 75 percent of non-hazardous construction and demolition debris shall be recycled or salvaged and identifies the materials to be diverted from disposal and whether the materials will be sorted on site or co- mingled. 5.8 HAZARDS AND HAZARDOUS MATERIALS 5.8.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, buildout of the ARSP would have the potential to disturb lead-based paints (LBP) and asbestos-containing materials (ACM) depending on the age of existing structures in the ARSP area. Additionally, given the presence of underground storage tanks, including ones which have been identified as having leaked, buildout of the ARSP would have the potential to disturb hazardous materials. With implementation of mitigation, including compliance with the State of California Hazardous Substances Control Law, potential impacts related to hazardous material on or near the ARSP area would be reduced to less than significant levels. 5.8.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Create a significant hazard to the public or the environment through the routine transport, use, or disposal of hazardous materials? b) Create a significant hazard to the public or the environment through reasonably foreseeable upset and accident conditions involving the release of hazardous materials into the environment? Although there are no existing or proposed industrial uses onsite requiring regular transport, use, and disposal of hazardous materials, there is expected to be incidental use of materials categorized as “hazardous” during construction activities associated with the project. These materials include paints, solvents, certain cleaners and other corrosive materials. Those that use these materials are required to comply with all regulations governing their use. All future construction of the proposed project would comply with all applicable federal, State, and local laws and regulations regarding hazardous waste, including the Hazardous Materials Transportation Act, the Resource Conservation and Recovery Act, the California Hazardous Waste Control Act, and the California Accidental Release Prevention Program. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-27 Environmental Analysis c) Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within one-quarter mile of an existing or proposed school? The project site is located within ¼ mile of an existing school; specifically, the nearest school is Ponderosa Elementary School, which is located southeast of the project site. However, as noted above, the proposed project would not involve the storage, handling or transport of hazardous materials beyond those associated with typical construction activities. The handling and transport of these materials would be conducted in compliance with all applicable federal, State, and local laws and regulations regarding hazardous waste. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. d) Be located on a site which is included on a list of hazardous materials sites compiled pursuant to Government Code Section 65962.5 and, as a result, would it create a significant hazard to the public or the environment? An EDR Radius Map Report with Geocheck® was prepared for the project site by Environmental Data Resources, Inc. (EDR 2014). Search parameters for this report were based on a one-mile radius of the project site and consisted of a search of federal, State, local, tribal, and other databases. The complete list of databases and additional information regarding the project site can be found in Appendix B. Based on a review of the EDR report, the project site is listed on multiple databases including the Facility Index System/Facility Registry System (FINDS); the Resource Conservation and Recovery Act (RCRA) Non Generators/No Longer Regulated (NonGen/NLR) list; Facility and Manifest Data (HAZNET); the Hazardous Substance Storage Container Database which contains a historical listing of underground storage tanks (HIST UST); and a list of industrial site cleanups (Orange Co. Industrial Site). These listings are reported under the Disneyland Resort and Fujishige Farms located at 1854 South Harbor Boulevard, which is considered to be part of the proposed project site. The project site is also listed as the Disneyland Resort (Remote Site) located at 1900 S. Harbor Boulevard, which is the official address for the project site, and is listed within the RCRA large quantity generator (LQG) database, which includes LQGs generating over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month. Each of the identified site listings are either closed (in the case of the historic underground storage tanks), have no reported violations, or are reports of historic agricultural activities; none of these sites pose a hazard to the project. Additionally, due to the largely developed nature of the project area and its relatively flat topography, no hazardous materials site listings located outside the project site boundaries (which are detailed in Appendix B) pose a hazard to the project site. Further, implementation of applicable mitigation measures from SEIR No. 340 listed below would ensure that any unforeseen impacts related to hazardous materials would be less than significant. No new impacts related to hazardous materials sites are anticipated and no additional mitigation is required. e) For a project located within an airport land use plan (Los Alamitos Armed Forces Reserve Center or Fullerton Municipal Airport), would the project result in a safety hazard for people residing or working in the project area? f) For a project within the vicinity of a private airstrip, heliport or helistop, would the project result in a safety hazard for people residing or working in the project area? The project site is not within an adopted Airport Land Use Plan or located in the vicinity of a private airstrip, heliport, or helistop. No new impacts are anticipated. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-28 Environmental Analysis g) Impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? According to the City of Anaheim General Plan’s Safety Element (May 2004), the City has an emergency preparedness plan that complies with State law and that interfaces with other cities and counties in Southern California. Project implementation would neither impair implementation of, nor would it interfere with an emergency response plan or emergency evacuation plan because there would be no changes to local roadways or the circulation network; no significant increased density would occur at the site beyond what was evaluated as part of SEIR No. 340. Additionally, with implementation of mitigation measures identified in Section 5.16, Transportation/Traffic, of this Addendum, traffic associated with the proposed project would not create roadway segment or intersection deficiencies that would affect an emergency response or evacuation plan. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. h) Expose people or structures to a significant risk of loss, injury or death involving wildland fires, including where wildlands are adjacent to urbanized areas or where residences are intermixed with wildlands? The project site is located within an urban area surrounded by development and would not be subject to wildland fire risks. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the hazards and hazardous materials analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.7-4 Prior to issuance of the first grading or demolition permit, whichever occurs first, the property owner/developer shall submit a plan for review and approval of the Fire Department which details procedures that will be taken if previously unknown USTs, or other unknown hazardous material or waste, is discovered onsite. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-29 Environmental Analysis MM 5.7-6 Ongoing during project demolition and construction, in the event that hazardous waste, including asbestos, is discovered during site preparation or construction, the property owner/developer shall ensure that the identified hazardous waste and/or hazardous material are handled and disposed of in the manner specified by the State of California Hazardous Substances Control Law (Health and Safety Code, Division 20, Chapter 6.5), and according to the requirements of the California Administrative Code, Title 30, Chapter 22. 5.9 HYDROLOGY AND WATER QUALITY 5.9.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, implementation of the ARSP project would result in short-term construction-related and long-term operational water quality impacts. However, implementation of mitigation measures and compliance with the standard requirements reduces these impacts to a level considered less than significant. Although direct impacts to the underlying groundwater resources would not occur, indirect impacts associated with the anticipated increase in long-term demand for domestic water, landscape irrigation, and maintenance activities would be significant. Implementation of the proposed mitigation would reduce demand for groundwater resources, and potential impacts would be mitigated to less than significant levels. As identified in SEIR No. 340, implementation of the ARSP project would result in site-specific changes to drainage patterns on development sites, but would not adversely impact regional hydrology or drainage flows in the surrounding area. It was found that potential increases in impervious surfaces could increase runoff rates and volumes, while reducing potential for soil erosion. Additionally, the ARSP project has the potential to increase runoff volumes and rates to exacerbate existing deficiencies, potentially leading to localized street flooding. However, implementation of the mitigation measures and compliance with standard requirements would reduce impacts to less than significant levels. 5.9.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Violate any water quality standards or waste discharge requirements? f) Otherwise substantially degrade water quality? k) Substantially degrade water quality by contributing pollutants from areas of material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, hazardous materials handling, or storage, delivery areas, loading docks or other outdoor work areas? l) Substantially degrade water quality by discharge which affects the beneficial uses swimming, fishing, etc.) of the receiving or waters? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-30 Environmental Analysis Construction-Related Impacts Storm water runoff from the project site could contain pollutants such as soils and sediments that are released during grading and excavation activities and petroleum-related pollutants due to spills or leaks from heavy equipment and machinery. Other common pollutants that can result from construction activities include solid or liquid chemical spills; concrete and related cutting or curing residues; wastes from paints, stains, sealants, solvents, detergents, glues, acids, lime, and cleaning agents; and heavy metals from equipment. The proposed project would involve construction activities that disturb one acre or more of land and would be required to obtain a National Pollutant Discharge Elimination System (NPDES) permit from the State Water Resources Control Board Division of Water Quality. A Storm Water Pollution Prevention Plan is required for a project to be covered under the NPDES General Construction permit and must include best management practices (BMPs) to reduce water quality impacts. These BMPs include various measures to control on-site erosion; to reduce sediment flows into the storm water; to control wind erosion; to reduce tracking of soil and debris into adjacent roadways and off-site areas; and to manage wastes, materials, wastewater, liquids, hazardous materials, stockpiles, equipment, and other site conditions in order to prevent pollutants from entering the storm drain system. Inspections, reporting, and storm water sampling and analysis are also required to ensure that visible and non-visible pollutants are not discharged off site. Consistent with the analysis presented in SEIR No. 340, implementation of proposed mitigation and compliance with the standard requirements would minimize construction impacts from future developments in the ARSP area through implementation of BMPs that would reduce construction-related pollutants. This would ensure that any impacts to waters resulting from construction activities associated with the project site would be less than significant. In addition to the requirements of the NPDES General Construction Permit, the Uniform Building Code and grading permit requirements include elements that also require reduction of erosion and sedimentation impacts during construction. Full compliance with applicable federal, State, and local regulations, including implementation of the proposed mitigation, would reduce water quality impacts associated with construction to a less than significant level. No new significant impacts would occur. Operational Impacts In compliance with standard requirements, including the NPDES Permit (No. CA618030), a Preliminary Water Quality Management Plan (WQMP) has been prepared for the proposed project to address post-development water quality and is included as Appendix C. According to the WQMP, pollutants of concern for the proposed project include suspended solids/sediments; nutrients; heavy metals; pathogens; pesticides; oil and grease; toxic organic compounds; and trash and debris (Hall 2014a). According to the WQMP, the proposed expansion areas would drain to the existing detention basin located at the southeast corner of the site. As detailed in Section 4.0, Project Description, new bioswales or biotreatment units would be installed to pre- treat runoff from the expansion areas prior to discharging into the detention basin, as shown on Exhibit 5, Hydrology and Drainage Map. In addition, the following non-structural and structural source control BMPs would be included as part of the project: ---PAGE BREAK--- 400 200 0 400 Feet Source: Walt Disney Imagineering 2014 (09/16/2014 JAZ) R:\Projects\ANA_Anaheim\J0088\Graphics\ex5_HydrologyAndDrainage.pdf D:\Projects\Anaheim\J0088\Graphics\ex_HydrologyAndDrainage.ai Toy Story Parking Lot Expansion Project Hydrology and Drainage Map Exhibit 5 ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-31 Environmental Analysis Non-Structural Source-Control BMPs Structural Source-Control BMPs  Education for Property Owners, Tenants, and Occupants  Provide storm drain system stenciling and signage  Common Area Landscape Management  Use efficient irrigation systems and landscape design, water conservation, smart controllers, and source control  BMP Maintenance  Hazardous Materials Disclosure Compliance  Uniform Fire Code Implementation  Common Area Litter Control  Employee Training  Common Area Catch Basin Inspection  Street Sweeping Private Streets and Parking Lots Compliance with NPDES permit requirements and implementation of all identified BMPs would ensure that impacts related to water quality would be less than significant. As a result, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects related to water quality. b) Substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level the production rate of pre- existing nearby wells would drop to a level which would not support existing land uses or planned uses for which permits have been granted)? c) Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or off-site? d) Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site? e) Create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-32 Environmental Analysis The proposed expansion areas are within a largely urbanized area and would have similar impacts to groundwater and surface hydrology, as assumed in SEIR No. 340. In compliance with standard requirements, a WQMP was prepared for the proposed project by Barbara Hall, P.E., Inc. and included as Appendix C (Hall 2014b). According to the WQMP, expansion of the proposed Toy Story Parking Lot would increase the amount of impervious surface from 53 percent in pre-project conditions to 64 percent following proposed project implementation (Hall 2014a). According to the Preliminary Drainage Report prepared for the proposed project by Barbara Hall, P.E., Inc., and included as Appendix D, the proposed project would increase the amount of storm water runoff for the 10-, 25-, and 100-year storm conditions primarily due to the increase in impermeable surface area. As shown on Exhibit 5, Hydrology and Drainage Map, the Toy Story Parking Lot site is divided into multiple drainage areas and the proposed expansion areas are located within drainage areas F, G, and H. For drainage areas F, G, and H, pre-development runoff was calculated to be 32.23 cubic feet per second (cfs) and the post-development runoff was calculated to be 47.93 cfs under 100-year storm event conditions. This represents an increase in storm water runoff of 15.61 cfs, or approximately 48 percent. Under existing conditions, the Toy Story Parking Lot drains in two directions. Approximately 80 percent of the Toy Story Parking Lot drains to the existing 29.1 acre-feet detention basin located in the southeast portion of the site. Storm runoff is channeled through “v-shaped” bioswales that are designed to accommodate both the first flush and the larger 100-year storm event. The treated runoff is then discharged to the detention basin. The remaining 20 percent consists of permeable paved parking area, which drains westerly into an existing infiltration basin parallel to Harbor Boulevard. Under existing conditions, the entire area of the Toy Story Parking Lot requires 12.40 acre-feet of storage. Future storm runoff associated with the proposed expansion areas would be similarly directed to the existing detention basin. As discussed previously in Section 4.0, Project Description, a curb and gutter system would be installed in the expansion areas and new bioswales or Filterra biotreatment units would be installed to pre-treat runoff from the expansion areas prior to discharge into the detention basin. According to the Preliminary Drainage Report, drainage areas F, G and H require a combined 5.87 acre-feet of storage under existing conditions. With development of the proposed expansion areas, the estimated storage volume required for drainage areas F, G, and H would be 9.5 acre-feet, which means that the proposed project would incrementally increase the required storage by 3.63 acre-feet. When added to the existing storage requirement for the Toy Story Parking Lot, development of the proposed expansion areas would result in a total storage requirement of 16.03 acre-feet for the Toy Story Parking Lot, which represents approximately 55 percent of the detention basin’s capacity. Based on this information, the increased volume will be added in storage, and will not be added to the outflow. An existing 24-inch pipe is a restricted flow based outlet; therefore, outflow volumes would be controlled through the detention basin and no additional flow beyond existing conditions would be allowed out of the basin. Therefore, the existing detention basin would adequately accommodate the proposed project. Additionally, according to the WQMP, the existing detention basin is of sufficient capacity to store and infiltrate the full daily capture volume of 14,731 cubic feet (cf). From the detention basin, an existing 24-inch reinforced concrete pipe (RCP) conveys measured overflow storm water to a 48-inch RCP that extends down Clementine Street and connects to the municipal separate storm sewer system (MS4) in Orangewood Avenue and then to Harbor Boulevard. This overflow would continue to occur only when the runoff exceeds the capacity of the detention basin. As discussed above, this condition is not anticipated because the detention basin is sized based on the 100-year storm event. Therefore, no improvements to the storm drain system would be required and no impacts to the existing storm drain system would occur. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-33 Environmental Analysis Therefore, the proposed project would not substantially alter the existing drainage pattern of the project site, nor would storm runoff exceed the capacity of the local or regional storm drain systems. As a result, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects related to groundwater, drainage, or storm drain capacity. g) Place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map? h) Place within a 100-year flood hazard area structures which would impede or redirect flood flows? i) Expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam? Consistent with the analysis in SEIR No. 340, the project site is located within the 100-Year (with flooding below 1 foot) to 500-Year Flood Zone and within the general limits of the flood impact zones associated with Prado Dam failure. Implementation of the proposed project may potentially expose more people to potential flooding. However, all construction activities would comply with local, State, and federal regulations, including Cobey-Alquist Floodplain Management Act requirements and the State of California Model Ordinance as set forth in the City of Anaheim General Plan. This would ensure that significant impacts would not occur. Therefore, because the project site is in the same location as previously analyzed in SEIR No. 340, a new significant impact or a substantial increase in the severity of previously identified effects would not be created in relation to the 100-year flood hazard area from the proposed project. j) Inundation by seiche or mudflow? Consistent with the analysis in SEIR No. 340, the project site is not located near any large, enclosed bodies of water that would cause a seiche. Additionally, the project site is in a generally flat area that experiences such a slight change in elevation that it would not be subject to mudflows. As a result, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the hydrology and water quality analysis provided in SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-34 Environmental Analysis Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.8-1 Prior to issuance of the first grading or building permit, whichever occurs first, the property owner/developer shall submit a Master Drainage and Runoff Management Plan for review and approval by the Public Works Department, Development Services Division and Orange County (OC) Public Works/OC Engineering. The Master Plan shall include, but not be limited to, the following items: a. Backbone storm drain layout and pipe size, including supporting hydrology and hydraulic calculations for storms up to and including the 100-year storm; and, b. A delineation of the improvements to be implemented for control of project- generated drainage and runoff. MM 5.8-2 Prior to issuance of a grading permit for sites that disturb more than one acre of soil, the property owner/developer shall obtain coverage under the NPDES Statewide Industrial Stormwater Permit for General Construction Activities from the State Water Resources Control Board. Evidence of attainment shall be submitted to the Planning and Building Department, Building Services Division. MM 5.8-3 Ongoing during project operations, the property owner/developer shall provide for the following: cleaning of all paved areas not maintained by the City of Anaheim on a basis, including, but not limited to, private streets and parking lots. The use of water to clean streets, paved areas, parking lots, and other areas and flushing the debris and sediment down the storm drains shall be prohibited. MM 5.8-4 Prior to each final building and zoning inspection, the property owner/developer shall submit a letter from a licensed landscape architect to the City certifying that the landscape installation and irrigation systems have been installed as specified in the approved landscaping and irrigation plans. MM 5.8-5 Prior to final building and zoning inspection, the property owner/developer shall install piping on-site with project water mains so that reclaimed water may be used for landscape irrigation, if and when it becomes available. MM 5.8-6 Prior to issuance of building grading permits, the property owner/developer shall provide written evidence that all storm drain, sewer, and street improvement plans shall be designed and constructed to the satisfaction of the City Engineer. MM 5.15-1 Prior to issuance of each building grading permit (to be implemented prior to final building and zoning inspections, and continuing on an on-going basis during project operation), the property owner/ developer shall submit to the Public Utilities Department plans for review and approval which shall ensure that water conservation measures are incorporated. The water conservation measures to be shown on the plans and implemented by the property owner/developer, to the extent applicable include, but are not limited to, the following: ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-35 Environmental Analysis a. Use of low-flow sprinkler heads in irrigation systems. b. Use of waterway recirculation systems. c. Low-flow fittings, fixtures, and equipment, including low flush toilets and urinals. d. Use of self-closing valves on drinking valves. e. Use of efficient irrigation systems such as drip irrigation and automatic systems which use moisture sensors. f. Use of low-flow shower heads in hotels. g. Water efficient ice-machines, dishwashers, clothes washers and other water- using appliances. h. Use of irrigation systems primarily at night when evaporation rates are lowest. i. Provide information to the public in conspicuous places regarding water conservation. j. Use of water conserving landscape plant materials wherever feasible. MM 5.15-2 Prior to issuance of each building grading permit, all water supply planning for the project will be closely coordinated with, and be subject to the review and final approval of, the Public Utilities Department, Water Engineering Division and Fire Department. MM 5.15-4 Prior to the issuance of each building permit approval of the final site plan, the property owner/developer shall submit a landscape and irrigation plan which shall be prepared and certified by a licensed landscape architect. The irrigation plan shall specify methods for monitoring the irrigation system. The system shall ensure that irrigation rates do not exceed the infiltration of local soils, that the application of fertilizers and pesticides do not exceed appropriate levels of frequencies, and that surface runoff and overwatering is minimized. The landscaping and irrigation plans shall include water-conserving features such as low flow irrigation heads, automatic irrigation scheduling equipment, flow sensing controls, rain sensors, soil moisture sensors, and other water-conserving equipment. The landscaping and irrigation plans shall indicate that separate irrigation lines for recycled water shall be constructed and recycled water will be used when it becomes available. All irrigation systems shall be designed so that they will function properly with recycled water. MM 5.15-8 Prior to the issuance of the first building permit or grading permit, whichever occurs first, the property owner/developer shall comply with Rule 15E of the Public Utilities Department Water Rates, Rules, and Regulations. Rule 15E shall be amended to include: a. Construction of a new well with a minimum 1,500 GPM capacity to serve The Anaheim Resort Area (tentative location near Ponderosa Park and Orangewood Avenue); and b. Construction of a new 16-inch water main along Harbor Boulevard from Orangewood to Chapman Avenue. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-36 Environmental Analysis 5.10 LAND USE 5.10.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 concluded that the build out of ARSP would be consistent with the respective goals and policies of local and regional regulatory and planning documents. Specifically, the ARSP build out was found to be consistent with and supportive of the three key principles set forth in the 2012–2035 Regional Transportation Plan/Sustainable Communities Strategy: mobility, economy, and sustainability. Additionally, SEIR No. 340 provided a consistency analysis with all relevant goals and policies identified in the City of Anaheim General Plan. 5.10.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Physically divide an established community? The proposed project involves expansion of the Toy Story Parking Lot. As described in Section 4.0, Project Description, a portion of the proposed project site is currently developed as the Toy Story Parking Lot. The southern and eastern portions of the project site are currently vacant and undeveloped and the southeast corner serves as a stormwater detention basin. Surrounding land uses include the Red Lion Hotel and the KCML to the north; multi-family residences to the east and south; and Harbor Boulevard to the west. All of these uses function independently of one another and would be not impacted by implementation of the proposed project. Therefore, the proposed project would not physically divide an established community. The impacts identified for the proposed project would be less than what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project (including, but not limited to the general plan, specific plan or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect? As detailed in Section 4.0, Project Description, the proposed project would expand the existing Toy Story Parking Lot, which is a conditionally permitted use under the zoning for the project site. As indicated in Table 116-C: Primary Uses and Structures: C-R District (Development Area 1) of Section 18.116.070 of the Anaheim Municipal Code, “Automotive-Public Parking” and “Uses or activities not specifically listed or prohibited…[if] consistent and compatible with the intended purpose of the Specific Plan” are discretionary uses that are permitted subject to the approval of a conditional use permit. As indicated in Section 18.116.010 of the Anaheim Municipal Code, the intent of the Anaheim Resort Specific Plan is “to recognize the uniqueness of The Anaheim Resort as a family-oriented tourist destination” and “to aid in the attraction of tourists and other visitors important to the economy of the city”. The Toy Story Parking Lot expansion would directly support the Disneyland Resort which is a central, family-oriented entertainment venue for tourists and visitors to the Disneyland Resort, and a significant, positive contributor to the City’s economy. Additionally, an Administrative Adjustment (No. ADJ2014- 00361) per Section 18.62.040.050 of the Anaheim Municipal Code is being requested to allow for a 16-foot wall along the southern and eastern property lines. As discussed throughout this document, the proposed wall would reduce potential incompatibilities between the proposed parking lot expansion areas and residential uses to the east and south. Upon approval of the ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-37 Environmental Analysis conditional use permit and continued conformance with the conditions of the permit and approval of the administrative adjustment, no conflicts with applicable land use plans, policies, or regulations would occur; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. c) Conflict with any applicable habitat conservation plan or natural community conservation plan? Consistent with the finding identified in Section 2.4.2 of SEIR No. 340, the project site is not located within or near any designated habitat conservation plans or natural community conservation plans; therefore, implementation of the proposed project would not conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or State habitat conservation plan. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the land use and planning analysis provided in SEIR No. 340. Mitigation No mitigation measures are required. 5.11 MINERAL RESOURCES 5.11.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, the ARSP area is not located in an area designated as a Mineral Resource Zone (MRZ) or Regionally Significant Aggregate Resources Area. Because no additional excavation beyond what was previously evaluated would occur, the proposed project would not result in the loss of any mineral resource. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-38 Environmental Analysis 5.11.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Result in the loss of availability of a known mineral resource that would be of value to the region and the residents of the state? b) Result in the loss of availability of a locally-important mineral resource recovery site delineated on a local general plan, specific plan or other land use plan? Consistent with SEIR No. 340, the project site is not located in an area designated as a Mineral Resource Zone (MRZ) or Regionally Significant Aggregate Resources Area. Additionally, the project site is within a fully developed and urbanized area that has been subject to substantial grading and excavation activities associated with existing development on and surrounding the project site. Therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the mineral resources analysis provided in SEIR No. 340. Mitigation No mitigation measures are required. 5.12 NOISE This section analyzes potential noise and vibration impacts associated with implementation of the proposed project. This section provides background information on noise and community noise assessment criteria; presents existing noise levels in the project area; and examines noise and vibration impacts that could potentially occur during construction and operation with implementation of the proposed project. Data and analysis in this section are taken from Revised Acoustical Analysis, Buzz/Pongo Parking Lot Expansion, Disneyland Resort, City of Anaheim (Christopher Jean 2014). This report is included in this Addendum as Appendix E. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-39 Environmental Analysis 5.12.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 determined that construction activities associated with the ARSP have the potential to significantly impact noise-sensitive receptors. Adherence to the standard requirements and implementation of the recommended mitigation measures would reduce potential impacts; however, these impacts may remain significant and unavoidable. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to these potential short-term, construction-related deficiencies. Construction in the ARSP area would have the potential to cause vibration levels that would be noticeable for short periods. With implementation of recommended mitigation measures, vibration impacts during construction would be less than significant. Development associated with the ARSP would create long-term land use compatibility issues related to noise and would expose receptors to noise levels in excess of established standards, thereby resulting in potentially significant impacts. However, it was determined that adherence to the standard requirements and implementation of the recommended mitigation measures would reduce long-term, operational impacts to less than significant levels. 5.12.2 PROJECT ENVIRONMENTAL REVIEW Noise and Vibration Definitions Noise “Sound” is a vibratory disturbance created by a moving or vibrating source and is capable of being detected. “Noise” is defined as sound that is loud, unpleasant, unexpected, or undesired. The effects of noise on people can include general annoyance, interference with speech communication, sleep disturbance and, in the extreme, hearing impairment (Caltrans 1998). Decibels and Frequency In its most basic form, a continuous sound can be described by its frequency or wavelength (pitch) and its amplitude (loudness). Frequency is expressed in cycles per second, or hertz (Hz). Frequencies are heard as the pitch or tone of sound. High-pitched sounds produce high frequencies; low-pitched sounds produce low frequencies. Sound pressure levels are described in units called the decibel (dB). Decibels are measured on a logarithmic scale that quantifies sound intensity in a manner similar to the Richter scale used for earthquake magnitudes. Thus, a doubling of the energy of a noise source, such as doubling of traffic volume, would increase the noise level by 3 dB. Perception of Noise A typical noise environment consists of a base of steady “background” noise that is the sum of many distant and indistinguishable noise sources. Superimposed on this background noise is the sound from individual local sources. The local sources can vary from an occasional aircraft or train passing by, intermittent periods of sound (such as amplified music), or virtually continuous noise such as traffic on a major highway. The human ear is not equally sensitive to all frequencies in the sound spectrum. To accommodate this phenomenon, the A-scale, which approximates the frequency response of ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-40 Environmental Analysis the average healthy ear when listening to most ordinary everyday sounds, was devised. When people make relative judgments of the loudness or annoyance of a sound, their judgments correlate well with the A-scale sound levels of those sounds. Therefore, the “A-weighted” noise scale is used for measurements and standards involving the human perception of noise. Noise levels using A-weighted measurements are abbreviated dB(A) or dBA. Human perception of noise has no simple correlation with acoustical energy. Due to subjective thresholds of tolerance, the annoyance of a given noise source is perceived very differently from person to person. The most common sounds vary between 40 dBA (very quiet) to 100 dBA (very loud). Normal conversation at 3 feet is approximately 60 dBA, while loud jet engine noises equate to 110 dBA, which can cause serious discomfort. Two noise sources do not “sound twice as loud” as one source. As stated above, a doubling of noise sources results in a noise level increase of 3 dBA. It is widely accepted that the average healthy ear can barely perceive changes of a 3 dBA increase or decrease; a change of 5 dBA is readily perceptible; and an increase (decrease) of 10 dBA sounds twice (half) as loud (Caltrans 2009). In community situations, noise exposure and changes in noise levels occur over a number of years, unlike the immediate comparison made in a field study situation. The generally accepted level at which changes in community noise levels become “barely perceptible” typically occurs at values of greater than 3 dBA. Noise Descriptors Several rating scales (or noise “metrics”) exist to analyze effects of noise on a community. These scales include the equivalent noise level (Leq), the community noise equivalent level (CNEL), and the day-night average sound level (DNL or Ldn). Average noise levels over a period of minutes or hours are usually expressed as dBA Leq, which is the equivalent noise level for that period of time. The period of time averaging may be specified; Leq(3) would be a 3-hour average. When no period is specified, a one-hour average is assumed. Noise of short duration substantially less than the averaging period) is averaged into ambient noise during the period of interest. Thus, a loud noise lasting several seconds or a few minutes may have minimal effect on the measured sound level averaged over a one-hour period. To evaluate community noise impacts, Ldn was developed to account for human sensitivity to nighttime noise. Ldn represents the 24-hour average sound level with a penalty for noise occurring at night. The Ldn computation divides the 24-hour day into 2 periods: daytime (7:00 AM to 10:00 PM) and nighttime (10:00 PM to 7:00 AM). The nighttime sound levels are assigned a 10 dBA penalty prior to averaging with daytime hourly sound levels due to the receptors’ increased sensitivity to noise. CNEL is similar to Ldn except that it separates a 24-hour day into 3 periods: daytime (7:00 AM to 7:00 PM), evening (7:00 PM to 10:00 PM), and nighttime (10:00 PM to 7:00 AM). The evening sound levels are assigned a 5 dBA penalty, and the nighttime sound levels are assigned a 10 dBA penalty prior to averaging with daytime hourly sound levels. Several statistical descriptors are also often used to describe noise, including Lmax, Lmin, and Lx. Lmax and Lmin are, respectively, the highest and lowest A-weighted sound levels that occur during a noise event. The Lx signifies the noise level that is exceeded x percent of the time; for example, L10 denotes the level that was exceeded 10 percent of the time. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-41 Environmental Analysis Existing Noise Conditions Ambient noise measurements were taken at the eastern and southern property lines directly adjacent to the residential property lines near mid-day. These measurements reported the noise levels shown in Table 5-6. TABLE 5-6 EXISTING AMBIENT NOISE LEVELS Duration Symbol East PL South PL 30 minutes in hour L50 48.0 46.5 15 minutes in hour L25 49.5 48.5 5 minutes in hour L08 52.5 51 1 minute in hour L02 55.5 54 Anytime Lmax 82.5 91 Average Leq 52.9 55.8 PL: property line; Lmax: maximum noise level; Leq: average noise level Source: Christopher Jean 2014. The City of Anaheim requires that project noise levels at the property line not exceed a maximum level of 60 dBA for extended periods (Municipal Code Section 6.70.010). Table 5-6 shows that the existing ambient noise conditions are generally less than the City's 60 dBA noise limit. Thus, even though both locations recorded a one-time maximum level well in excess of 60 dBA, no correction for ambient conditions are applied to the compliance calculations. Project Design Feature As described in Section 4.2 of this Addendum, a 16-foot-high concrete and brick sound wall and 20-foot-wide landscaped buffer would be provided along the southern and eastern property lines adjacent to existing residential uses. Would the project result in: a) Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies? d) A substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? Proposed project construction would occur between the hours of 7:00 AM and 7:00 PM on any day, except on Sundays or City-recognized holidays when no noise-generating construction activities shall be permitted in accordance with Section 6.70.010 of the City of Anaheim Municipal Code. Construction noise during the specified hours is exempt from the quantitative noise level limits of the Municipal Code. Therefore, construction noise would not expose persons to or generate noise levels in excess of the standards of the noise ordinance. The project noise analysis shows that worst-case construction maximum and average noise levels could exceed the 60 dBA maximum exterior noise level limit applicable to activities other than construction by as much as 52 dBA and 41 dBA, respectively, at the nearest uses to the east and south (Christopher Jean 2014). It should be noted that the worst-case noise levels represent the case where each noise source is located directly adjacent to the property line ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-42 Environmental Analysis nearest each noise receptor. In actual use, most of the construction noise sources would move, or be moved, around the project site and noise levels would be less than calculated for the worst case. MM 5.10-5 from SEIR No. 340 requires the installation and maintenance of noise barriers that are at least eight feet high at the perimeter of the project site during construction. The barriers required by MM 5.10-5, or the permanent 16-foot high planned sound walls (if built early in the construction period) in addition to other MMs listed in the mitigation section below, would reduce the severity of the potential construction noise impact to adjacent receptors. However, noise impacts associated with construction of the proposed parking lot expansion would have the potential to create temporary significant and unavoidable impacts at nearby noise-sensitive receptors that would cease after construction. As discussed previously, SEIR No. 340 assumed development of the project site with up to 3,349 hotel rooms, which would be anticipated to require a substantially longer construction period than the proposed project. Thus, the impacts of the proposed project would be less than those assumed in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. a) Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies? c) A substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? Noise from On-Site Activities Parking lot noise sources would include automobiles, shuttle buses, and guest voices. Each noise source would produce a combination of sounds. For instance, arriving automobiles would produce the sounds of running engines under power and idling; radio sounds if windows are open; brake squeals; door slams; and car alarm arming. Departing automobiles would produce sounds such as door slams; engines starting; running engines under power and idling; and radio sounds if windows are open. Shuttle buses would produce similar sounds with the exception of radio sounds, door slams, and alarms, but would add frequent air brake air release sounds. Guests would converse in both normal and raised voices. All of these sounds have the potential to be audible at the residential land uses adjacent to the proposed parking lot expansion areas. The various noise sources and reference levels are given in Table 5-7 (Christopher Jean 2014). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-43 Environmental Analysis TABLE 5-7 PARKING LOT NOISE LEVELS AND DURATIONS Source dBA at 10 feet Duration Car door slam 77 4 seconds Car engine start 76 2 second Car engine idle 62 1 minute Moving car (under 10 mph) 68 30 seconds Radio (windows open) 60 1 minute Car horn/alarm 92 1 second Break squeal 78 1 second Bus engine idle 63 2 minutes Moving bus (under 10 mph) 72 30 seconds Air brakes 83 4 seconds Normal voice 55 1 minute Raised voice 65 20 seconds Shout/laughter 75 1 second dBA: A-weighted decibels Source: Christopher Jean 2014 Table 5-7 shows that, without noise barriers or other attenuation, the greatest potential for violating the City’s 60 dBA maximum noise limit would occur from car horns and/or car alarm arming. SEIR No. 340’s MM 5.10-10 requires the property owner/developer to demonstrate that noise from proposed on-site noise sources would meet the City’s 60 dBA Sound Pressure Levels standard at the property line. The proposed project would include construction of 16-foot high sound walls on the southern and eastern property lines where the parking lot expansion areas are adjacent to residential uses. The analysis of proposed project noise levels with the 16-foot sound walls shows that the noise from the loudest anticipated sources would be reduced to 59 dBA, thereby meeting the City standard (Christopher Jean 2014). The impact would be less than significant. In addition to vehicle operations, there would be periodic maintenance of the parking lot by sweeping or similar cleaning. MM 5.10-7 requires that sweeping/scrubbing equipment be operated at a level measured not greater than 60 dBA at the nearest adjacent property line. Traffic Noise to Off-Site Receptors The proposed project would generate an estimated 1,224 average daily trips (ADT) and approximately 93 percent of the trips would enter and leave the site from the north. At the intersection of Harbor Boulevard and Katella Avenue, approximately 35 percent of the traffic would be to and from the east on Katella Avenue; 33 percent to and from the north on Harbor Boulevard; and 25 percent to and from the west on Katella Avenue (Gibson 2014). When project traffic volumes are added to existing volumes on Harbor Boulevard and Katella Avenue, the resulting noise level increases would be less than 0.25 dBA, which would not be perceptible and would be less than significant (Anaheim 2008). As discussed previously, SEIR No. 340 assumed development of the project site with up to 3,349 hotel rooms. A 3,349-room hotel would generate an estimated 27,362 ADT, which would result in greater traffic noise level increases than would occur with the proposed project (Gibson 2014). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-44 Environmental Analysis Operational noise impacts would be less than those identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Exposure of persons to or generation of excessive groundborne vibration or groundborne noise levels? Pile driving and rock blasting, which have the potential to cause vibration of the greatest magnitude, would not occur as part of the proposed project. As described in SEIR No. 340, with implementation of MM 5.10-11, which prohibits the operation of large bulldozers or vibratory rollers within 25 feet of any existing home, there would be a less than significant impact. The impacts would be the same or less than those identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. e) For a project located within an airport land use plan (Los Alamitos Armed Forces Reserve Center or Fullerton Municipal Airport), would the project expose people residing or working in the project area to excessive noise levels? f) For a project within the vicinity of a private airstrip, heliport or helistop, would the project expose people residing or working in the project area to excessive noise levels? Similar to the conditions evaluated in SEIR No. 340, there are no public airports, public use airports, heliports, or private airstrips in the project site vicinity. The proposed project would not expose people residing or working in the area to excessive levels of aircraft- or airport-related noise. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the noise analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-45 Environmental Analysis MM 5.10-1 Ongoing during construction, the property owner/developer shall ensure that all internal combustion engines on construction equipment and trucks are fitted with properly maintained mufflers. MM 5.10-5 Prior to issuance of each building permit grading permit, a note shall be provided on building plans indicating that during construction, the property owner/developer shall install and maintain specially designed construction barriers at the project perimeter areas. The construction sound barriers shall be a minimum height of 8 feet with a minimum surface weight of 1.25 pounds per square foot or a minimum Sound Transmission Class (STC) rating of 25. The structure shall be a continuous barrier. Gates and other entry doors shall be constructed with suitable mullions, astragals, seals, or other design techniques to minimize sound leakage when in the closed position. Access doors should be self-closing where feasible. Vision ports are permissible providing they are filled with an acceptable solid vision product. MM 5.10-7 Ongoing during construction and project operation, sweeping operations in the parking facilities and private on-site roadways shall be performed utilizing sweeping/scrubbing equipment which operate at a level measured not greater than 60 dBA at the nearest adjacent property line. MM 5.10-10 Prior to issuance of each building permit grading permit, the property owner/developer shall present plans and calculations to the Planning and Building Department, Building Division to demonstrate that noise levels from planned mechanical ventilation equipment, loading docks, trash compactors, and other proposed on-site noise sources are designed to meet the City’s 60 dBA Sound Pressure Levels standard at the property line, and not create a noise increase greater than 5 dBA over existing ambient noise at the nearest noise sensitive receptor, whichever is more restrictive. MM 5.10-11 Prior to issuance of each building permit grading permit, a note shall be provided on plans indicating that there shall be no operation of large bulldozers or vibratory rollers within 25 feet of any existing residence. 5.13 POPULATION AND HOUSING 5.13.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, buildout of the ARSP has the potential to increase population by approximately 9,099 residents and result in a demand for 2,757 housing units in the City of Anaheim. However, it was identified that the increases related to population and housing would be well within City of Anaheim projections and represent a less than significant impact. Additionally, the creation of 2,757 new households, was assumed in the Regional Housing Needs Assessment (RHNA). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-46 Environmental Analysis 5.13.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Induce substantial population growth in an area, either directly (for example, by proposing new homes and businesses) or indirectly (for example, through extension of roads or other infrastructure)? As discussed previously, the proposed project involves expansion of the existing Toy Story Parking Lot for guest use associated with The Disneyland Resort. The expanded parking areas would serve future anticipated guests to The Disneyland Resort and would not result in a direct increase in population or housing demand. Potential on-site employees would be limited to parking attendants, security staff, and occasional maintenance and custodial staff. It is assumed that employees assigned to the expansion areas would be minimal and these positions would be filled through the existing Disneyland Resort employment pool; no new employment positions would be created by this project. Therefore, no direct or indirect population growth would occur related to the proposed project. The impacts identified for the proposed project would be less than what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. b) Displace substantial numbers of existing housing, necessitating the construction of replacement housing elsewhere? c) Displace substantial numbers of people, necessitating the construction of replacement housing elsewhere? As discussed previously, the proposed project involves expansion of the existing Toy Story Parking Lot for guest use associated with The Disneyland Resort. No housing exists on the project site; therefore, implementation of the proposed project would not displace existing housing or substantial numbers of people. The impacts identified for the proposed project would be less than what is identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the population and housing analysis provided in SEIR No. 340. Mitigation No mitigation measures are required. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-47 Environmental Analysis 5.14 PUBLIC SERVICES AND UTILITIES 5.14.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No 340, buildout of the ARSP would create additional demand for police services and fire and/or emergency rescue services. Additionally, buildout of the ARSP would generate new school-aged students and would introduce new borrowers to the Anaheim Public Library service area. Potential impacts would be reduced to less than significant levels through implementation of MMs 5.12-1 through 5.12-19. 5.14.2 PROJECT ENVIRONMENTAL REVIEW Would the project result in substantial adverse physical impacts associated with the provision of new or physically altered governmental facilities, need for new or physically altered governmental facilities, the construction of which could cause significant environmental impacts, in order to maintain acceptable service ratios, response times or other performance objectives for any of the public services: a) Fire protection? b) Police protection? c) Schools? d) Parks? e) Other public facilities? The proposed project would involve expansion of the existing Toy Story Parking Lot. As discussed previously, SEIR No. 340 assumed development of the project site with hotels or other visitor-serving uses which would have a substantial demand for fire and police protection services and would indirectly result in the demand for school services, parks, and libraries. The proposed project would expand the existing Toy Story Parking Lot. Based on the anticipated uses on the project site, the demand for fire and police protection services would be negligible and because all associated employment positions would be filled through the existing Disneyland Resort employment pool, no new direct or indirect demand for school, library, park or other public facilities would be generated. The impacts identified for the proposed project would be less than what was identified in SEIR No. 340; therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-48 Environmental Analysis which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the public services analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.12-1 Prior to the approval of each Final Site Plan and issuance of each building permit, the property owner/developer shall submit plans to the Police Department for review and approval for safety, accessibility, crime prevention, and security provisions during both the construction and operative phases for the purpose of incorporating safety measures in the project design including the concept of crime prevention through environmental design building design, circulation, site planning, and lighting of parking structures and parking areas). MM 5.12-3 Ongoing during project operation, the property owner/developer shall provide private security on the premises to maintain adequate security for the entire project subject to review and approval of the Police Department. The use of security patrols and electronic security devices video monitors) should be considered to reduce the potential for criminal activity in the area. MM 5.12-4 Prior to issuance of each building permit grading permit, the project design shall include parking lots and parking structures with controlled access points to limit ingress and egress if determined to be necessary by the Police Department, and shall be subject to the review and approval of the Police Department. MM 5.12-6 Prior to issuance of each grading permit, the property owner/developer shall submit an emergency fire access plan to the Fire Department for review and approval to ensure that service to the site is in accordance with Fire Department service requirements. MM 5.12-8 Prior to issuance of each building permit grading permit, plans shall be submitted to ensure that development is in accordance with the City of Anaheim Fire Department Standards, including: a. Overhead clearance shall not be less than 14 feet for the full width of access roads. b. Bridges and underground structures to be used for Fire Department access shall be designed to support Fire Department vehicles weighing 75,000 pounds. c. All underground tunnels shall have sprinklers. Water supplies are required at all entrances. Standpipes shall also be provided when determined to be necessary by the Fire Department. d. Adequate off-site public fire hydrants contiguous to the Specific Plan area and onsite private fire hydrants shall be provided by the property owner/developer. The precise number, types, and locations of the hydrants ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-49 Environmental Analysis shall be determined during building grading permit review. Hydrants are to be a maximum of 400 feet apart. e. A minimum residual water pressure of 20 psi shall remain in the water system. Flow rates for public parking facilities shall be set at 1,000 to 1,500 gpm. MM 5.12-9 Prior to issuance of the first building grading permit, the property owner/developer shall enter into an agreement recorded against the property with the City of Anaheim to pay or cause to be paid their fair share of the funding to accommodate the following, which will serve the Anaheim Resort Specific Plan area: a. One additional fire truck company. b. One additional paramedic company. c. Modifications to existing fire stations to accommodate the additional fire units, additional manpower, equipment and facilities. d. A vehicle equipped with specialty tools and equipment to enable the Fire Department to provide heavy search and rescue response capability. e. A medical triage vehicle/trailer, equipped with sufficient trauma dressings, medical supplies, stretchers, etc., to handle 1,000 injured persons, and an appropriate storage facility. The determination of the allocable share of costs attributable to the property owner/developer shall be based on an apportionment of the costs of such equipment/facilities among property owners/developers in the Hotel Circle Specific Plan Area, the Disneyland Resort Specific Plan Area and the Anaheim Resort Specific Plan Area or the otherwise defined service area, as applicable, depending on the area served. (Note: To implement this mitigation measure, the City has adopted the Fire Protection Facilities and Paramedic Services Impact Fee Program. Compliance with this Program by the property owner/developer (per Ordinance No. 5496 and Resolution No. 95R-73 dated May 16, 1995) shall satisfy the requirements of this Mitigation Measure, or the City may enter into alternative financing arrangements.) MM 5.12-10 Prior to each final building and zoning inspection, the property owner/developer shall place emergency telephone service numbers in prominent locations as approved by the Fire Department. MM 5.12-11 Prior to issuance of each building permit grading permit, the property owner/developer shall submit a Construction Fire Protection Plan to the Fire Department for review and approval detailing accessibility of emergency fire equipment, fire hydrant location, and any other construction features required by the Fire Marshal. The property owner/developer shall be responsible for securing facilities acceptable to the Fire Department and hydrants shall be operational with required fire flow. MM 5.12-12 Prior to the approval of each Final Site Plan and prior to the issuance of each building grading permit, plans shall be reviewed and approved by the Fire Department as being in conformance with the Uniform Fire Code. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-50 Environmental Analysis MM 5.12-13 Prior to the placement of building materials on a building site, an all-weather road shall be provided from the roadway system to and on the construction site and for fire hydrants at all times, as required by the Fire Department. Such routes shall be paved or, subject to the approval of the Fire Department, shall otherwise provide adequate emergency access. Every building constructed must be accessible to Fire Department apparatus. The width and radius of the driving surface must meet the requirements of Section 10.204 of the Uniform Fire Code, as adopted by the City of Anaheim. MM 5.12-14 Prior to approval of building plans the final site plan, the property owner/developer shall provide written evidence to the satisfaction of the Fire Department that all lockable pedestrian and/or vehicular access gates shall be equipped with “knox box” devices as required and approved by the Fire Department. MM 5.12-16 Prior to approval of water improvement plans, the water supply system shall be designed by the property owner/developer to provide sufficient fire flow pressure and storage for the proposed land use and fire protection services in accordance with Fire Department requirements. 5.15 RECREATION 5.15.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, full buildout or implementation of the ARSP would indirectly increase population by approximately 9,099 residents (8,264 associated with buildout of the C-R District and 835 associated with the convention center expansion within the PR District). Because this increase was identified to take place over the next 20 years and because the ARSP area is not located in a designated Park Deficiency Area, impacts related to the construction or expansion of recreational uses were identified as less than significant. Additionally, SEIR No. 340 concluded that any residential development project within the Residential Overlay Zone would be subject to the Quimby Act, which requires the provision of parkland and/or the payment of fees, thereby ensuring that a significant impact would not occur. 5.15.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Increase the use of existing neighborhood and regional parks or other recreational facilities such that substantial physical deterioration of the facility would occur or be accelerated? b) Include recreational facilities or require the construction or expansion of recreational facilities which might have an adverse physical effect on the environment? As discussed above in Section 5.13, Public Services, no direct or indirect impacts to park facilities would occur based on the nature of the proposed project. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-51 Environmental Analysis Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the recreation analysis provided in SEIR No. 340. Mitigation No mitigation measures are required. 5.16 TRANSPORTATION/TRAFFIC 5.16.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 As evaluated in SEIR No. 340, traffic impacts associated with buildout of the ARSP would result in significant impacts at 21 area intersections, 1 arterial segments, and 3 freeway ramp termini intersections. However, after implementation of the identified mitigation measures, these impacts would be reduced to less than significant levels for all but nine intersections (Euclid Street/Katella Avenue, Disneyland Drive/Ball Road, Disneyland Drive/West Street/Katella Avenue, Harbor Boulevard/Ball Road, Anaheim Boulevard/Haster Street/Katella Avenue, State College Boulevard/Katella Avenue, State College Boulevard/Orangewood Avenue, State College Boulevard/The City Drive/Chapman Avenue, Orangewood Avenue/State Route [SR] 57 Southbound Ramps) and 1 ramp termini intersection (Orangewood Avenue/SR-57 Southbound Ramps). It was identified that these intersections would remain significant and unavoidable because of the infeasibility of mitigation measures due to high project cost or the inability to undertake right-of-way acquisitions as a matter of policy to preserve existing businesses, environmental constraints, or jurisdictional considerations. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to these potential deficiencies. Additionally, SEIR No. 340 indicated no impacts would occur on intersections identified in the Congestion Management Program (CMP) for Orange County. 5.16.2 PROJECT ENVIRONMENTAL REVIEW The following analysis is based on the Traffic Impact Analysis for the Toy Story Parking Lot Expansion (TIA) prepared by Gibson Transportation Consulting, Inc. (August 2014) for the proposed project, which is included as Appendix F of this Addendum. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-52 Environmental Analysis Would the project: a) Conflict with an applicable plan, ordinance or policy establishing measures of effectiveness for the performance of the circulation system, taking into account all modes of transportation including mass transit and non-motorized travel and relevant components of the circulation system, including but not limited to intersections, streets, highways and freeways, pedestrian and bicycle paths, and mass transit? The project study area includes 25 intersections, 40 arterial street segments, 8 California Department of Transportation (Caltrans) ramp termini intersections, 16 freeway ramps, 3 freeway mainline segments, and 4 freeway weaving segments, each of which were analyzed in SEIR No. 340. The locations of the study intersections are illustrated in Exhibit 6, Study Area and Analyzed Intersections. Intersections Intersection operations were analyzed using the intersection capacity utilization (ICU) methodology to calculate volume-to-capacity (V/C) ratio as required by the City. Intersections operating at a level of service (LOS) E or F are deemed to be operating at insufficient levels. Intersection LOS thresholds are set as follows: Level of Service (LOS) Volume to Capacity (V/C) Ratio A < 0.60 B 0.61 – 0.70 C 0.71 – 0.80 D 0.81 – 0.90 E 0.91 – 1.00 F > 1.00 LOS: level of service; V/C: volume-to capacity Source: Gibson 2014. For the Interim Year (2015)5 analysis, a transportation impact is considered significant according to the following criteria: Conditions with Project Traffic Significant Impact Threshold for Project-Related Increase in V/C Ratio LOS V/C C 0.701 – 0.800 Equal to or greater than 0.05 D 0.801 – 0.900 Equal to or greater than 0.03 E, F > 0.900 Equal to or greater than 0.01 LOS: level of service; V/C: volume-to capacity Source: Gibson 2014. For the Future analysis (2030),6 a project is deemed to have a significant impact if the project results in deterioration of the LOS to an unacceptable level LOS E or F) or results in 5 The Interim Year 2015 analysis is defined in SEIR No. 340 as representing traffic impacts of the expansion of the Convention Center along with other approved projects in the vicinity of the Convention Center. 6 Future analysis Year 2030 is defined in SEIR No. 340 as representing build out of the cities of Anaheim and Orange General Plans, including maximum build out of the ARSP area and the Revised Platinum Triangle ---PAGE BREAK--- Study Area and Analyzed Intersections Exhibit 6 Toy Story Parking Lot Expansion Project (09/16/2014 JAZ) R:\Projects\ANA_Anaheim\J0088\Graphics\ex6_StudyAreaAndAnalyzedIntersections.pdf D:\Projects\Anaheim\J0088\Graphics\ex_StudyAreaAndAnalyzedIntersections.ai Source: Gibson Transportation Consulting, Inc. ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-53 Environmental Analysis an increase in V/C ratio of 0.01 or more at an intersection already projected to operate at LOS E or F. Arterial Segments Arterial segments were analyzed by dividing a street’s traffic volume by its capacity to calculate a V/C ratio. LOS C (that is, volume between 70 and 80 percent of a segment’s daily capacity) is the performance standard for arterial streets in the City. The daily capacities of arterial street segments are set as follows: Facility Type Capacity 8-lane Divided 75,000 6-lane Divided 56,300 4-lane Divided 37,500 4-lane Undivided 25,000 2-lane Undivided 12,500 Source: Gibson 2014. For arterial street segments operating at a deficient LOS LOS D or worse) and those that are already built out to their full general plan designation, a peak hour arterial segment capacity analysis was conducted. Significant impacts are identified using the same criteria as described for the intersection analysis above. Caltrans Intersections Caltrans ramp termini intersections were analyzed using software to apply the 2000 Highway Capacity Manual (HCM) (2000) method as required by Caltrans. LOS D is the minimum performance standard for all Caltrans facilities. Intersection LOS thresholds are set as follows: LOS Intersection Delay (seconds) A ≤ 10.0 B > 10.0 and ≤ 20.0 C > 20.0 and ≤ 35.0 D > 35.0 and ≤ 55.0 E > 55.0 and ≤ 80.0 F ≥ 80.0 LOS: level of service Source: Gibson 2014. Expansion Project, as well as full build out of the City’s Circulation Element (including the extension of Gene Autry Way west from Haster Street to Harbor Boulevard, and the extension of Clementine Street south from Katella Avenue to Orangewood Avenue). ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-54 Environmental Analysis Caltrans Freeway and Ramp Analysis The freeway mainline and freeway ramp analysis is based on peak hour HCM density analysis. The freeway and ramp LOS thresholds are set as follows, based on density measured in passenger cars per mile per lane (pc/mi/ln): LOS Peak Hour Freeway Ramp Density (pc/mi/ln) Basic Freeway Segment Density (pc/mi/ln) A ≤ 10.0 0 – 11.0 B > 10.0 and ≤ 20.0 11.0 – 18.0 C > 20.0 and ≤ 28.0 18.0 – 26.0 D > 28.0 and ≤ 35.0 26.0 – 35.0 E > 35.0 35.0 – 45.0 F Exceeds Capacity > 45.0 LOS: level of service; pc/mi/ln: passenger cars per mile per lane Source: Gibson 2014. Caltrans Freeway Weaving Analysis Freeway weaving was analyzed using the HCM freeway weaving method. The weaving LOS thresholds are set as follows: LOS Multilane and Collector-Distributor Weaving Segment Density (pc/mi/ln) A ≤ 12.0 B > 12.0 and ≤ 24.0 C > 24.0 and ≤ 32.0 D > 32.0 and ≤ 36.0 E > 36.0 and ≤ 40.0 F ≤ 40.0 LOS: level of service; pc/mi/ln: passenger cars per mile per lane Source: Gibson 2014. TRIP GENERATION To fully account for the traffic shifts that would occur due to the expansion of the Toy Story Parking Lot, trip generation estimates were prepared for theme park guests. The trip generation estimates were prepared through a three-step process: 1. Guest trip generation rates were calculated for each peak hour based on the total number of parking spaces provided for each group based on data from Anaheim’s 1992 Draft Environmental Impact Report for the Disneyland Resort EIR No. 311. 2. The guest trip generation rates calculated in Step 1 were doubled to represent a more conservative estimate of parking trip generation during each peak hour. 3. The doubled trip generation rates calculated in Step 2 were applied to the number of guest parking spaces proposed as part of the Toy Story Parking Lot expansion (612 spaces) to calculate trip generation during the peak hours. Table 5-8, Trip Generation Estimates, shows the peak hour trip generation rates and estimates for guests based on 612 total new parking spaces. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-55 Environmental Analysis TABLE 5-8 TRIP GENERATION ESTIMATES Description Trip Variable Daily AM Peak Hour PM Peak Hour Late Night Peak Houra In Out Total In Out Total* In Out Total* Trip Generation Rates Guests per parking space 2.00 0.190 0.019 0.209 0.088 0.099 0.187 0.041 0.268 0.309 Hotel per room 8.17 0.342 0.218 0.560 0.313 0.277 0.590 Trip Generation Estimates* New Guest Parking Spaces from Proposed Expansion 612 spaces 1,224 116 12 128 54 61 115 25 164 189 Total Toy Story Parking Lot Guest Parking Spaces 4,925 spaces 9,850 936 94 1,030 433 488 921 202 1,320 1,522 Hotels on Project Site at Full Buildout of ARSP 3,349 rooms 27,362 1,146 731 1,876 1,049 928 1,976 ARSP: Anaheim Resort Specific Plan *TOTALS MAY NOT ADD CORRECTLY DUE TO ROUNDING. a Late Night Peak Hour trips were not calculated for hotels due to the nature of hotel-related traffic. Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-56 Environmental Analysis As shown in Table 5-8, 612 guest parking spaces are expected to generate approximately 1,224 daily trips, including 128 during the AM peak hour (116 inbound, 12 outbound) and 115 during the PM peak hour (54 inbound, 61 outbound). Additionally, the ARSP currently assumes that the project site would be built with up to 3,349 hotel rooms at full buildout in year 2030. As shown in Table 5-8, 3,349 hotel rooms would result in approximately 27,362 daily trips, including 1,876 during the AM peak hour (1,146 inbound, 731 outbound) and 1,976 during the PM peak hour (1,049 inbound, 928 outbound). Therefore, implementation of the proposed project when compared to development of the project site with hotel rooms would result in a net reduction of 17,512 daily trips, 846 trips during the AM peak hour, and 1,055 trips during the PM peak hour. TRIP DISTRIBUTION The traffic patterns for new guests associated with the Toy Story Parking Lot expansion were projected using existing traffic patterns for guests parking in the Toy Story Parking Lot, based on output from the ATAM for consistency with SEIR No. 340. TRIP ASSIGNMENT The trip generation estimates described previously were distributed through the project study area based on the pattern shown in Exhibit 7, Trip Distribution. Exhibit 8, Project Only Traffic Volumes: AM/PM Peak Hours shows the Project-only traffic volumes during the AM and PM peak hours; Exhibit 9, Project Only Traffic Volumes: Late Night Peak Hours, shows the Project- only traffic volumes during the late night peak hour. EXISTING YEAR 2008 The Existing Year 2008 No Project conditions are identical to those identified in SEIR No. 340. No new analysis was conducted for these conditions. The Existing Year 2008 With Project conditions include the addition of guest traffic associated with the expansion of the Toy Story Parking Lot. Intersection Peak Hour Analysis Table 5-9, Existing With Project Hour Intersection Level of Service, shows the intersection peak hour analysis for Existing Year 2008 With Project conditions. One intersection (I-18, Anaheim Boulevard and Ball Road) would operate at LOS E during the PM peak hour. None of the 25 analyzed intersections would be significantly impacted during the AM or PM peak hours. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. Arterial Segment Analysis All analyzed arterial segments would operate at LOS C or better for Existing Year 2008 With Project conditions, as shown in Table 5-10 Existing With Project Daily Arterial Segment Level of Service. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. ---PAGE BREAK--- Source: Gibson Transportation Consulting, Inc. (09/16/2014 JAZ) R:\Projects\ANA_Anaheim\J0088\Graphics\ex7_TripDistribution.pdf D:\Projects\Anaheim\J0088\Graphics\ex_TripDistribution.ai Exhibit 7 Toy Story Parking Lot Expansion Project Trip Distribution ---PAGE BREAK--- ---PAGE BREAK--- Source: Gibson Transportation Consulting, Inc. (09/16/2014 JAZ) Exhibit 8 Toy Story Parking Lot Expansion Project Project Only Traffic Volumes: AM/PM Peak Hours ---PAGE BREAK--- ---PAGE BREAK--- Source: Gibson Transportation Consulting, Inc. (09/16/2014 JAZ) Exhibit 9 Toy Story Parking Lot Expansion Project Project Only Traffic Volumes: Late Night Peak Hours ---PAGE BREAK--- ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-57 Environmental Analysis TABLE 5-9 EXISTING WITH PROJECT PEAK HOUR INTERSECTION LEVEL OF SERVICE ID Intersection Jurisdiction AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.65 B 0.65 B 0.00 NO 0.72 C 0.73 C 0.01 NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.54 A 0.55 A 0.01 NO 0.58 A 0.59 A 0.01 NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.56 A 0.56 A 0.00 NO 0.59 A 0.59 A 0.00 NO I-8 Harbor Boulevard / Ball Road Anaheim 0.74 C 0.74 C 0.00 NO 0.70 B 0.70 B 0.00 NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.55 A 0.55 A 0.00 NO 0.57 A 0.58 A 0.01 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.35 A 0.35 A 0.00 NO 0.37 A 0.37 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.36 A 0.36 A 0.00 NO 0.43 A 0.44 A 0.01 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.57 A 0.59 A 0.02 NO 0.62 B 0.63 B 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.36 A 0.40 A 0.04 NO 0.36 A 0.38 A 0.02 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.55 A 0.55 A 0.00 NO 0.57 A 0.57 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.19 A 0.19 A 0.00 NO 0.21 A 0.21 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.43 A 0.43 A 0.00 NO 0.56 A 0.57 A 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.20 A 0.20 A 0.00 NO 0.24 A 0.24 A 0.00 NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.64 B 0.64 B 0.00 NO 0.91 E 0.91 E 0.00 NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.49 A 0.49 A 0.00 NO 0.72 C 0.72 C 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.44 A 0.44 A 0.00 NO 0.59 A 0.59 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.44 A 0.44 A 0.00 NO 0.49 A 0.49 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.46 A 0.46 A 0.00 NO 0.56 A 0.57 A 0.01 NO I-24 Haster Street / Orangewood Avenue Anaheim 0.54 A 0.54 A 0.00 NO 0.65 B 0.65 B 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.54 A 0.55 A 0.00 NO 0.51 A 0.52 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.45 A 0.45 A 0.00 NO 0.50 A 0.50 A 0.00 NO I-71 Cast Place / Ball Road Anaheim 0.58 A 0.58 A 0.00 NO 0.56 A 0.56 A 0.00 NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.61 B 0.61 B 0.00 NO 0.77 C 0.77 C 0.00 NO I-74 Harbor Boulevard / Broadway Anaheim 0.50 A 0.50 A 0.00 NO 0.68 B 0.68 B 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.29 A 0.29 A 0.00 NO 0.43 A 0.44 A 0.01 NO ICU: Intersection Capacity Utilization; LOS: level of service; V/C: volume-to-capacity ratio; Sig.: significant; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-58 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-59 Environmental Analysis TABLE 5-10 EXISTING WITH PROJECT DAILY ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity No Project With Project Change in V/C Sig. Impact ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 18.808 0.33 A 18,808 0.33 A -0.01 NO A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 34,424 0.61 B 34,424 0.61 B 0.02 NO A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 28,054 0.75 C 28,054 0.75 C 0.04 NO A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 26,330 0.47 A 26,330 0.47 A 0.00 NO A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 34,020 0.60 A 34,020 0.60 A 0.00 NO A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 45,125 0.80 C 45,125 0.80 C 0.01 NO A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 38,154 0.68 B 38,154 0.68 B 0.02 NO A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 35,280 0.63 B 35,280 0.63 B 0.00 NO A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 5,438 0.22 A 5,438 0.22 A -0.08 NO A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 6,033 0.24 A 6,033 0.24 A -0.06 NO A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 7,717 0.14 A 7,717 0.14 A 0.00 NO A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 13,065 0.23 A 13,065 0.23 A -0.02 NO A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 18,738 0.50 A 18,982 0.51 A -0.01 NO A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 23,418 0.62 B 23,662 0.63 B -0.01 NO A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 30,403 0.54 A 30,647 0.54 A -0.01 NO A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 34,980 0.62 B 35,042 0.62 B -0.01 NO A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 35,264 0.63 B 35,350 0.63 B -0.01 NO A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 41,268 0.73 C 42,406 0.75 C 0.01 NO A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 38,510 0.68 B 38,914 0.69 B 0.00 NO A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 41,476 0.74 C 41,880 0.74 C 0.01 NO A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 46,554 0.62 B 46,652 0.62 B 0.03 NO A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4D 37,500 19,764 0.53 A 19,764 0.53 A 0.00 NO A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4D 37,500 20,130 0.54 A 20,130 0.54 A 0.01 NO A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 29,140 0.52 A 29,202 0.52 A 0.00 NO A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 35,110 0.62 B 35,172 0.62 B -0.01 NO A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 6D 56,300 37,554 0.67 B 37,860 0.67 B 0.00 NO A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 6D 56,300 38,714 0.69 B 39,020 0.69 B 0.02 NO A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 6D 56,300 36,756 0.65 B 37,184 0.66 B -0.04 NO A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 6D 56,300 36,398 0.65 B 36,826 0.65 B -0.03 NO A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 6D 56,300 36,664 0.65 B 37,092 0.66 B -0.02 NO A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 28,783 0.51 A 29,058 0.52 A -0.03 NO A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 30,178 0.54 A 30,300 0.54 A 0.00 NO A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 3,212 0.26 A 3,212 0.26 A -0.04 NO A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 12,750 0.51 A 12,750 0.51 A 0.00 NO A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 14,120 0.56 A 14,144 0.57 A -0.06 NO A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 14,120 0.56 A 14,144 0.57 A -0.06 NO A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 16,530 0.66 B 16,530 0.66 B -0.06 NO A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 10,400 0.28 A 10,400 0.28 A 0.00 NO A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 15,490 0.41 A 15,490 0.41 A 0.00 NO A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 12,500 0.50 A 12,500 0.50 A 0.00 NO ADT: average daily trips; V/C: volume-to-capacity; LOS: level of service; Sig.: significant; I: Interstate Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-60 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-61 Environmental Analysis Caltrans Ramp Termini Intersection Analysis The results of the Caltrans ramp termini intersection analysis for Existing Year 2008 With Project conditions are shown in Table 5-11, Existing With Project Peak Hour Ramp Termini Intersection Level of Service. These results were calibrated using the factors in Appendix D of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. All analyzed ramp termini intersections operate at LOS D or better, which is consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. Caltrans Off-Ramp Queuing Analysis The results of the Caltrans off-ramp queuing analysis for Existing Year 2008 With Project conditions are shown in Table 5-12, Existing With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis. These results were calibrated using the factors in Appendix D of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. None of the queue would exceed the available off-ramp storage length which is consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-62 Environmental Analysis TABLE 5-11 EXISTING WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LEVEL OF SERVICE ID Intersection AM Peak Hour Change in Delay PM Peak Hour Change in Delay No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 10.8 B 10.5 B -0.3 14.4 B 14.4 B 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 7.9 A 7.9 A 0.0 7.5 A 7.5 A 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 26.2 C 18.3 B -7.9 25.5 C 28.8 C 3.3 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.4 B 15.3 B -0.1 25.8 C 25.8 C 0.0 I-21 Anaheim Boulevard / Disney Way 33.7 C 36.9 D 3.2 19.2 B 22.8 C 3.6 I-25 Manchester Avenue / Katella Avenue 27.5 C 27.5 C 0.0 15.9 B 15.9 B 0.0 I-26 Anaheim Way / Katella Avenue 17.9 B 17.9 B 0.0 20.2 C 20.3 C 0.1 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 8.8 A 8.8 A 0.0 7.5 A 7.5 A 0.0 LOS: level of service; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. TABLE 5-12 EXISTING WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (seconds) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 25 6 37 56 12.2 18.5 15.9 31.7 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 64 63 32.3 32.3 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 74 79 0 113 108 0 29.5 28.4 10.9 66.0 68.1 13.8 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 720 45 0 0 44 0 0 64.0 27.4 4.9 60.9 23.9 0.0 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 132 156 211 219 20.6 17.7 25.7 21.0 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2,130 70 44 0 42 0 10.6 0.0 7.9 0.0 No L: left-turn lane; T: through lane; R: right-turn lane; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-63 Environmental Analysis Caltrans Freeway Ramp Analysis The results of the Caltrans freeway ramp analysis for Existing Year 2008 With Project conditions are shown in Table 5-13, Existing With Project Peak Hour Freeway Ramp Level of Service. As shown in Table 5-13, one ramp (R-7, I-5 Northbound [NB] on-ramp from Anaheim Boulevard) would operate above capacity during the PM peak hour. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. TABLE 5-13 EXISTING WITH PROJECT PEAK HOUR FREEWAY RAMP LEVEL OF SERVICE ID Ramp Segment Ramp # of Lanes AM Peak Hour LOS PM Peak Hour LOS Density (pc/mi/ln) Density (pc/mi/ln) R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 21.6 C 33.1 D R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 20.2 C 28.3 D R-5 I-5 Northbound On-ramp from Katella Avenue 1 21.4 C 31.2 D R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 22.3 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 23.1 C 33.1 D R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 19.6 B 32.5 D R-10 I-5 Northbound On-ramp from Ball Road 1 21.2 C 33.7 D R-11 I-5 Northbound On-ramp from Disneyland Drive 1 22.2 C 34.4 D R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 11.2 B 14.1 B R-14 I-5 Southbound On-ramp from Disneyland Drive 1 27.6 C 33.5 D R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 25.9 C 31.2 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 32.3 D 34.5 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 26.7 C 30.6 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 22.9 C 28.4 D R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 23.4 C 31.0 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 23.9 C 31.2 D LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-64 Environmental Analysis Caltrans Freeway Mainline Analysis The results of the Caltrans freeway mainline analysis for Existing Year 2008 With Project conditions are shown in Table 5-14, Existing With Project Peak Hour Freeway Mainline Level of Service. As shown in Table 5-14, two of the three segments are expected to operate at LOS E during the PM peak hour: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-6. I-5 NB between Katella Avenue and State College Boulevard These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. TABLE 5-14 EXISTING WITH PROJECT PEAK HOUR FREEWAY MAINLINE LEVEL OF SERVICE ID Freeway Segment Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 19.8 C 36.9 E 25.1 C 27.1 D F-5 I-5 between Harbor Boulevard and Katella Avenue 16.8 B 34.5 D 22.0 C 24.9 C F-6 I-5 between Katella Avenue and State College Boulevard 17.5 B 39.9 E 25.5 C 27.1 D LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate. Source: Gibson 2014. Caltrans Freeway Weaving Analysis The results of the Caltrans freeway weaving analysis for Existing Year 2008 With Project conditions are shown in Table 5-15, Existing With Project Peak Hour Freeway Weaving Level of Service. As shown, two of the weaving segments are deficient during the PM peak hour: W-6. I-5 NB between the Anaheim Boulevard On-ramp and the Harbor Boulevard Off-ramp W-7. I-5 NB between the State College Boulevard On-ramp and the Katella Avenue Off-ramp These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-65 Environmental Analysis TABLE 5-15 EXISTING WITH PROJECT PEAK HOUR FREEWAY WEAVING LEVEL OF SERVICE ID Weaving Segment Weaving Length (ft) AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On- Ramp and Lincoln Avenue Off-Ramp 1,680 20.4 B 39.4 E I-5 Southbound between Lincoln Avenue On- Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On- Ramp and Harbor Boulevard Off-Ramp 1,520 30.3 C 35.5 D W-6 I-5 Northbound between Anaheim Boulevard On- Ramp and Harbor Boulevard Off-Ramp 2,080 19.0 B >Capacity F I-5 Southbound between Harbor Boulevard On- Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 18.2 B >Capacity F I-5 Southbound between Katella Avenue On- Ramp and State College Boulevard Off-Ramp 1,870 27.8 C 32.4 D LOS: level of service; ft: feet; pc/mi/ln: passenger cars per mile per lane; I: Interstate; NB: northbound; SB: Southbound Source: Gibson 2014. INTERIM YEAR 2015 The analysis of Interim Year 2015 conditions includes the addition of traffic from 21 related projects in the Study Area that were not originally included in the SEIR No. 340 Interim Year 2015 analysis; it also includes the addition of traffic associated with development of the Nigel Cast Lot. These related projects are identified in Appendix F, Table 11 (Related Project Trip Generation Estimates) of the Traffic Impact Analysis, and are expected to generate a total of 42,178 daily trips, including 2,873 during the AM peak hour and 3,285 during the PM peak hour. As a result, the Interim Year 2015 No Project conditions represent a change to the conditions identified in SEIR No. 340 to account for that additional traffic. However, differences between the Interim Year 2015 No Project conditions presented in the Traffic Impact Analysis and those in SEIR No. 340 do not represent deficiencies or impacts of the proposed project; instead, they are the result of background traffic increases from the 21 related projects. Intersection Peak Hour Analysis The results of the intersection peak hour analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-16, Interim Year 2015 With Project Peak Hour Intersection Level of Service. Consistent with Interim Year 2015 No Project conditions, one of the analyzed intersections is projected to operate at LOS E during the AM and PM peak hours (I-18, Anaheim Boulevard and Ball Road). The remaining intersections would operate at LOS D or better during both peak hours. No significant impacts would occur at any of the analyzed intersections under Interim Year 2015 With Project conditions. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-66 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-67 Environmental Analysis TABLE 5-16 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR INTERSECTION LEVEL OF SERVICE ID Intersection Jurisdiction AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.72 C 0.72 C 0.01 NO 0.80 D 0.80 C 0.00 NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.69 B 0.70 B 0.01 NO 0.73 C 0.73 C 0.00 NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.69 B 0.69 B 0.00 NO 0.72 C 0.72 C 0.00 NO I-8 Harbor Boulevard / Ball Road Anaheim 0.85 D 0.86 D 0.01 NO 0.78 C 0.78 C 0.00 NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.62 B 0.62 B 0.00 NO 0.65 B 0.65 B 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.43 A 0.44 A 0.01 NO 0.43 A 0.43 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.43 A 0.43 A 0.00 NO 0.56 A 0.56 A 0.00 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.77 C 0.79 C 0.02 NO 0.76 C 0.77 C 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.49 A 0.53 A 0.04 NO 0.53 A 0.55 A 0.02 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.69 B 0.69 B 0.00 NO 0.71 C 0.71 C 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.32 A 0.32 A 0.00 NO 0.34 A 0.34 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.57 A 0.57 A 0.00 NO 0.72 C 0.73 C 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.29 A 0.29 A 0.00 NO 0.33 A 0.33 A 0.00 NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.76 C 0.76 C 0.00 NO 0.98 E 0.98 E 0.00 NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.70 B 0.70 B 0.00 NO 0.87 D 0.87 D 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.53 A 0.53 A 0.00 NO 0.71 C 0.71 C 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.53 A 0.53 A 0.00 NO 0.62 B 0.62 B 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.62 B 0.62 B 0.00 NO 0.74 C 0.75 C 0.01 NO I-24 Haster Way / Orangewood Avenue Anaheim 0.67 B 0.67 B 0.00 NO 0.81 D 0.81 D 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.78 C 0.79 C 0.01 NO 0.69 B 0.70 B 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.59 A 0.60 A 0.01 NO 0.69 B 0.69 B 0.00 NO I-71 Cast Place / Ball Road Anaheim 0.64 B 0.64 B 0.00 NO 0.60 A 0.60 A 0.00 NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.67 B 0.67 B 0.00 NO 0.83 D 0.83 D 0.00 NO I-74 Harbor Boulevard / Broadway Anaheim 0.57 A 0.57 A 0.00 NO 0.73 C 0.73 C 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.36 A 0.36 A 0.00 NO 0.52 A 0.53 A 0.01 NO LOS: level of service; ICU: Intersection Capacity Utilization; V/C: volume-to-capacity; Sig.: significant; I: Interstate; NB: northbound; SB: southbound. Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-68 Environmental Analysis This page is intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-69 Environmental Analysis Arterial Segment Analysis The results of the daily arterial segment analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-17, Interim Year 2015 With Project Daily Arterial Segment Level of Service. As shown, six of the analyzed arterial segments would operate at LOS D or worse: A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-49. Orangewood Avenue between Haster Street and Manchester Avenue Of the six segments listed above, five are built to their ultimate configurations and must be analyzed for peak hour conditions to ensure adequate service. Table 5-18, Interim Year 2015 With Project Peak Hour Arterial Segment Level of Service, shows the peak hour analysis for the five segments indicating that all five would operate at LOS C or better under both the AM and PM peak hours, and thus are not deficient. These results are consistent with the Interim Year 2015 No Project results and the results of the SEIR No. 340 analysis, and no significant impacts would occur at any analyzed segments under Interim Year 2015 With Project conditions. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-70 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-71 Environmental Analysis TABLE 5-17 INTERIM YEAR 2015 WITH PROJECT DAILY ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity No Project With Project Change in V/C Sig. Impact ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 22,928 0.41 A 22,928 0.41 A 0.00 NO A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 41,428 0.74 C 41,482 0.74 C 0.02 NO A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 34,212 0.91 E 34,212 0.91 E 0.03 NO A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 28,592 0.51 A 28,592 0.51 A 0.00 NO A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 36,120 0.64 B 36,120 0.64 B 0.00 NO A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 49,521 0.88 D 49,521 0.88 D 0.01 YES A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 38,846 0.71 C 39,846 0.71 C 0.03 NO A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 38,908 0.69 B 38,908 0.69 B 0.00 NO A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 14,542 0.58 A 14,542 0.58 A 0.00 NO A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 7,899 0.32 A 7,899 0.32 A -0.02 NO A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 10,330 0.18 A 10,330 0.18 A 0.00 NO A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 13,941 0.25 A 13,941 0.25 A 0.00 NO A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 19,287 0.34 A 19,287 0.34 A 0.00 NO A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 26,762 0.71 C 27,006 0.72 C 0.01 NO A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 29,572 0.79 C 29,816 0.80 C 0.01 NO A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 37,863 0.67 B 38,107 0.68 B 0.00 NO A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 42,536 0.76 C 42,598 0.76 C 0.00 NO A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 42,358 0.75 C 42,444 0.75 C 0.00 NO A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 51,644 0.92 E 52,782 0.94 E 0.02 NO A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 49,138 0.87 D 49,542 0.88 D -0.02 NO A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 52,474 0.93 E 52,878 0.94 E -0.02 YES A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 52,264 0.70 B 52,362 0.70 B 0.03 YES A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4D 37,500 25,304 0.67 B 25,304 0.67 B 0.00 YES A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4D 37,500 21,661 0.58 A 21,661 0.58 A 0.00 NO A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 39,164 0.70 B 39,226 0.70 B 0.00 NO A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 45,824 0.81 D 45,886 0.82 D 0.00 NO A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 54,060 0.72 C 54,366 0.72 C -0.01 NO A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 54,230 0.72 C 54,536 0.73 C -0.01 NO A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 54,429 0.74 C 55,857 0.74 C -0.04 NO A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 53,329 0.71 C 53,757 0.72 C -0.04 NO A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 52,514 0.70 B 52,942 0.71 C -0.02 NO A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 43,383 0.77 C 43,658 0.78 C -0.01 NO A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 44,820 0.80 C 44,942 0.80 C 0.00 NO A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 5,988 0.48 A 5,988 0.48 A 0.00 NO A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 15,580 0.62 B 15,580 0.62 B 0.00 NO A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 18,810 0.75 C 18,834 0.75 C 0.00 NO A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 18,910 0.76 C 18,834 0.76 C 0.00 NO A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 22,050 0.88 D 22,050 0.88 D 0.00 YES A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 12,080 0.32 A 12,080 0.32 A 0.00 NO A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 16,070 0.43 A 16,070 0.43 A 0.00 NO A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 13,290 0.53 A 13,290 0.53 A 0.00 NO LOS: level of service; ADT: average daily traffic; V/C: volume-to-capacity; Sig.: significant; I: Interstate. Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-72 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-73 Environmental Analysis TABLE 5-18 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V-C Ratio LOS AM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,212 6 5,304 0.61 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,994 6 5,686 0.53 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,721 6 6,567 0.41 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,013 6 6,567 0.46 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,581 4 4,297 0.37 A PM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,556 6 4,747 0.75 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,679 6 5,890 0.62 B A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,067 6 5,625 0.55 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,398 6 5,910 0.57 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,785 4 5,023 0.36 A LOS: level of service; V/C: volume-to-capacity Source: Gibson 2014. Caltrans Ramp Termini Intersection Analysis The results of the Caltrans ramp termini intersection analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-19, Interim Year 2015 With Project Peak Hour Ramp Termini Intersection Level of Service. These results were calibrated using the factors in Appendix D of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. As shown, all of the analyzed ramp termini intersections operate at LOS D or better, consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. Caltrans Off-Ramp Queuing Analysis The results of the Caltrans off-ramp queuing analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-20, Interim Year 2015 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis. These results were calibrated using the factors in Appendix A of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. As shown in Table 5-20, none of the queue would exceed the available off-ramp storage length; this determination is consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-74 Environmental Analysis TABLE 5-19 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LEVEL OF SERVICE ID Intersection AM Peak Hour Change in Delay PM Peak Hour Change in Delay No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 C 20.4 C 0.0 22.5 C 22.5 C 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 A 8.0 A -0.1 7.6 A 7.6 A 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 C 14.7 B -8.1 19.7 B 19.7 B 0.0 I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 B 14.3 B 0.3 28.8 C 28.8 C 0.0 I-21 Anaheim Boulevard / Disney Way 23.3 C 20.5 C -2.8 21.9 C 21.9 C 0.0 I-25 Manchester Avenue / Katella Avenue 17.8 B 17.8 B 0.0 18.1 B 18.3 B 0.2 I-26 Anaheim Way / Katella Avenue 17.2 B 17.4 B 0.2 25.6 C 25.8 C 0.2 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 A 9.4 A 0.1 8.1 A 8.1 A 0.0 LOS: level of service; NB: northbound; SB: southbound Source: Gibson 2014. TABLE 5-20 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (seconds) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 50 98 122 221 22.5 32.7 24.3 39.3 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 150 110 57.1 56.9 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 160 160 0 148 148 0 57.1 57.3 0.0 57.7 58.8 0.0 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 60 6 0 50 14 0 63.9 22.3 12.8 50.9 15.8 0.0 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 250 206 350 379 33.4 31.3 38.8 33.7 No I-69 Disneyland Drive / I-5 Southbound Off- Ramp 3 1 2,130 70 60 0 33 0 12.0 0.0 9.6 0.0 No L: left-turn lane; T: through lane; R: right-turn lane; I: Interstate; NB: Northbound; SB: Southbound Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-75 Environmental Analysis Caltrans Freeway Ramp Analysis The results of the Caltrans freeway ramp analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-21, Interim Year 2015 With Project Peak Hour Freeway Ramp Level of Service. As shown, nine ramps would operate deficiently or above capacity during the PM peak hour: R-3. I-5 NB Off-ramp to Anaheim Way/Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way/Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive These results are consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. TABLE 5-21 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY RAMP LEVEL OF SERVICE ID Ramp Segment Ramp # of Lanes AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 21.6 C >Capacity F R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 20.4 C >Capacity F R-5 I-5 Northbound On-ramp from Katella Avenue 1 22.3 C >Capacity F R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 23.0 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 23.5 C 38.8 E R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 20.9 B >Capacity F R-10 I-5 Northbound On-ramp from Ball Road 1 23.0 C >Capacity F R-11 I-5 Northbound On-ramp from Disneyland Drive 1 24.3 C >Capacity F R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 12.2 B 15.3 B R-14 I-5 Southbound On-ramp from Disneyland Drive 1 30.1 D 35.2 E R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 27.4 C 31.5 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 32.7 D 34.2 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 27.3 C 30.6 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 24.9 C 28.3 C R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 24.9 C 30.7 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 28.1 D 32.9 D LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate; * Major Diverge analysis used to calculate density Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-76 Environmental Analysis Caltrans Freeway Mainline Analysis The results of the Caltrans freeway mainline analysis for the Interim Year 2015 No Project and With Project conditions are shown in Table 5-22, Interim Year 2015 With Project Peak Hour Freeway Mainline Level of Service. As shown, all three segments are expected to operate at LOS E during the PM peak hour. These results are consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. TABLE 5-22 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY MAINLINE LEVEL OF SERVICE ID Freeway Segment Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 21.1 C 37.2 E 24.7 C 28.2 D F-5 I-5 between Harbor Boulevard and Katella Avenue 19.0 C 35.2 E 21.8 C 24.8 C F-6 I-5 between Katella Avenue and State College Boulevard 19.5 C 39.8 E 25.3 C 28.3 D LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate Source: Gibson 2014. Caltrans Freeway Weaving Analysis The results of the Caltrans freeway weaving analysis for the Interim Year 2015 With Project conditions are shown in Table 5-23, Interim Year 2015 With Project Peak Hour Freeway Weaving Level of Service. Four of the weaving segments are deficient during the PM peak hour: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-5. I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp These results are consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-77 Environmental Analysis TABLE 5-23 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY WEAVING LEVEL OF SERVICE ID Weaving Segment Weaving Length (ft) AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On- Ramp and Lincoln Avenue Off-Ramp 1,680 22.7 B >Capacity F I-5 Southbound between Lincoln Avenue On- Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On- Ramp and Harbor Boulevard Off-Ramp 1,520 31.5 C 38.1 E W-6 I-5 Northbound between Anaheim Boulevard On- Ramp and Harbor Boulevard Off-Ramp 2,080 21.4 B >Capacity F I-5 Southbound between Harbor Boulevard On- Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 20.5 B >Capacity F I-5 Southbound between Katella Avenue On- Ramp and State College Boulevard Off-Ramp 1,870 29.9 C 34.4 D LOS: level of service; ft: feet; pc/mi/ln: passenger cars per mile per lane; I: Interstate. Source: Gibson 2014. FUTURE YEAR 2030 The Future Year 2030 No Project conditions are identical to the General Plan Buildout Year 2030 With Project conditions, after mitigation, as discussed in SEIR No. 340. No new analysis was conducted for these conditions from what was reported in SEIR No. 340. The Future Year 2030 With Project conditions include additional traffic expected from the additional guest parking spaces proposed for the Toy Story Parking Lot. Intersection Peak Hour Analysis The results of the intersection peak hour analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-24, 2030 With Project Peak Hour Intersection Level of Service. As shown, two intersections during the AM peak hour and four intersections during the PM peak hour are projected to operate at LOS E or worse. Consistent with Future Year 2030 No Project conditions, four intersections are projected to operate at LOS E or worse during one or both peak hours: I-6. Disneyland Drive and Katella Avenue I-8. Harbor Boulevard and Ball Road I-12. Harbor Boulevard and Katella Avenue I-22. Anaheim Boulevard/Haster Street and Katella Avenue None of these intersections would be significantly impacted by the proposed project. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-78 Environmental Analysis Arterial Segment Analysis The results of the daily arterial segment analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-25, 2030 With Project Daily Arterial Segment Level of Service. As Table 5-25 shows, 22 of the analyzed arterial segments would operate at LOS D or worse: A-2. Anaheim Boulevard between I-5 and Cerritos Avenue A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-7. Ball Road between Harbor Boulevard and Anaheim Boulevard A-8. Ball Road between Anaheim Boulevard and East Street A-13. Clementine Street between Manchester Avenue and Disney Way A-22. Disneyland Drive between Katella Avenue and Magic Way A-23. Disneyland Drive between Magic Way and Ball Road A-25. Harbor Boulevard between Wilken Way and Orangewood Avenue A-26. Harbor Boulevard between Orangewood Avenue and Convention Way A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-33. Katella Avenue between Ninth Street and Walnut Street A-34. Katella Avenue between Walnut Street and Disneyland Drive A-35. Katella Avenue between Disneyland Drive and Hotel Way A-36. Katella Avenue between Hotel Way and Harbor Boulevard A-40b. Katella Avenue between Anaheim Way and Lewis Street A-46. Orangewood Avenue between West Street and Harbor Boulevard A-47. Orangewood Avenue between Harbor Boulevard and Clementine Street A-48. Orangewood Avenue between Clementine Street and Haster Street A-49. Orangewood Avenue between Haster Street and Manchester Avenue ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-79 Environmental Analysis TABLE 5-24 2030 WITH PROJECT PEAK HOUR INTERSECTION LEVEL OF SERVICE ID Intersection Jurisdiction AM Peak Hour Sig. Impact PM Peak Hour Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.82 D 0.83 D NO 0.87 D 0.88 D NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.84 D 0.85 D NO 0.94 E 0.94 E NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.75 C 0.75 C NO 0.79 C 0.79 C NO I-8 Harbor Boulevard / Ball Road Anaheim 1.09 F 1.09 F NO 0.97 E 0.97 E NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.74 C 0.74 C NO 0.79 C 0.79 C NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.61 B 0.61 B NO 0.51 A 0.52 A NO I-11 Harbor Boulevard / Disney Way Anaheim 0.48 A 0.48 A NO 0.67 B 0.68 B NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.80 C 0.83 D NO 0.95 E 0.96 E NO I-13 Harbor Boulevard / Convention Way Anaheim 0.60 A 0.63 B NO 0.81 D 0.85 D NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.85 D 0.85 D NO 0.90 D 0.90 D NO I-15 Clementine Street / Disney Way Anaheim 0.57 A 0.57 A NO 0.57 A 0.57 A NO I-16 Clementine Street / Katella Avenue Anaheim 0.66 B 0.66 B NO 0.90 D 0.90 D NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.52 A 0.52 A NO 0.53 A 0.53 A NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.82 D 0.82 D NO 0.90 D 0.90 D NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.68 B 0.68 B NO 0.86 D 0.86 D NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.56 A 0.56 A NO 0.85 D 0.85 D NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.71 C 0.71 C NO 0.85 D 0.85 D NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.90 D 0.90 D NO 0.92 E 0.92 E NO I-24 Haster Street / Orangewood Avenue Anaheim 0.79 C 0.79 C NO 0.83 D 0.83 D NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.77 C 0.77 C NO 0.71 C 0.71 C NO I-26 Anaheim Way / Katella Avenue Anaheim 0.81 D 0.81 D NO 0.78 C 0.78 C NO I-71 Cast Place / Ball Road Anaheim 0.77 C 0.77 C NO 0.77 C 0.77 C NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.70 B 0.70 B NO 0.82 D 0.82 D NO I-74 Harbor Boulevard / Broadway Anaheim 0.68 B 0.68 B NO 0.81 D 0.81 D NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.41 A 0.41 A NO 0.47 A 0.47 A NO LOS: level of service; ICU: intersection capacity utilization; Sig.: significant; I: Interstate Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-80 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-81 Environmental Analysis TABLE 5-25 2030 WITH PROJECT DAILY ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity No Project With Project ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 31,048 0.55 A 31,048 0.55 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 55,255 0.98 E 55,255 0.98 E A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 46,098 0.82 D 46,098 0.82 D A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 34,040 0.60 A 34,040 0.60 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 42,320 0.75 C 42,320 0.75 C A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 58,609 1.04 F 58,609 1.04 F A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 47,279 0.84 D 47,279 0.84 D A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 46,310 0.82 D 46,310 0.82 D A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 24,080 0.96 E 24,048 0.96 E A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 8,470 0.34 A 8,470 0.34 A A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 38,780 0.69 B 38,780 0.69 B A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 17,040 0.30 A 17,040 0.30 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 26,628 0.47 A 26,628 0.47 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 34,500 0.92 E 34,744 0.93 E A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 32,800 0.87 D 33,044 0.88 D A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 42,919 0.76 C 43,163 0.77 C A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 50,366 0.89 D 50,428 0.90 D A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 47,556 0.84 D 47,642 0.85 D A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 50,526 0.90 D 51,664 0.92 E A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 56,906 1.01 F 57,310 1.02 F A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 54,626 0.97 E 55,030 0.98 E A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 59,241 0.79 C 59,339 0.79 C A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 6D 56,300 39,798 0.71 C 39,798 0.71 C A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 6D 56,300 25,258 0.45 A 25,258 0.45 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 48,170 0.86 D 48,232 0.86 D A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 56,930 1.01 F 56,992 1.01 F A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 67,110 0.89 D 67,416 0.90 D A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 63,060 0.84 D 63,366 0.84 D A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 59,260 0.79 C 59,688 0.80 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 59,840 0.80 C 60,268 0.80 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 57,710 0.77 C 58,138 0.78 C A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 8D 75,000 53,740 0.72 C 54,015 0.72 C A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 8D 75,000 61,390 0.82 D 61,512 0.82 D A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 4U 25,000 10,258 0.41 A 10,258 0.41 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 22,670 0.91 E 22,670 0.91 E A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 21,850 0.87 D 21,874 0.87 D A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 21,480 0.86 D 21,504 0.86 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 25,910 1.04 F 25,910 1.04 F A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 16,430 0.44 A 16,430 0.44 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 17,740 0.47 A 17,740 0.47 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 15,030 0.60 A 15,030 0.60 A LOS: level of service; ADT: average daily traffic; V/C: volume-to-capacity; I: Interstate Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-82 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-83 Environmental Analysis These 22 segments were analyzed for peak hour conditions to ensure adequate service. Table 5-26, 2030 With Project Peak Hour Arterial Segment Level of Service, shows the peak hour analysis for the 22 segments. As Table 5-26 shows, all of the arterial segments would operate at LOS D or better during both the AM and PM peak hours. These results are consistent with the results of the SEIR No. 340 analysis, and no significant impacts would occur at any analyzed segments under Future Year 2030 With Project conditions as a result of the proposed project. TABLE 5-26 2030 WITH PROJECT PEAK HOUR ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V-C Ratio LOS AM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 3,327 6 5,586 0.60 A A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 2,879 6 5,586 0.52 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,786 6 5,389 0.70 B A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 2,767 6 5,389 0.51 A A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,204 6 4,985 0.64 B A-13 Clementine Street Manchester Avenue Disney Way Anaheim 1,727 4 3,800 0.45 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,295 4 4,042 0.57 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,125 4 4,042 0.53 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 2,589 6 3,838 0.67 B A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 2,571 6 5,814 0.44 A A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,851 6 5,814 0.49 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,034 6 6,042 0.50 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,184 6 6,042 0.53 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 2,787 6 6,840 0.41 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 3,737 6 6,954 0.54 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 3,622 8 9,272 0.39 A A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 3,392 8 9,282 0.37 A A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,373 8 8,446 0.64 B A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 1,950 4 3,458 0.56 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,482 4 3,458 0.43 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,342 4 2,875 0.47 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,680 4 4,236 0.40 A PM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 5,109 6 5,700 0.90 D A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4,327 6 4,902 0.88 D A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 4,124 6 5,130 0.80 C A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 3,154 6 4,063 0.78 C A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,574 6 6,091 0.59 A A-13 Clementine Street Manchester Avenue Disney Way Anaheim 2,040 4 3,800 0.54 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,323 4 4,875 0.48 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,293 4 4,875 0.47 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 3,429 6 4,395 0.78 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 3,281 6 4,446 0.74 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,700 6 4,104 0.90 D ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-84 Environmental Analysis TABLE 5-26 2030 WITH PROJECT PEAK HOUR ARTERIAL SEGMENT LEVEL OF SERVICE ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V-C Ratio LOS A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,611 6 4,902 0.74 C A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,781 6 4,902 0.77 C A-33 Katella Avenue Ninth Street Walnut Street Anaheim 4,266 6 7,980 0.53 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 4,546 6 7,980 0.57 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 5,409 8 7,638 0.71 C A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 5,369 8 7,638 0.70 B A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,371 8 8,570 0.63 B A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 2,180 4 3,610 0.60 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,392 4 2,622 0.53 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,782 4 2,132 0.84 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 2,000 4 3,550 0.56 A LOS: level of service; V/C: volume-to-capacity; I: Interstate Source: Gibson 2014. Caltrans Ramp Termini Intersection Analysis The results of the Caltrans ramp termini intersection analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-27, 2030 With Project Peak Hour Ramp Termini Intersection Level of Service. These results were calibrated using the factors in Appendix D of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. As shown in Table 5-27, two ramp termini intersections would operate at LOS E during the PM peak hour. These results are consistent with the results from SEIR No. 340, and no significant impacts or deficiencies would occur under Future Year 2030 With Project conditions as a result of the proposed project. Caltrans Off-Ramp Queuing Analysis The results of the Caltrans off-ramp queuing analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-28, 2030 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis. These results were calibrated using the factors in Appendix D of the Traffic Impact Analysis (refer to Appendix F of this document) for consistency with SEIR No. 340. As shown in Table 5-28, none of the queue would exceed the available off-ramp storage length consistent with the results of the Future Year 2030 No Project results and the analysis from SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-85 Environmental Analysis TABLE 5-27 2030 WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LEVEL OF SERVICE ID Intersection AM Peak Hour Change in Delay PM Peak Hour Change in Delay No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 11.2 B 11.2 B 0.0 21.9 C 21.9 C 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 9.6 A 9.6 A 0.0 14.5 B 14.5 B 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 22.1 C 22.1 C 0.0 17.3 B 17.2 B -0.1 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.3 B 15.2 B -0.1 75.3 E 75.5 E 0.2 I-21 Anaheim Boulevard / Disney Way 24.3 C 24.3 C 0.0 45.6 D 45.6 D 0.0 I-25 Manchester Avenue / Katella Avenue 42.4 D 42.4 D 0.0 51.2 D 51.2 D 0.0 I-26 Anaheim Way / Katella Avenue 22.6 C 23.3 C 0.7 71.3 E 72.6 E 1.3 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 12.2 B 12.5 B 0.3 9.7 A 9.8 A 0.1 LOS: level of service; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. TABLE 5-28 2030 WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (seconds) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 86 136 155 301 24.7 39.4 28.9 56.1 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 126 128 57.7 57.7 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 207 222 0 184 189 0 64.8 67.2 0.0 64.8 67.2 0.0 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 98 13 219 110 39 0 62.2 17.0 94.7 62.2 17.0 94.7 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 301 299 603 634 45.4 42.3 46.2 42.5 No I-69 Disneyland Drive / I-5 Southbound Off- Ramp 3 1 2,130 70 73 0 52 0 13.8 0.0 12.8 0.0 No L: left-turn lane; T: through lane; R: right-turn lane; I: Interstate; NB: northbound; SB: southbound Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-86 Environmental Analysis Caltrans Freeway Ramp Analysis The results of the Caltrans freeway ramp analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-29, 2030 With Project Peak Hour Freeway Ramp Level of Service. As shown in Table 5-29, ten ramps would operate above capacity during the PM peak hour: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive R-21. I-5 SB On-ramp from Katella Avenue These results are consistent with the results in SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the proposed project. TABLE 5-29 2030 WITH PROJECT PEAK HOUR FREEWAY RAMP LEVEL OF SERVICE ID Ramp Segment Ramp # of Lanes AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 22.5 C >Capacity F R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 21.4 C >Capacity F R-5 I-5 Northbound On-ramp from Katella Avenue 1 22.4 C >Capacity F R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 24.1 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 24.4 C >Capacity F R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 21.1 C >Capacity F R-10 I-5 Northbound On-ramp from Ball Road 1 23.3 C >Capacity F R-11 I-5 Northbound On-ramp from Disneyland Drive 1 24.4 C >Capacity F R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 28.2 C 32.1 D R-14 I-5 Southbound On-ramp from Disneyland Drive 1 32.7 D >Capacity F R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 29.6 D 32.7 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 29.3 D 30.0 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 31.4 D 33.1 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 26.5 C 30.1 D R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 25.7 C 32.0 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 31.4 D >Capacity F LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate * Major Diverge analysis used to calculate density Source: Gibson 2014. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-87 Environmental Analysis Caltrans Freeway Mainline Analysis The results of the Caltrans freeway mainline analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-30, 2030 With Project Peak Hour Freeway Mainline Level of Service. As shown in Table 5-30, all three segments are expected to operate at LOS E during the PM peak hour: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-5. I-5 NB between Harbor Boulevard and Katella Avenue F-6. I-5 NB between Katella Avenue and State College Boulevard These results are consistent with the results of SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the proposed project. TABLE 5-30 2030 WITH PROJECT PEAK HOUR FREEWAY MAINLINE LEVEL OF SERVICE ID Freeway Segment Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 21.9 C 42.0 E 27.0 D 30.0 D F-5 I-5 between Harbor Boulevard and Katella Avenue 19.6 C 39.8 E 23.2 C 26.3 D F-6 I-5 between Katella Avenue and State College Boulevard 19.9 C 43.1 E 25.8 C 29.4 D LOS: level of service; pc/mi/ln: passenger cars per mile per lane; I: Interstate Source: Gibson 2014. Caltrans Freeway Weaving Analysis The results of the Caltrans freeway weaving analysis for the Future Year 2030 No Project and With Project conditions are shown in Table 5-31, 2030 With Project Peak Hour Freeway Weaving Level of Service. As shown in Table 5-31, all of the analyzed weaving segments are deficient during the PM peak hour: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-5. I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp W-7. I-5 SB between Katella Avenue On-ramp and State College Boulevard Off-ramp These results are consistent with the results of SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the proposed project. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-88 Environmental Analysis TABLE 5-31 2030 WITH PROJECT PEAK HOUR FREEWAY WEAVING LEVEL OF SERVICE ID Weaving Segment Weaving Length (ft) AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On- Ramp and Lincoln Avenue Off-Ramp 1,680 23.0 B >Capacity F I-5 Southbound between Lincoln Avenue On- Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On- Ramp and Harbor Boulevard Off-Ramp 1,520 33.3 D 39.0 E W-6 I-5 Northbound between Anaheim Boulevard On- Ramp and Harbor Boulevard Off-Ramp 2,080 22.6 B >Capacity F I-5 Southbound between Harbor Boulevard On- Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 21.3 B >Capacity F I-5 Southbound between Katella Avenue On- Ramp and State College Boulevard Off-Ramp 1,870 31.7 C 36.9 E LOS: level of service; ft: feet; pc/mi/ln: passenger cars per mile per lane; I: Interstate Source: Gibson 2014. Queuing Model Analysis The Toy Story Parking Lot is served by a single full-access driveway at the intersection of Harbor Boulevard and Convention Way. All arriving and departing guests use this signalized driveway, including all future guests associated with the proposed expansion of the Toy Story Parking Lot. Approximately 600 feet east of the driveway, there are a total of six entry booths where guests may purchase a parking pass. From there, guest vehicles are guided by parking staff to a specific space through a process known as speed loading. At the entrance to the Toy Story Parking Lot, there are two inbound lanes and three outbound lanes. During peak arrival periods, the outbound lanes are sequentially coned off to allow inbound traffic to queue up behind the six entry booths. In total, based on a typical coning pattern, there is a cumulative total of approximately 2,300 feet of queuing space in front of the 6 entry booths. Assuming 25 feet per car length (including the gap between cars), 2,300 feet can hold approximately 92 cars before backing up onto Harbor Boulevard and preventing additional guests from entering the driveway. Based on the Queuing Model detailed in Appendix F, the driveway only provides space for approximately 92 vehicles to queue, which is 55 vehicles fewer than the projected need. In order to prevent queues reaching Harbor Boulevard and potentially causing congestion on Harbor Boulevard, an operational contingency that is currently employed at the Toy Story Parking Lot would continue to be used during peak arrival periods to speed up the processing of vehicles through the entry booths. During these periods, should queued guest vehicles reach Harbor Boulevard, parking staff would open the entry gates to allow free flow of vehicles into the parking lot (free of charge) until the queue dissipates. With this strategy, the peak arrival period would be accommodated without causing congestion on Harbor Boulevard. No impacts to the local circulation system would occur as a result of the proposed project. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-89 Environmental Analysis As shown in the analysis above, no new significant impacts would occur related to the proposed project. Consistent with SEIR No. 340, the proposed project would participate in any identified mitigation improvements adjacent to the project site; pay appropriate traffic fees; and pay its fair share of nearby improvements, as identified below in the Mitigation section. b) Conflict with an applicable congestion management program, including, but not limited to level of service standards and travel demand measures, or other standards established by the county congestion management agency for designated roads or highways? Consistent with SEIR No. 340, Orange County CMP guidelines state that development projects must comply with CMP criteria. Since the CMP’s LOS standard of E or better is less stringent than the City of Anaheim’s LOS standard of D or better and project impacts would be mitigated to LOS D or better, compliance with the City of Anaheim’s standard would generally mean compliance with the Orange County CMP standard. Since the proposed project would not result in any new, significant impacts on CMP intersections, no conflict with the CMP would occur. c) Result in a change in air traffic patterns, including either an increase in traffic levels or a change in location that results in substantial safety risks? The proposed project would not include any land uses that would change air traffic patterns or locations, nor would it increase the amount of air traffic. Fullerton Municipal Airport is the closest airport to the project site and is located approximately 5.15 miles northwest of the project site. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. d) Substantially increase hazards due to a design feature sharp curves or dangerous intersections) or incompatible uses? The Toy Story Parking Lot is served by a single full-access driveway at the intersection of Harbor Boulevard and Convention Way. The proposed project would not involve any modifications to this driveway or surrounding streets. Guest access to and from the Toy Story Parking Lot would not change as a result of the proposed project. e) Result in inadequate emergency access? The proposed project would involve the expansion of an existing surface parking lot. The design of the parking lot has been reviewed by the Fire Department to ensure adequate emergency access. Furthermore, final construction drawings would be subject to review and approval in coordination with the Anaheim Police and Fire Departments to ensure that adequate access is provided and that the site plans would be subject to plan check prior to construction. Therefore, this coordination with City of Anaheim staff would ensure that the proposed project would not impact emergency access. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. f) Conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities? The proposed project would be located near several public transit routes, including Orange County Transportation Authority (OCTA) and Anaheim Resort Transportation (ART) routes. The proposed project would not conflict with any policies, plans or programs regarding public transit, bicycle, or pedestrian facilities. All proposed project components would be internal to the project ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-90 Environmental Analysis site and would not impact public transit, bicycle or pedestrian facilities. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the traffic and circulation analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.14-2 Prior to issuance of the first building permit for each building grading permit, the property owner/developer shall pay the appropriate Traffic Signal Assessment Fees and Transportation Impact and Improvement Fees to the City of Anaheim in amounts determined by the City Council Resolution in effect at the time of issuance of the building grading permit with credit given for City-authorized improvements provided by the property owner/developer. The property owner shall also participate in all applicable reimbursement or benefit districts, which have been established. MM 5.14-7 Ongoing during construction, if the Anaheim Police Department or the Anaheim Traffic Management Center (TMC) personnel are required to provide temporary traffic control services, the property owner/developer shall reimburse the City, on a fair-share basis, if applicable, for reasonable costs associated with such services. 5.17 WATER 5.17.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 SEIR No. 340 identified that buildout of the ARSP would exceed capacities of existing water facilities; however, this impact would be mitigated to less than significant level. Further, the projected water demand associated with buildout of the ARSP would be accommodated through ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-91 Environmental Analysis existing and projected supplies. Implementation of identified mitigation measures would ensure water conservation measures would be incorporated into future development to ensure that water supplies remain reliable into the future. 5.17.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Require or result in the construction of new water treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? b) Have sufficient water supplies available to serve the project (including large-scale developments as defined by Public Resources Code Section 21151.9 and described in Question No. 20 of the Environmental Information Form) from existing entitlements and resources, or are new or expanded entitlements needed? Due to the nature of the proposed project, the proposed project’s demand for water would be limited to irrigation uses for the landscaped areas. This anticipated demand would be substantially reduced when compared to what was analyzed for the project site in SEIR No. 340 assuming development of the project site with hotel or other visitor-serving uses. Due to the reduced demand, no new significant impacts or substantially worse impacts beyond what was previously evaluated would occur related to water facilities or water supply. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the water facilities or water supply analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.15-1 Prior to issuance of each building grading permit (to be implemented prior to final building and zoning inspections, and continuing on an on-going basis during project operation), the property owner/ developer shall submit to the Public ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-92 Environmental Analysis Utilities Department plans for review and approval which shall ensure that water conservation measures are incorporated. The water conservation measures to be shown on the plans and implemented by the property owner/developer, to the extent applicable include, but are not limited to, the following: a. Use of low-flow sprinkler heads in irrigation systems. b. Use of waterway recirculation systems. c. Low-flow fittings, fixtures, and equipment, including low flush toilets and urinals. d. Use of self-closing valves on drinking valves. e. Use of efficient irrigation systems such as drip irrigation and automatic systems which use moisture sensors. f. Use of low-flow shower heads in hotels. g. Water efficient ice-machines, dishwashers, clothes washers and other water- using appliances. h. Use of irrigation systems primarily at night when evaporation rates are lowest. i. Provide information to the public in conspicuous places regarding water conservation. j. Use of water conserving landscape plant materials wherever feasible. MM 5.15-2 Prior to issuance of each building grading permit, all water supply planning for the project will be closely coordinated with, and be subject to the review and final approval of, the Public Utilities Department, Water Engineering Division and Fire Department. MM 5.15-3 Prior to issuance of each building grading permit, water pressure greater than 80 pounds per square inch (psi) shall be reduced to 80 psi or less by means of pressure reducing valves installed at the property owner/developer’s service. MM 5.15-4 Prior to the issuance of each building permit approval of the final site plan, the property owner/developer shall submit a landscape and irrigation plan which shall be prepared and certified by a licensed landscape architect. The irrigation plan shall specify methods for monitoring the irrigation system. The system shall ensure that irrigation rates do not exceed the infiltration of local soils, that the application of fertilizers and pesticides do not exceed appropriate levels of frequencies, and that surface runoff and overwatering is minimized. The landscaping and irrigation plans shall include water-conserving features such as low flow irrigation heads, automatic irrigation scheduling equipment, flow sensing controls, rain sensors, soil moisture sensors, and other water-conserving equipment. The landscaping and irrigation plans shall indicate that separate irrigation lines for recycled water shall be constructed and recycled water will be used when it becomes available. All irrigation systems shall be designed so that they will function properly with recycled water. MM 5.15-5 Prior to approval of the Final Site Plan and building permits, plans shall specifically show that the water meter and backflow equipment and any other large water system equipment will be installed to the satisfaction of the Public Utilities Department, Water Engineering Division, aboveground and behind the building setback line in a manner fully screened from all public streets and alleys ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-93 Environmental Analysis and in accordance with Ordinance No. 4156. Prior to the final building and zoning inspections, the water meter and backflow equipment and any other large water system equipment shall be installed to the satisfaction of the Public Utilities Department, Water Engineering Division, in accordance with the Final Site Plan and the building permit plans. MM 5.15-6 Prior to issuance of each building grading permit, unless records indicate previous payment, the appropriate fees for Primary Mains, Secondary Mains and Fire Protection Service shall be paid to the Public Utilities Department, Water Engineering Division in accordance with Rule 15A, and Rule 20 of the Public Utilities Department Water Rates, Rules and Regulations. MM 5.15-7 Prior to final building and zoning inspections, a separate water meter shall be installed for landscape water on all projects where the landscape area exceeds 2,500 square feet in accordance with Ordinance No. 6160. MM 5.15-8 Prior to the issuance of the first building permit or grading permit, whichever occurs first, the property owner/developer shall comply with Rule 15E of the Public Utilities Department Water Rates, Rules, and Regulations. Rule 15E shall be amended to include: a. Construction of a new well with a minimum 1,500 GPM capacity to serve The Anaheim Resort Area (tentative location near Ponderosa Park and Orangewood Avenue); and b. Construction of a new 16-inch water main along Harbor Boulevard from Orangewood to Chapman Avenue. 5.18 SEWER 5.18.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, the wastewater treatment requirements of the Santa Ana Regional Water Quality Control Board would not be exceeded by buildout of the ARSP. SEIR No. 340 identified that buildout of the ARSP would increase sewage flows in existing sewer lines and trunks serving the area, resulting in several sewer lines becoming deficient; however, this impact would be mitigated to less than significant level. Additionally, it was determined that build out of the ARSP evaluated in SEIR No. 340 would increase sewage flows by approximately 323,656 gallons per day (gpd) in the PR District and 2.1 million gallons per day (mgd) in the C-R District and that these increases in sewage flow would be accommodated by available capacity at Orange County Sanitation District (OCSD) Treatment Plant No. 1. 5.18.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Exceed wastewater treatment requirements of the applicable Regional Water Quality Control Board? b) Require or result in the construction of new water or wastewater treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-94 Environmental Analysis c) Result in a determination by the wastewater treatment provider which serves or may serve the project that it has inadequate capacity to serve the project’s projected demand in addition to the provider’s existing commitments? Due to the nature of the proposed project involving expansion of an existing parking lot, there would be no need for new connections to the City’s wastewater system and no increase in wastewater generation would occur. Therefore, wastewater volumes would be substantially reduced when compared to what was analyzed for the project site in SEIR No. 340. Due to the reduced generation, no new significant impacts or substantially worse impacts beyond what was previously evaluated would occur related to wastewater facilities. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the sewer analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.16-1 Prior to approval of a final subdivision map or issuance of a grading or building permit, whichever occurs first, the property owner/developer shall participate in the City’s Master Plan of Sewers and related Infrastructure Improvement (Fee) Program to assist in mitigating existing and future sanitary sewer system deficiencies as follows: The property owner/developer shall submit a report for review and approval of the City Engineer to assist in determining the following: a. If the development/redevelopment does not discharge into a sewer system that is currently deficient or will become deficient because of that discharge and/or does not increase flows or change points of discharge, then the property owner’s/developer’s responsibility shall be limited to participation in the Infrastructure Improvement (Fee) Program. b. If the development/redevelopment discharges into a sewer system that is currently deficient or will become deficient because of that discharge and/or increases flows or changes points of discharge, then the property ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-95 Environmental Analysis owner/developer shall be required to guarantee mitigation to the satisfaction of the City Engineer and the City Attorney of the impact prior to approval of a final subdivision map or issuance of a grading or building permit whichever occurs first, pursuant to the improvements identified in the South Central Area Sewer Deficiency Study. The property owner/developer shall be required to install the sanitary sewer facilities, as recommended by the South Central Area Sewer Deficiency Study, prior to acceptance for maintenance of public improvements by the City or final building and zoning inspections for the building/structure, whichever comes first. Additionally, the property owner/developer shall participate in the Infrastructure Improvement (Fee) Program, as determined by the City Engineer, which may include fees, credits, reimbursements, or a combination thereof. As part of guaranteeing the mitigation of impacts for the sanitary sewer system, the property owner/developer shall submit a sanitary sewer system improvement phasing plan for the project to the City Engineer for review and approval which shall contain, at a minimum, a layout of the complete system, all facility sizes, including support calculations, construction phasing, and construction estimates. The study shall determine the impact of the project sewer flows for total buildout of the project and identify local deficiencies for each project component each hotel). MM 5.8-6 Prior to approval issuance of building permits the final site plan, the property owner/developer shall provide written evidence that all storm drain, sewer, and street improvement plans shall be designed and constructed to the satisfaction of the City Engineer. 5.19 ELECTRICITY 5.19.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, buildout of the ARSP area would result in an increased demand for electricity. Compliance with the standard requirements and implementation of the proposed mitigation measures would reduce anticipated demand through conservation efforts. It is expected that the existing electrical distribution system and future planned improvements would adequately accommodate the anticipated demand, thus resulting in a less than significant impact with mitigation. 5.19.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Result in a need for new systems or supplies, or substantial alterations related to electricity? As discussed previously, SEIR No. 340 assumed development of the project site with hotel or other visitor-serving uses. Development of the project site to expand the proposed Toy Story Parking Lot would have a demand for electricity for proposed on-site uses, including light standards and irrigation systems. However, the anticipated demand for the Toy Story Parking Lot would be nominal in comparison to the anticipated electrical demand associated with hotel ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-96 Environmental Analysis or other visitor-serving uses, as evaluated in SEIR No. 340. Further, the project site is currently served by an existing electrical distribution system and necessary modifications to the system would be implemented as part of the proposed project. No new impacts would occur beyond what was previously evaluated in SEIR No. 340. Conclusion The proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the electricity analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.17-1 Prior to issuance of each building permit grading permit, the property owner/developer shall consult with the City of Anaheim Public Utilities Department, Business and Community Programs Division in order to review energy efficient measures to incorporate into the project design. Prior to the final building and zoning inspection, the property owner developer shall implement these energy efficient measures which may include the following: a. High-efficiency air-conditioning systems with EMS (computer) control b. Variable air volume (VAV) distribution c. Outside air (100%) economizer cycle d. Staged compressors or variable speed drives to flow varying thermal loads e. Isolated HVAC zone control by floors/separable activity areas f. Specification of premium-efficiency electric motors compressor motors, air-handling units, and fan-coil units) g. Use of occupancy sensors in appropriate spaces h. Use of compact fluorescent lamps i. Use of cold cathode fluorescent lamps j. Use of light emitting diode (LED) or equivalent energy-efficient lighting for outdoor lighting ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-97 Environmental Analysis k. Use of Energy Star® exit lighting or exit signage l. Use of T-8 lamps and electronic ballasts where applications of standard fluorescent fixtures are identified m. Use of lighting power controllers in association with metal-halide or high- pressure sodium (high intensity discharge) lamps for outdoor lighting and parking lots n. Consideration of thermal energy storage air-conditioning for spaces or facilities that may require air-conditioning during summer, day-peak periods. o. For swimming pools and spas, incorporate solar heating, automatic covers, and efficient pumps and motors, as feasible. p. Consideration for participation in Advantage Services Programs such as: a. New construction design review, in which the City cost-shares engineering for up to $10,000 for design of energy efficient buildings and systems b. New Construction – cash incentives ($300 to $400 per kW reduction in load) for efficiency that exceeds Title 24 requirements c. Green Building Program – offers accelerated plan approval, financial incentives, waived plan check fees and free technical assistance. MM 5.17-2 Prior to final building and zoning inspection, the property owner/developer shall install an underground electrical service from the Public Utilities Distribution System. The Underground Service will be installed in accordance with the Electric Rules, Rates, Regulations and Electrical Specifications for Underground Systems. Electrical Service Fees and other applicable fees will be assessed in accordance with the Electric Rules, Rates, Regulations and Electrical Specifications for Underground Systems. MM 5.17-4 Prior to approval of a Final Site Plan, the property owner/developer shall coordinate with the Public Utilities Department to incorporate feasible renewable energy generation measures into the project. These measures may include but not be limited to use of solar and small wind turbine sources on new and existing facilities and the use of solar powered lighting in parking areas. 5.20 STORMWATER 5.20.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 According to SEIR No. 340, buildout of the ARSP has the potential to worsen several existing deficiencies in the City’s storm drain system. However, participation in the City’s Master Plan of Storm Drains and related Infrastructure Improvement (Fee) Program would assist in mitigating existing and future storm drainage system deficiencies. Additionally, implementation of the identified mitigation would ensure that impacts to regional flood control facilities associated with buildout of the ARSP would be reduced to less than significant levels. As discussed in SEIR No. 340, although all new growth within the ARSP area would occur in compliance with identified mitigation, the City has no control over the growth and storm water contributions of areas outside of its jurisdiction. It was determined that any addition of storm ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-98 Environmental Analysis water to the regional storm water system may be cumulatively considerable when combined with potential storm water flow increases from surrounding jurisdictions and the potential cumulative impact could be significant and unavoidable if development in the surrounding jurisdictions occurs without upgrades to the storm water infrastructure. The Anaheim City Council adopted a Statement of Overriding Considerations with regard to this potential impact. 5.20.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Require or result in the construction of new storm water drainage facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? As discussed previously in Section 5.9, Hydrology and Water Quality, stormwater flow associated with the proposed expansion areas would be directed through a curb and gutter system to the existing bio-swale or the proposed bio-swale associated with the Pongo parking area or the proposed bio-filtration system associated with the Buzz parking area. From there, stormwater would be directed to the existing detention basin, where according to the WQMP, the full design capture volume of stormwater would be infiltrated on site. Consistent with existing conditions, outflow from the detention basin would continue to be metered by the 24-inch diameter outlet, which connects to an existing 48-inch reinforced concrete pipe (RCP) in Clementine Street, and connects to the existing MS4 system in Orangewood Avenue. The MS4 system in Orangewood Avenue flows west to Harbor Boulevard. From here, storm flow enters the Anaheim Barber City Channel, which connects to the Bolsa Chica Channel and drains to Sunset-Huntington Harbor through the Anaheim Bay and to the Pacific Ocean. Therefore, the proposed storm drain system would enable the site to contain runoff and would not exceed the capacity of the local or regional storm drain systems. As a result, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects related to storm drain capacity. Conclusion Overall, the proposed project would be consistent with the project analyzed in SEIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the stormwater analysis provided in SEIR No. 340. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-99 Environmental Analysis Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.18-1 Prior to approval of a final subdivision map, or issuance of a grading or building permit, whichever occurs first, the property owner/developer shall participate in the City’s Master Plan of Storm Drains and related Infrastructure Improvement (Fee) Program to assist in mitigating existing and future storm drainage system deficiencies as follows: The property owner/developer shall submit a report for review and approval by the City Engineer to assist with determining the following: a. If the specific development/redevelopment does not increase or redirect current or historic storm water quantities/flows, then the property owner/developer’s responsibility shall be limited to participation in the Infrastructure Improvement (Fee) Program to provide storm drainage facilities in 10- and 25-year storm frequencies and to protect properties/structures for a 100-year storm frequency. b. If the specific development/redevelopment increases or redirects the current or historic storm water quantity/flow, then the property owner/developer shall be required to guarantee mitigation to the satisfaction of the City Engineer and City Attorney’s office of the impact prior to approval of a final subdivision map or issuance of a grading or building permit, whichever occurs first, pursuant to the improvements identified in the Master Plan of Drainage for the South Central Area. The property owner/developer shall be required to install the storm drainage facilities as recommended by the Master Plan of Drainage for the South Central Area to provide storm drainage facilities for 10- and 25-year storm frequencies and to protect properties/structures for a 100-year storm frequency prior to acceptance for maintenance of public improvements by the City or final building and zoning inspection for the building/structure, whichever occurs first. Additionally, the property owner/developer shall participate in the Infrastructure Improvement (Fee) Program as determined by the City Engineer which could include fees, credits, reimbursements, or a combination thereof. As part of guaranteeing the mitigation of impacts on the storm drainage system, a storm drainage system improvement phasing plan for the project shall be submitted by the property owner/developer to the City Engineer for review and approval and shall contain, at a minimum, a layout of the complete system; all facility sizes, including support calculations; construction phasing; and, construction estimates. MM 5.18-3 Prior to the issuance of building permits approval of the final site plan, the City shall require that building the site plans shall indicate that new developments will minimize stormwater and urban runoff into drainage facilities by incorporating design features such as detention basins, on-site water features, and other strategies. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-100 Environmental Analysis 5.21 PUBLIC UTILITIES 5.21.1 SUMMARY OF PREVIOUS ENVIRONMENTAL ANALYSIS Anaheim Resort Specific Plan SEIR No. 340 Natural Gas According to SEIR No. 340, Southern California Gas Company (SCGC) indicated that natural gas service to the ARSP can be provided from an existing gas main that is accessible from various locations in the ARSP area. The service would be provided in accordance with the SCGC’s policies and extension rules on file with the California Public Utilities Commission. Therefore, the ARSP would be served by existing facilities, and no new systems or substantial alterations would be required. Solid Waste Buildout of the ARSP would generate an estimated 109,514 pounds of solid waste per day or approximately 19,986 tons of solid waste annually. Buildout of the ARSP would add approximately 19,986 tons of solid waste annually to existing solid waste facilities and capacity, which would impact the landfill system. However, the buildout of the ARSP could be accommodated within the permitted capacity of the County’s landfill capacity. In addition, once the Alpha Olinda Landfill closes in 2021, capacity would exist for buildout of the ARSP in the Frank R. Bowerman Landfill. No significant impacts would occur, and no mitigation is required; however, implementation of the proposed mitigation would further ensure that adequate solid waste services are provided and that solid waste generation would be minimized. Telephone and Cable Television AT&T would serve the ARSP area. According to SEIR No. 340, it was determined that AT&T can provide telephone, digital cable, and high-speed internet services and that the ARSP area can be served by Time Warner Cable with the existing cable resources available to the site. The infrastructure capacity for telephone service typically expands with new development. Facilities needed to connect the proposed project to the existing telephone system may include new conduit, fiber and copper facilities. These improvements would be implemented in accordance with applicable State and local regulations. According to SEIR No. 340, the impact related to additional demand for telephone service is less than significant. 5.21.2 PROJECT ENVIRONMENTAL REVIEW Would the project: a) Result in a need for new systems or supplies, or substantial alterations related to natural gas? b) Be served by a landfill with sufficient permitted capacity to accommodate the project’s solid waste disposal needs? c) Comply with Federal, State, and local statutes and regulations related to solid waste? d) Result in a need for new systems or supplies, or substantial alterations related to telephone service? ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-101 Environmental Analysis e) Result in a need for new systems or supplies, or substantial alterations related to television service/reception? The proposed project would involve expansion of the existing Toy Story Parking Lot. Due to the nature of the proposed project, there would be no new demand for natural gas, telephone services, and television service/reception and the increased demand for solid waste disposal would be nominal. Additionally, as previously discussed, SEIR No. 340 assumed the development of the project site with hotel uses; therefore, the proposed project would result in a greatly reduced demand for these services and utility systems when compared to what was evaluated in SEIR No. 340. Therefore, the proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. Conclusion Overall, the proposed project would be consistent with the project analyzed in EIR No. 340. The proposed project would not create a new significant impact or a substantial increase in the severity of previously identified effects. In regard to Section 15162 of the State CEQA Guidelines, the proposed project would not propose substantial changes; would not substantially change the circumstances under which the project is undertaken; and would bring about no new information of substantial importance that would create new significant impacts, increase the severity of previously examined effects, reveal mitigation measures or alternatives previously found not to be feasible would, in fact, be feasible and would substantially reduce one or more significant effects of the project, but the Applicant declines to adopt the mitigation measure or alternative, or reveal mitigation measures or alternatives which are considerably different from those analyzed in SEIR No. 340 would substantially reduce one or more significant effects on the environment, but the Applicant declines to adopt the mitigation measure or alternative. For these reasons, there are no major revisions required to the public utilities analysis provided in SEIR No. 340. Mitigation The following mitigation measures from Updated and Modified Mitigation Monitoring Program No. 85C were adopted in connection with SEIR No. 340. These measures also would be applicable to the proposed project. Due to the nature of the proposed project, the timing for implementation of certain measures has been modified. Deletions are shown in strikethrough and additions are shown in bold. MM 5.19-1 Prior to issuance of each building grading permit; to be implemented prior to final building and zoning Inspection, the property owner/developer shall submit project plans to the Public Works Department for review and approval to ensure that the plans comply with AB 939, the Solid Waste Reduction Act of 1989, as administered by the City of Anaheim and the County of Orange and City of Anaheim Integrated Waste Management Plans. Prior to final building and zoning inspection, implementation of said plan shall commence and shall remain in full effect. Waste management mitigation measures that shall be taken to reduce solid waste generation include, but are not limited to: a. Detailing the location and design of on-site recycling facilities. b. Providing on-site recycling receptacles to encourage recycling. c. Complying with all Federal, State and City regulation for hazardous material disposal. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-102 Environmental Analysis d. Participating in the City of Anaheim’s “Recycle Anaheim” program or other substitute program as may be developed by the City. In order to meet the requirements of the Solid Waste Reduction Act of 1989 (AB 939), the property owner/developer shall implement numerous solid waste reduction programs, as required by the Public Works Department, including, but not limited to: a. Facilitating recycling by providing chutes or convenient locations for sorting and recycling bins. b. Facilitating cardboard recycling (especially in retail areas) by providing adequate space and centralized locations for collection and storing. c. Facilitating glass recycling (especially from restaurants) by providing adequate space for sorting and storing. d. Providing trash compactors for non-recyclable materials whenever feasible to reduce the total volume of solid waste and the number of trips required for collection. e. Prohibiting curbside pick-up. MM 5.19-2 Ongoing during project operation, the following practices shall be implemented, as feasible, by the property owner/developer: a. Usage of recycled paper products for stationary, letterhead, and packaging. b. Recovery of materials such as aluminum and cardboard. c. Collection of office paper for recycling. d. Collection of (foam) cups for recycling. e. Collection of glass, plastics, kitchen grease, laser printer toner cartridges, oil, batteries, and scrap metal for recycling or recovery. MM 5.19-3 Prior to issuance of building grading permits, plans shall show that trash storage areas shall be provided and maintained in a location acceptable to the City of Anaheim Department of Public Works, Operations Division. On an ongoing basis, trash storage areas shall be provided and maintained in accordance with approved plans on file with said Department. MM 5.19-4 Prior to issuance of each building grading permit, the Property Owner/Developer shall demonstrate that the plans include provisions for the installation of trash and recycle receptacles near all benches and near high traffic areas such as plazas, transit stops and retail and dining establishments. MM 5.19-5 Prior to issuance of each grading and building permit, the Property Owner/Developer shall submit to the Planning Director or Planning Services Manager for approval a Construction Waste Management Plan that, at a minimum, specifies that at least 75 percent of non-hazardous construction and demolition debris shall be recycled or salvaged and identifies the materials to be diverted from disposal and whether the materials will be sorted on site or co- mingled. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-103 Environmental Analysis ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 5-104 Environmental Analysis This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 6-1 Summary of Findings SECTION 6.0 SUMMARY OF FINDINGS As demonstrated in this Addendum, the proposed Toy Story Parking Lot Expansion Project would not result in new significant impacts, nor would it substantially increase the severity of impacts evaluated and determined for buildout of the ARSP in SEIR No. 340. Because the proposed project would not meet any of the criteria identified in Section 15162 of the State CEQA Guidelines requiring preparation of a subsequent or supplemental EIR, an Addendum to SEIR No. 340 is the appropriate document type for the proposed project. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 6-2 Summary of Findings This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-1 Updated and Modified Mitigation Monitoring Program No. 85C SECTION 7.0 MITIGATION MONITORING PROGRAM NO. 317 As discussed previously, the Updated and Modified Mitigation Monitoring Program No. 85C was prepared for SEIR No. 340 to identify required mitigation measures intended to mitigate potential impacts associated with buildout of the ARSP. This section presents those mitigation measures from the Updated and Modified Mitigation Monitoring Program No. 85C that would be applicable to the proposed Toy Story Parking Lot Expansion Project as Mitigation Monitoring Program 317. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-2 Updated and Modified Mitigation Monitoring Program No. 85C This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-3 Updated and Modified Mitigation Monitoring Program No. 85C Terms and Definitions 1. Property Owner/Developer  The owner or developer of real property on the Toy Story Parking Lot Expansion project site. 2. Environmental Equivalent/Timing  Any mitigation measure and timing thereof, subject to the approval of the City, which will have the same or superior result and will have the same or superior effect on the environment. The Planning Department, in conjunction with any appropriate agencies or City departments, shall determine the adequacy of any proposed “environmental equivalent timing” and, if determined necessary, may refer said determination to the Planning Commission. Any costs associated with information required in order to make a determination of environmental equivalency/timing shall be borne by the property owner/developer. Staff time for reviews will be charged on a time and materials basis at the rate in the City’s adopted Fee Schedule. 3. Timing  This is the point where a mitigation measure must be monitored for compliance. In the case where multiple action items are indicated, it is the first point where compliance associated with the mitigation measure must be monitored. Once the initial action item has been complied with, no additional monitoring pursuant to the Mitigation Monitoring Plan will occur, as routine City practices and procedures will ensure that the intent of the measure has been complied with. For example, if the timing is “to be shown on approved building plans” subsequent to issuance of the building permit consistent with the approved plans will be final building and zoning inspections pursuant to the building permit to ensure compliance. 4. Responsibility for Monitoring  Shall mean that compliance with the subject mitigation measure(s) shall be reviewed and determined adequate by all departments listed for each mitigation measure. Outside public agency review is limited to those public agencies specified in the Mitigation Monitoring Plan which have permit authority in conjunction with the mitigation measure. 5. Ongoing Mitigation Measures  The mitigation measures that are designated to occur on an ongoing basis as part of this Mitigation Monitoring Plan will be monitored in the form of an annual letter from the property owner/developer in January of each year demonstrating how compliance with the subject measure(s) has been achieved. When compliance with a measure has been demonstrated for a period of one year, monitoring of the measure will be deemed to be satisfied and no further monitoring will occur. For measures that are to be monitored “Ongoing During Construction,” the annual letter will review those measures only while construction is occurring; monitoring will be discontinued after construction is complete. A final annual letter will be provided at the close of construction. 6. Building Permit  For purposes of this Mitigation Monitoring Plan, a building permit shall be defined as any permit issued for construction of a new building or structural expansion or modification of any existing building, but shall not include any permits required for interior tenant improvements or minor additions to an existing structure or building. ADDENDUM TO SUPPLMENTAL ENVIRONMENTAL IMPACT REPORT NO. 340, TOY STORY PARKING LOT EXPANSION MITIGATION MONITORING PROGRAM NO. 317 ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-4 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion AESTHETICS MM 5.1-3 Ongoing Ongoing, the property owner/developer shall be responsible for the removal of any on-site graffiti within 24 hours of its application. Planning Department, Planning Division MM 5.1-4 Prior to Final Site Plan approval Prior to Final Site Plan approval, the location and configuration of all lighting fixtures including ground-mounted lighting fixtures utilized to accent buildings, landscape elements, or to illuminate pedestrian areas shall be shown on all Final Site Plans. All proposed surface parking area lighting fixtures shall be down-lighted with a maximum height of 12 feet adjacent to any residential properties. All lighting fixtures shall be shielded to direct lighting toward the area to be illuminated and away from adjacent residential property lines. Planning Department, Planning Division MM 5.1-7 Prior to final building and zoning inspections Prior to final building and zoning inspections, the property owner/developer shall submit to the Planning and Building Department a letter from a licensed landscape architect certifying that all landscaping and irrigation systems have been installed in accordance with landscaping plans approved in connection with the Final Site Plan. Planning Department, Planning Division; Public Utilities Department, Water Engineering Division MM 5.1-8 Ongoing Ongoing, all on-site non-Public Realm landscaping and irrigation systems, and Public Realm landscaping and irrigation systems, within area in which dedication has not been accepted by the City, shall be maintained by the property owner/developer, in compliance with City standards. Planning Department, Planning Division; Public Utilities Department, Water Engineering Division MM 5.1-10 Ongoing Ongoing, a licensed arborist shall be hired by the property owner/developer to be responsible for all tree trimming. Planning Department, Planning Division AIR QUALITY MM 5.2-3 Ongoing during construction Ongoing during construction, the property owner/developer shall implement measures to reduce construction-related air quality impacts. These measures shall include, but are not limited to: a. Normal wetting procedures (at least twice daily) or other dust palliative measures shall be followed during earth-moving operations to minimize fugitive dust emissions, in compliance with the City of Anaheim Municipal Code including application of chemical soil stabilizers to exposed soils after grading is completed and replacing ground cover in disturbed areas as quickly as practicable. b. For projects where there is excavation for subterranean facilities (such as parking) on-site haul roads shall be watered at least every two hours or the on-site haul roads shall be paved. South Coast Air Quality Management District; Planning Department, Building Services Division; Public Works Department, Development Services Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-5 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion c. Enclosing, covering, watering twice daily, or applying approved soil binders, according to manufacturer’s specification, to exposed piles. d. Roadways adjacent to the project shall be swept and cleared of any spilled export materials at least twice a day to assist in minimizing fugitive dust; and, haul routes shall be cleared as needed if spills of materials exported from the project site occur. e. Where practicable, heavy duty construction equipment shall be kept onsite when not in operation to minimize exhaust emissions associated with vehicles repetitiously entering and exiting the project site. f. Trucks importing or exporting soil material and/or debris shall be covered prior to entering public streets. g. Taking preventive measures to ensure that trucks do not carry dirt on tires onto public streets, including treating onsite roads and staging areas. h. Preventing trucks from idling for longer than 2 minutes. i. Manually irrigate or activate irrigation systems necessary to water and maintain the vegetation as soon as planting is completed. j. Reduce Traffic speeds on all unpaved road surfaces to 15 miles per hour or less. k. Suspend all grading operations when wind speeds (as instantaneous gust) exceed 25 miles per hour and during first and second stage smog alerts. l. Comply with SCAQMD Rule 402, which states that no dust impacts offsite are sufficient to be called a nuisance, and SCAQMD Rule 403, which restricts visible emissions from construction. m. Use low emission mobile construction equipment tractors, scrapers, dozers, etc.) where practicable. n. Utilize existing power sources power poles) or clean-fuel generators rather than temporary power generators, where practicable. o. Maintain construction equipment engines by keeping them properly tuned. p. Use low sulfur fuel for equipment, to the extent practicable. ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-6 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion MM 5.2-4 Prior to issuance of each grading permit (for Import/Export Plan) and prior to issuance of demolition permit (for Demolition Plan) Prior to issuance of each grading permit (for Import/Export Plan) and prior to issuance of demolition permit (for Demolition Plan), the property owner/developer shall submit Demolition and Import/Export plans. The plans shall include identification of offsite locations for materials export from the project and options for disposal of excess material. These options may include recycling of materials onsite, sale to a soil broker or contractor, sale to a project in the vicinity or transport to an environmentally cleared landfill, with attempts made to move it within Orange County. The property owner/developer shall offer recyclable building materials, such as asphalt or concrete for sale or removal by private firms or public agencies for use in construction of other projects, if not all can be reused on project site. Public Works Department, Engineering Services MM 5.2-6 Prior to final building and zoning inspection Prior to final building and zoning inspection, the property owner/developer shall implement, and demonstrate to the City, measures that are being taken to reduce operation-related air quality impacts. These measures may include, but are not limited to the following: a. Improve thermal integrity of structures and reduced thermal load through use of automated time clocks or occupant sensors. b. Incorporate efficient heating and other appliances. c. Incorporate energy conservation measures in site orientation and in building design, such as appropriate passive solar design. d. Use drought-resistant landscaping wherever feasible to reduce energy used in pumping and transporting water. e. To the extent feasible, provide daycare opportunities for employees or participate in a joint development daycare center. f. Install facilities for electric vehicle recharging, unless it is demonstrated that the technology for these facilities or availability of the equipment current at the time makes this installation infeasible. Public Utilities Department ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-7 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion BIOLOGICAL RESOURCES MM 5.3-1 Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first, a survey for active raptor nests shall be conducted by a qualified Biologist and submitted to the Planning Department 30 days prior to commencement of any demolition or construction activities during the raptor nesting season (February 1 to June 30) and within 500 feet of a fan palm, juniper, or canary island pine. Should an active nest be identified, restrictions defined by a qualified Biologist will be placed on construction activities in the vicinity of any active nest observed until the nest is no longer active, as determined by a qualified Biologist. These restrictions may include a 300- to 500-foot buffer zone designated around a nest to allow construction to proceed while minimizing disturbance to the active nest. Once the nest is no longer active, construction can proceed within the buffer zone. Planning Department, Building Services Division MM 5.3-2 Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first Prior to the issuance of a demolition permit, grading permit, or building permit, whichever occurs first, a letter detailing the proposed schedule for vegetation removal activities shall be submitted to the Planning Department, verifying that removal shall take place between August 1 and February 28 to avoid the bird nesting season. This would ensure that no active nests would be disturbed. If this is not feasible, then a qualified Biologist shall inspect any trees which would be impacted prior to demolition, grading or construction activities to ensure no nesting birds are present. If a nest is present, then appropriate minimization measures shall be developed by the Biologist. Planning Department, Building Services Division CULTURAL RESOURCES MM 5.4-1 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall submit a letter identifying the certified archaeologist that has been hired to ensure that the following actions are implemented: a. The archaeologist must be present at the pre-grading conference in order to establish procedures for temporarily halting or redirecting work to permit the sampling, identification, and evaluation of artifacts if potentially significant artifacts are uncovered. If artifacts are uncovered and determined to be significant, the archaeological observer shall determine appropriate actions in cooperation with the property owner/developer for exploration and/or salvage. b. Specimens that are collected prior to or during the grading process will be donated to an appropriate educational or research institution. c. Any archaeological work at the site shall be conducted under the direction of the certified archaeologist. If any artifacts are discovered during grading operations when the archaeological monitor is not present, grading shall Public Works, Engineering Services; Planning Department, Planning Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-8 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion be diverted around the area until the monitor can survey the area. d. A final report detailing the findings and disposition of the specimens shall be submitted to the City Engineer. Upon completion of the grading, the archaeologist shall notify the City as to when the final report will be submitted. MM 5.4-2 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall submit a letter identifying the certified paleontologist that has been hired to ensure that the following actions are implemented: a. The paleontologist must be present at the pre-grading conference in order to establish procedures to temporarily halt or redirect work to permit the sampling, identification, and evaluation of fossils if potentially significant paleontological resources are uncovered. If artifacts are uncovered and found to be significant, the paleontological observer shall determine appropriate actions in cooperation with the property owner/developer for exploration and/or salvage. b. Specimens that are collected prior to or during the grading process will be donated to an appropriate educational or research institution. c. Any paleontological work at the site shall be conducted under the direction of the certified paleontologist. If any fossils are discovered during grading operations when the paleontological monitor is not present, grading shall be diverted around the area until the monitor can survey the area. Public Works, Engineering Services; Planning Department, Planning Division GEOLOGY AND SOILS MM 5.5-5 Ongoing during grading activities Ongoing during grading activities, the property owner/developer shall implement standard practices for all applicable codes and ordinances to prevent erosion to the satisfaction of the Planning and Building Department, Building Services Division. Planning and Building Department, Building Services Division MM 5.5-6 Prior to issuance of grading permits Prior to issuance or grading permits, the property owner/developer shall submit to the Planning and Building Department, Building Services Division geologic and geotechnical investigations in areas of potential seismic or geologic hazards and provide a note on plans that all grading operations will be conducted in conformance with the recommendations contained in the applicable geotechnical investigation. Planning Department, Building Services Division HAZARDS AND HAZARDOUS MATERIALS MM 5.7-4 Prior to issuance of the first grading or demolition permit, whichever occurs first Prior to issuance of the first grading or demolition permit, whichever occurs first, the property owner/developer shall submit a plan for review and approval of the Fire Department which details procedures that will be taken if previously unknown USTs, or other unknown hazardous material or waste, is discovered onsite. OC Health Care Agency; Environmental Protection Section of the Fire Department ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-9 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion MM 5.7-6 Ongoing during project construction Ongoing during project construction, in the event that hazardous waste, including asbestos, is discovered during site preparation or construction, the property owner/developer shall ensure that the identified hazardous waste and/or hazardous material are handled and disposed of in the manner specified by the State of California Hazardous Substances Control Law (Health and Safety Code, Division 20, Chapter 6.5), and according to the requirements of the California Administrative Code, Title 30, Chapter 22. OC Health Care Agency; Environmental Protection Section of the Fire Department; South Coast Air Quality Management District HYDROLOGY AND WATER QUALITY MM 5.8-1 Prior to issuance of the first grading permit Prior to issuance of the first grading permit, the property owner/developer shall submit a Master Drainage and Runoff Management Plan for review and approval by the Public Works Department, Development Services Division and Orange County (OC) Public Works/OC Engineering. The Master Plan shall include, but not be limited to, the following items: a. Backbone storm drain layout and pipe size, including supporting hydrology and hydraulic calculations for storms up to and including the 100-year storm; and, b. A delineation of the improvements to be implemented for control of project- generated drainage and runoff. Public Works Department, Development Services Division and Orange County (OC) Public Works/OC Engineering Agency MM 5.8-2 Prior to issuance of a grading permit for sites that disturb more than one acre of soil Prior to issuance of a grading permit for sites that disturb more than one acre of soil, the property owner/developer shall obtain coverage under the NPDES Statewide Industrial Stormwater Permit for General Construction Activities from the State Water Resources Control Board. Evidence of attainment shall be submitted to the Planning and Building Department, Building Services Division. Planning and Building Department, Building Services Division MM 5.8-3 Ongoing during project operations Ongoing during project operations, the property owner/developer shall provide for the following: cleaning of all paved areas not maintained by the City of Anaheim on a basis, including, but not limited to, private streets and parking lots. The use of water to clean streets, paved areas, parking lots, and other areas and flushing the debris and sediment down the storm drains shall be prohibited. Public Works Department MM 5.8-4 Prior to each final building and zoning inspection Prior to each final building and zoning inspection, the property owner/developer shall submit a letter from a licensed landscape architect to the City certifying that the landscape installation and irrigation systems have been installed as specified in the approved landscaping and irrigation plans. Planning Department, Planning Services Division; Public Utilities Department MM 5.8-5 Prior to final building and zoning inspection Prior to final building and zoning inspection, the property owner/developer shall install piping on-site with project water mains so that reclaimed water may be used for landscape irrigation, if and when it becomes available. Public Utilities Department ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-10 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion MM 5.8-6 Prior to issuance of grading permits Prior to issuance of grading permits, the property owner/developer shall provide written evidence that all storm drain, sewer, and street improvement plans shall be designed and constructed to the satisfaction of the City Engineer. Planning Department, Building Services Division NOISE 5.10-1 Ongoing during construction Ongoing during construction, the property owner/developer shall ensure that all internal combustion engines on construction equipment and trucks are fitted with properly maintained mufflers. Planning Department, Building Services Division 5.10-5 Prior to issuance of each grading permit, a note shall be provided on plans indicating that during construction Prior to issuance of each grading permit, a note shall be provided on plans indicating that during construction, the property owner/developer shall install and maintain specially designed construction barriers at the project perimeter areas. The construction sound barriers shall be a minimum height of 8 feet with a minimum surface weight of 1.25 pounds per square foot or a minimum Sound Transmission Class (STC) rating of 25. The structure shall be a continuous barrier. Gates and other entry doors shall be constructed with suitable mullions, astragals, seals, or other design techniques to minimize sound leakage when in the closed position. Access doors should be self- closing where feasible. Vision ports are permissible providing they are filled with an acceptable solid vision product. Planning Department, Building Services Division 5.10-7 Ongoing during construction and project operation Ongoing during construction and project operation, sweeping operations in the parking facilities and private on-site roadways shall be performed utilizing sweeping/scrubbing equipment which operate at a level measured not greater than 60 dBA at the nearest adjacent property line. Planning Department, Building Services Division 5.10-10 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall present plans and calculations to the Planning and Building Department, Building Division to demonstrate that noise levels from planned mechanical ventilation equipment, loading docks, trash compactors, and other proposed on-site noise sources are designed to meet the City’s 60 dBA Sound Pressure Levels standard at the property line, and not create a noise increase greater than 5 dBA over existing ambient noise at the nearest noise sensitive receptor, whichever is more restrictive. Planning Department, Building Division 5.10-11 Prior to issuance of each grading permit Prior to issuance of each grading permit, a note shall be provided on plans indicating that there shall be no operation of large bulldozers or vibratory rollers within 25 feet of any existing residence. Planning Department, Planning Services Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-11 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion PUBLIC SERVICES 5.12-1 Prior to the approval of each Final Site Plan Prior to the approval of each Final Site Plan, the property owner/developer shall submit plans to the Police Department for review and approval for safety, accessibility, crime prevention, and security provisions during both the construction and operative phases for the purpose of incorporating safety measures in the project design including the concept of crime prevention through environmental design building design, circulation, site planning, and lighting of parking structures and parking areas). Planning Department, Planning Services Division; Police Department 5.12-3 Ongoing during project operation Ongoing during project operation, the property owner/developer shall provide private security on the premises to maintain adequate security for the entire project subject to review and approval of the Police Department. The use of security patrols and electronic security devices video monitors) should be considered to reduce the potential for criminal activity in the area. Planning Department, Planning Services Division; Police Department 5.12-4 Prior to issuance of each grading permit Prior to issuance of each grading permit, the project design shall include parking lots and parking structures with controlled access points to limit ingress and egress if determined to be necessary by the Police Department, and shall be subject to the review and approval of the Police Department. Planning Department, Planning Division; Police Department 5.12-6 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall submit an emergency fire access plan to the Fire Department for review and approval to ensure that service to the site is in accordance with Fire Department service requirements. Planning Department, Planning Division; Fire Department 5.12-8 Prior to issuance of each grading permit Prior to issuance of each grading permit, plans shall be submitted to ensure that development is in accordance with the City of Anaheim Fire Department Standards, including: a. Overhead clearance shall not be less than 14 feet for the full width of access roads. b. Bridges and underground structures to be used for Fire Department access shall be designed to support Fire Department vehicles weighing 75,000 pounds. c. All underground tunnels shall have sprinklers. Water supplies are required at all entrances. Standpipes shall also be provided when determined to be necessary by the Fire Department. d. Adequate off-site public fire hydrants contiguous to the Specific Plan area and onsite private fire hydrants shall be provided by the property owner/developer. The precise number, types, and locations of the hydrants shall be determined during grading permit review. Hydrants are to be a maximum of 400 feet apart. e. A minimum residual water pressure of 20 psi shall remain in the water system. Flow rates for public parking facilities shall be set at 1,000 to 1,500 gpm. Planning Department, Planning Division; Fire Department ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-12 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion 5.12-9 Prior to issuance of the first grading permit Prior to issuance of the first grading permit, the property owner/developer shall enter into an agreement recorded against the property with the City of Anaheim to pay or cause to be paid their fair share of the funding to accommodate the following, which will serve the Anaheim Resort Specific Plan area: a. One additional fire truck company. b. One additional paramedic company. c. Modifications to existing fire stations to accommodate the additional fire units, additional manpower, equipment and facilities. d. A vehicle equipped with specialty tools and equipment to enable the Fire Department to provide heavy search and rescue response capability. e. A medical triage vehicle/trailer, equipped with sufficient trauma dressings, medical supplies, stretchers, etc., to handle 1,000 injured persons, and an appropriate storage facility. The determination of the allocable share of costs attributable to the property owner/developer shall be based on an apportionment of the costs of such equipment/facilities among property owners/developers in the Hotel Circle Specific Plan Area, the Disneyland Resort Specific Plan Area and the Anaheim Resort Specific Plan Area or the otherwise defined service area, as applicable, depending on the area served. (Note: To implement this mitigation measure, the City has adopted the Fire Protection Facilities and Paramedic Services Impact Fee Program. Compliance with this Program by the property owner/developer (per Ordinance No. 5496 and Resolution No. 95R-73 dated May 16, 1995) shall satisfy the requirements of this Mitigation Measure, or the City may enter into alternative financing arrangements.) Planning Department, Planning Division; Fire Department 5.12-10 Prior to each final building and zoning inspection Prior to each final building and zoning inspection, the property owner/developer shall place emergency telephone service numbers in prominent locations as approved by the Fire Department. Planning Department, Planning Division; Fire Department 5.12-11 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall submit a Construction Fire Protection Plan to the Fire Department for review and approval detailing accessibility of emergency fire equipment, fire hydrant location, and any other construction features required by the Fire Marshal. The property owner/developer shall be responsible for securing facilities acceptable to the Fire Department and hydrants shall be operational with required fire flow. Planning Department, Planning Division; Fire Department ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-13 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion 5.12-12 Prior to the approval of each Final Site Plan and prior to the issuance of each grading permit Prior to the approval of each Final Site Plan and prior to the issuance of each grading permit, plans shall be reviewed and approved by the Fire Department as being in conformance with the Uniform Fire Code. Planning Department, Planning Division; Fire Department 5.12-13 Prior to the placement of building materials on a building site Prior to the placement of building materials on a building site, an all-weather road shall be provided from the roadway system to and on the construction site and for fire hydrants at all times, as required by the Fire Department. Such routes shall be paved or, subject to the approval of the Fire Department, shall otherwise provide adequate emergency access. Every building constructed must be accessible to Fire Department apparatus. The width and radius of the driving surface must meet the requirements of Section 10.204 of the Uniform Fire Code, as adopted by the City of Anaheim. Planning Department, Planning Division; Fire Department 5.12-14 Prior to approval of the final site plan Prior to approval of the final site plan, the property owner/developer shall provide written evidence to the satisfaction of the Fire Department that all lockable pedestrian and/or vehicular access gates shall be equipped with “knox box” devices as required and approved by the Fire Department. Planning Department, Planning Division; Fire Department 5.12-16 Prior to approval of water improvement plans Prior to approval of water improvement plans, the water supply system shall be designed by the property owner/developer to provide sufficient fire flow pressure and storage for the proposed land use and fire protection services in accordance with Fire Department requirements. Planning Department, Planning Division; Fire Department TRANSPORTATION AND TRAFFIC 5.14-2 Prior to issuance of the first grading permit Prior to issuance of the first grading permit, the property owner/developer shall pay the appropriate Traffic Signal Assessment Fees and Transportation Impact and Improvement Fees to the City of Anaheim in amounts determined by the City Council Resolution in effect at the time of issuance of the grading permit with credit given for City-authorized improvements provided by the property owner/developer. The property owner shall also participate in all applicable reimbursement or benefit districts, which have been established. Public Works Department, Transit Planning; Planning Department, Building Services Division 5.14-7 Ongoing during construction Ongoing during construction, if the Anaheim Police Department or the Anaheim Traffic Management Center (TMC) personnel are required to provide temporary traffic control services, the property owner/developer shall reimburse the City, on a fair-share basis, if applicable, for reasonable costs associated with such services. Police Department; Public Works Department, Transit Planning ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-14 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion WATER 5.15-1 Prior to issuance of grading permits (to be implemented prior to final building and zoning inspections, and continuing on an on-going basis during project operation) Prior to issuance of each grading permit (to be implemented prior to final building and zoning inspections, and continuing on an on-going basis during project operation), the property owner/ developer shall submit to the Public Utilities Department plans for review and approval which shall ensure that water conservation measures are incorporated. The water conservation measures to be shown on the plans and implemented by the property owner/developer, to the extent applicable include, but are not limited to, the following: a. Use of low-flow sprinkler heads in irrigation systems. b. Use of waterway recirculation systems. c. Low-flow fittings, fixtures, and equipment, including low flush toilets and urinals. d. Use of self-closing valves on drinking valves. e. Use of efficient irrigation systems such as drip irrigation and automatic systems which use moisture sensors. f. Use of low-flow shower heads in hotels. g. Water efficient ice-machines, dishwashers, clothes washers and other water- using appliances. h. Use of irrigation systems primarily at night when evaporation rates are lowest. i. Provide information to the public in conspicuous places regarding water conservation. j. Use of water conserving landscape plant materials wherever feasible. Public Utilities Department; Planning Department, Building Services Division 5.15-2 Prior to issuance of each grading permit Prior to issuance of each grading permit, all water supply planning for the project will be closely coordinated with, and be subject to the review and final approval of, the Public Utilities Department, Water Engineering Division and Fire Department. Public Utilities Department, Water Engineering Division and Fire Department 5.15-3 Prior to issuance of each grading permit Prior to issuance of each grading permit, water pressure greater than 80 pounds per square inch (psi) shall be reduced to 80 psi or less by means of pressure reducing valves installed at the property owner/developer’s service. Public Utilities Department, Water Engineering Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-15 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion 5.15-4 Prior to approval of the final site plan Prior to approval of the final site plan, the property owner/developer shall submit a landscape and irrigation plan which shall be prepared and certified by a licensed landscape architect. The irrigation plan shall specify methods for monitoring the irrigation system. The system shall ensure that irrigation rates do not exceed the infiltration of local soils, that the application of fertilizers and pesticides do not exceed appropriate levels of frequencies, and that surface runoff and overwatering is minimized. The landscaping and irrigation plans shall include water-conserving features such as low flow irrigation heads, automatic irrigation scheduling equipment, flow sensing controls, rain sensors, soil moisture sensors, and other water-conserving equipment. The landscaping and irrigation plans shall indicate that separate irrigation lines for recycled water shall be constructed and recycled water will be used when it becomes available. All irrigation systems shall be designed so that they will function properly with recycled water. Planning Department, Planning Services Division; Public Utilities Department, Water Engineering Division 5.15-5 Prior to approval of the Final Site Plan Prior to approval of the Final Site Plan, plans shall specifically show that the water meter and backflow equipment and any other large water system equipment will be installed to the satisfaction of the Public Utilities Department, Water Engineering Division, aboveground and behind the building setback line in a manner fully screened from all public streets and alleys and in accordance with Ordinance No. 4156. Prior to the final building and zoning inspections, the water meter and backflow equipment and any other large water system equipment shall be installed to the satisfaction of the Public Utilities Department, Water Engineering Division, in accordance with the Final Site Plan. Public Utilities Department, Water Engineering Division 5.15-6 Prior to issuance of each grading permit, unless records indicate previous payment Prior to issuance of each grading permit, unless records indicate previous payment, the appropriate fees for Primary Mains, Secondary Mains and Fire Protection Service shall be paid to the Public Utilities Department, Water Engineering Division in accordance with Rule 15A, and Rule 20 of the Public Utilities Department Water Rates, Rules and Regulations. Public Utilities Department, Water Engineering Division 5.15-7 Prior to final building and zoning inspections Prior to final building and zoning inspections, a separate water meter shall be installed for landscape water on all projects where the landscape area exceeds 2,500 square feet in accordance with Ordinance No. 6160. Public Utilities Department, Water Engineering Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-16 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion 5.15-8 Prior to the issuance of the first grading permit Prior to the issuance of the first grading permit, the property owner/developer shall comply with Rule 15E of the Public Utilities Department Water Rates, Rules, and Regulations. Rule 15E shall be amended to include: a. Construction of a new well with a minimum 1,500 GPM capacity to serve The Anaheim Resort Area (tentative location near Ponderosa Park and Orangewood Avenue); and b. Construction of a new 16-inch water main along Harbor Boulevard from Orangewood to Chapman Avenue. Public Utilities Department, Water Engineering Division SEWER 5.16-1 Prior to approval of a final subdivision map or issuance of a grading or building permit, whichever occurs first Prior to approval of a final subdivision map or issuance of a grading or building permit, whichever occurs first, the property owner/developer shall participate in the City’s Master Plan of Sewers and related Infrastructure Improvement (Fee) Program to assist in mitigating existing and future sanitary sewer system deficiencies as follows: The property owner/developer shall submit a report for review and approval of the City Engineer to assist in determining the following: a. If the development/redevelopment does not discharge into a sewer system that is currently deficient or will become deficient because of that discharge and/or does not increase flows or change points of discharge, then the property owner’s/developer’s responsibility shall be limited to participation in the Infrastructure Improvement (Fee) Program. b. If the development/redevelopment discharges into a sewer system that is currently deficient or will become deficient because of that discharge and/or increases flows or changes points of discharge, then the property owner/developer shall be required to guarantee mitigation to the satisfaction of the City Engineer and the City Attorney of the impact prior to approval of a final subdivision map or issuance of a grading or building permit whichever occurs first, pursuant to the improvements identified in the South Central Area Sewer Deficiency Study. The property owner/developer shall be required to install the sanitary sewer facilities, as recommended by the South Central Area Sewer Deficiency Study, prior to acceptance for maintenance of public improvements by the City or final building and zoning inspections for the building/structure, whichever comes first. Additionally, the property owner/developer shall participate in the Infrastructure Improvement (Fee) Program, as determined by the City Engineer, which may include fees, credits, reimbursements, or a combination thereof. As part of guaranteeing the mitigation of impacts for the sanitary sewer system, the property owner/developer shall submit a sanitary Public Utilities Department, Water Engineering Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-17 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion sewer system improvement phasing plan for the project to the City Engineer for review and approval which shall contain, at a minimum, a layout of the complete system, all facility sizes, including support calculations, construction phasing, and construction estimates. The study shall determine the impact of the project sewer flows for total build out of the project and identify local deficiencies for each project component each hotel). ELECTRICITY 5.17-1 Prior to issuance of each grading permit Prior to issuance of each grading permit, the property owner/developer shall consult with the City of Anaheim Public Utilities Department, Business and Community Programs Division in order to review energy efficient measures to incorporate into the project design. Prior to the final zoning inspection, the property owner developer shall implement these energy efficient measures which may include the following: a. High-efficiency air-conditioning systems with EMS (computer) control. b. Variable air volume (VAV) distribution. c. Outside air (100%) economizer cycle. d. Staged compressors or variable speed drives to flow varying thermal loads. e. Isolated HVAC zone control by floors/separable activity areas. f. Specification of premium-efficiency electric motors compressor motors, air- handling units, and fan-coil units). g. Use of occupancy sensors in appropriate spaces. h. Use of compact fluorescent lamps. i. Use of cold cathode fluorescent lamps. j. Use of light emitting diode (LED) or equivalent energy-efficient lighting for outdoor lighting. k. Use of Energy Star® exit lighting or exit signage. l. Use of T-8 lamps and electronic ballasts where applications of standard fluorescent fixtures are identified. m. Use of lighting power controllers in association with metal-halide or high-pressure sodium (high intensity discharge) lamps for outdoor lighting and parking lots. Public Utilities Department, Business Community Program Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-18 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion n. Consideration of thermal energy storage air-conditioning for spaces or facilities that may require air-conditioning during summer, day-peak periods. o. For swimming pools and spas, incorporate solar heating, automatic covers, and efficient pumps and motors, as feasible. p. Consideration for participation in Advantage Services Programs such as: a. New construction design review, in which the City cost-shares engineering for up to $10,000 for design of energy efficient buildings and systems. b. New Construction – cash incentives ($300 to $400 per kW reduction in load) for efficiency that exceeds Title 24 requirements. c. Green Building Program – offers accelerated plan approval, financial incentives, waived plan check fees and free technical assistance. 5.17-2 Prior to final building and zoning inspection Prior to final building and zoning inspection, the property owner/developer shall install an underground electrical service from the Public Utilities Distribution System. The Underground Service will be installed in accordance with the Electric Rules, Rates, Regulations and Electrical Specifications for Underground Systems. Electrical Service Fees and other applicable fees will be assessed in accordance with the Electric Rules, Rates, Regulations and Electrical Specifications for Underground Systems. Public Utilities Department 5.17-4 Prior to approval of a Final Site Plan Prior to approval of a Final Site Plan, the property owner/developer shall coordinate with the Public Utilities Department to incorporate feasible renewable energy generation measures into the project. These measures may include but not be limited to use of solar and small wind turbine sources on new and existing facilities and the use of solar powered lighting in parking areas. Public Utilities Department STORM WATER 5.18-1 Prior to approval of a final subdivision map, or issuance of a grading or building permit, whichever occurs first Prior to approval of a final subdivision map, or issuance of a grading or building permit, whichever occurs first, the property owner/developer shall participate in the City’s Master Plan of Storm Drains and related Infrastructure Improvement (Fee) Program to assist in mitigating existing and future storm drainage system deficiencies as follows: The property owner/developer shall submit a report for review and approval by the City Engineer to assist with determining the following: a. If the specific development/redevelopment does not increase or redirect current or historic storm water quantities/flows, then the property owner/developer’s responsibility shall be limited to participation in the Infrastructure Improvement (Fee) Program to provide storm drainage Public Utilities Department, Water Engineering Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-19 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion facilities in 10- and 25-year storm frequencies and to protect properties/structures for a 100-year storm frequency. b. If the specific development/redevelopment increases or redirects the current or historic storm water quantity/flow, then the property owner/developer shall be required to guarantee mitigation to the satisfaction of the City Engineer and City Attorney’s office of the impact prior to approval of a final subdivision map or issuance of a grading or building permit, whichever occurs first, pursuant to the improvements identified in the Master Plan of Drainage for the South Central Area. The property owner/developer shall be required to install the storm drainage facilities as recommended by the Master Plan of Drainage for the South Central Area to provide storm drainage facilities for 10- and 25-year storm frequencies and to protect properties/structures for a 100-year storm frequency prior to acceptance for maintenance of public improvements by the City or final building and zoning inspection for the building/structure, whichever occurs first. Additionally, the property owner/developer shall participate in the Infrastructure Improvement (Fee) Program as determined by the City Engineer which could include fees, credits, reimbursements, or a combination thereof. As part of guaranteeing the mitigation of impacts on the storm drainage system, a storm drainage system improvement phasing plan for the project shall be submitted by the property owner/developer to the City Engineer for review and approval and shall contain, at a minimum, a layout of the complete system; all facility sizes, including support calculations; construction phasing; and, construction estimates. 5.18-3 Prior to the approval of the final site plan Prior to the approval of the final site plan, the site plan shall indicate that new developments will minimize stormwater and urban runoff into drainage facilities by incorporating design features such as detention basins, on-site water features, and other strategies. Planning Department, Building Services Division PUBLIC UTILITIES 5.19-1 Prior to issuance of each grading permit; to be implemented prior to final zoning Inspection Prior to issuance of each grading permit; to be implemented prior to final zoning Inspection, the property owner/developer shall submit project plans to the Public Works Department for review and approval to ensure that the plans comply with AB 939, the Solid Waste Reduction Act of 1989, as administered by the City of Anaheim and the County of Orange and City of Anaheim Integrated Waste Management Plans. Prior to final zoning inspection, implementation of said plan shall commence and shall remain in full effect. Waste management mitigation measures that shall be taken to reduce solid waste generation include, but are not limited to: Public Works Department; OC Waste & Recycling ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-20 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion a. Detailing the location and design of on-site recycling facilities. b. Providing on-site recycling receptacles to encourage recycling. c. Complying with all Federal, State and City regulation for hazardous material disposal. d. Participating in the City of Anaheim’s “Recycle Anaheim” program or other substitute program as may be developed by the City. In order to meet the requirements of the Solid Waste Reduction Act of 1989 (AB 939), the property owner/developer shall implement numerous solid waste reduction programs, as required by the Public Works Department, including, but not limited to: a. Facilitating recycling by providing chutes or convenient locations for sorting and recycling bins. b. Facilitating cardboard recycling (especially in retail areas) by providing adequate space and centralized locations for collection and storing. c. Facilitating glass recycling (especially from restaurants) by providing adequate space for sorting and storing. d. Providing trash compactors for non-recyclable materials whenever feasible to reduce the total volume of solid waste and the number of trips required for collection. e. Prohibiting curbside pick-up. 5.19-2 Ongoing during project operation Ongoing during project operation, the following practices shall be implemented, as feasible, by the property owner/developer: a. Usage of recycled paper products for stationary, letterhead, and packaging. b. Recovery of materials such as aluminum and cardboard. c. Collection of office paper for recycling. d. Collection of (foam) cups for recycling. e. Collection of glass, plastics, kitchen grease, laser printer toner cartridges, oil, batteries, and scrap metal for recycling or recovery. Planning Department, Planning Services Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-21 Updated and Modified Mitigation Monitoring Program No. 85C TOY STORY PARKING LOT EXPANSION PROJECT Mitigation Measure Number Timing Measure Responsible for Monitoring Completion 5.19-3 Prior to issuance of grading permits Prior to issuance of grading permits, plans shall show that trash storage areas shall be provided and maintained in a location acceptable to the City of Anaheim Department of Public Works, Operations Division. On an ongoing basis, trash storage areas shall be provided and maintained in accordance with approved plans on file with said Department. Department of Public Works, Operations Division 5.19-4 Prior to issuance of each grading permit Prior to issuance of each grading permit, the Property Owner/Developer shall demonstrate that the plans include provisions for the installation of trash and recycle receptacles near all benches and near high traffic areas such as plazas, transit stops and retail and dining establishments. Planning Department, Building Services Division 5.19-5 Prior to issuance of each grading permit Prior to issuance of each grading permit, the Property Owner/Developer shall submit to the Planning Director or Planning Services Manager for approval a Construction Waste Management Plan that, at a minimum, specifies that at least 75 percent of non- hazardous construction and demolition debris shall be recycled or salvaged and identifies the materials to be diverted from disposal and whether the materials will be sorted on site or co-mingled. Planning Department, Planning Services Division ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to SEIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 7-22 Updated and Modified Mitigation Monitoring Program No. 85C This page intentionally left blank ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to EIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 8-1 References SECTION 8.0 REFERENCES Anaheim, City of. 2013 (November 5, current through). Anaheim, California Code of Ordinances. Cincinnati, OH: American Legal Publishing for the City. http://www.amlegal.com/anaheim_ca/. 2012 (September 14). Draft Environmental Impact Report 340 Amendment No. 14 to the Anaheim Resort Specific Plan (prepared by BonTerra Consulting). Anaheim, CA: the City. 2008 ((April 17). City of Anaheim Average Daily Traffic Volumes (map). Available http://www.anaheim.net/article.asp?id=1713.California Department of Conservation, Farmland Mapping and Monitoring Program (FMMP). 2010. Farmland Mapping and Monitoring Program (FMMP) Farmland Map: Orange County, California. Sacramento, CA: FMMP. 2004 (May). General Plan for the City of Anaheim (City Council Resolution No. 2004- 94). Anaheim, CA: the City. California Department of Transportation (Caltrans). 2009 (November). Technical Noise Supplement: A Technical Supplement to the Traffic Noise Analysis Protocol. Sacramento, CA: Caltrans. http://www.dot.ca.gov/hq/env/noise/pub/Technical%20 Noise%20Supplement.pdf. 1998 (October). Technical Noise Supplement: A Technical Supplement to the Traffic Noise Analysis Protocol. Sacramento, CA: Caltrans. http://www.dot.ca.gov/hq/env/noise/ pub/Technical%20Noise%20Supplement.pdf. Christopher Jean & Associates, Inc. (Christopher Jean). 2014 (August Revised Acoustical Analysis, Buzz/Pongo Parking Lot Expansion, Disneyland Resort, City of Anaheim. Fullerton, CA. Environmental Data Resources, Inc. (EDR). 2014 (July 23). The EDR Radius MapTM Report with GeoCheck®: Toy Story Parking Lot Expansion, 1854 S. Harbor Boulevard, Anaheim, California 92679 (Inquiry Number 4015472.2s). Milford, CT: EDR. Gibson Transportation Consulting, Inc. 2014 (August). Traffic Impact Analysis for the Toy Story Parking Lot Expansion, Anaheim, California. Anaheim, CA: the City. Hall, Barbara L. P.E., Inc. 2014a (September 15). County of Orange/Santa Ana Region Priority Project Water Quality Management Plan: Toy Story CUP Amendment. Monrovia, CA: Barbara L. Hall, P.E., Inc. Hall, Barbara L. P.E., Inc. 2014b (August 29). Preliminary Drainage Report Toy Story Parking Lot Expansion. Monrovia, CA: Barbara L. Hall, P.E., Inc. Sacramento Metropolitan Air Quality Management District (SMAQMD). 2009 (August). Draft CEQA Guide to Air Quality Assessment. Sacramento, CA: SMAQMD. http://www.airquali ---PAGE BREAK--- Toy Story Parking Lot Expansion Project Addendum to EIR 340 R:\Projects\ANA_Anaheim\J0088\Toy Story Addendum-092414.docx 8-2 References South Coast Air Quality Management District (SCAQMD). 2013a. California Emission Estimator Model (CalEEMod)TM Version 2013.2 Developed by Environ International Corporation in Collaboration with SCAQMD and other California Air Districts. Diamond Bar, CA: SCAQMD. 2013b (February). 2012 Air Quality Management Plan. Diamond Bar, CA: SCAQMD. http://www.aqmd.gov/aqmp/2012aqmp/index.htm. 2011 (March). SCAQMD Air Quality Significance Thresholds. Diamond Bar, CA: SCAQMD. 2010 (September). Greenhouse Gases CEQA Significant Thresholds Working Group Meeting #15. Diamond Bar, CA: SCAQMD. 2009 (October 21). Final Localized Significance Threshold Methodology, Appendix C. Diamond Bar, CA: SCAQMD. 2008 (October). Draft Guidance Document – Interim CEQA Greenhouse Gas (GHG) Significance Thresholds. Diamond Bar, CA: SCAQMD. 1993 (November, as revised). CEQA Air Quality Handbook. Diamond Bar, CA: SCAQMD 1976a (May 7, adopted). Rule 402: Nuisance. Diamond Bar, CA: SCAQMD. http://www.aqmd.gov/rules/reg/reg04/r402.pdf. 1976b (May, as amended through 2005). Rule 403: Fugitive Dust. Diamond Bar, CA: SCAQMD. http://www.aqmd.gov/rules/reg/reg04/r403.pdf. ---PAGE BREAK--- APPENDIX A AIR QUALITY AND GREENHOUSE GAS CALCULATIONS ---PAGE BREAK--- ---PAGE BREAK--- Orange County, Winter Toy Story Parking Lot Expansion 1.1 Land Usage Land Uses Size Metric Lot Acreage Floor Surface Area Population Parking Lot 604.00 Space 5.85 254,826.00 0 1.2 Other Project Characteristics Urbanization Climate Zone Urban 8 Wind Speed (m/s) Precipitation Freq (Days) 2.2 30 1.3 User Entered Comments & Non-Default Data 1.0 Project Characteristics Utility Company Anaheim Public Utilities 2015 Operational Year CO2 Intensity (lb/MWhr) 1543.28 0.029 CH4 Intensity (lb/MWhr) 0.006 N2O Intensity (lb/MWhr) CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 1 of 27 ---PAGE BREAK--- Project Characteristics - Land Use - Parking lot area from site plan Construction Phase - Construction phase data - Applicant data needs response Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Trips and VMT - Trips from applicant and engineering judgment Grading - Architectural Coating - Paint area from applicant Vehicle Trips - Operational trips from Toy Story TIA (Gibson) Area Coating - No interior painting Landscape Equipment - Water And Wastewater - Water use based on CalEEMod park rate and project 0.72 acre Sequestration - 120 Pine trees Construction Off-road Equipment Mitigation - Table Name Column Name Default Value New Value tblArchitecturalCoating ConstArea_Nonresidential_Exterior 3,822.00 20,800.00 tblArchitecturalCoating ConstArea_Nonresidential_Interior 11,467.00 0.00 tblAreaCoating Area_Nonresidential_Interior 11467 0 tblConstructionPhase NumDays 20.00 5.00 tblConstructionPhase NumDays 230.00 20.00 tblConstructionPhase NumDays 20.00 22.00 tblConstructionPhase NumDays 10.00 15.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 2 of 27 ---PAGE BREAK--- tblConstructionPhase PhaseEndDate 6/5/2015 5/15/2015 tblConstructionPhase PhaseEndDate 5/21/2015 4/28/2015 tblConstructionPhase PhaseEndDate 6/24/2015 5/29/2015 tblConstructionPhase PhaseStartDate 5/30/2015 5/11/2015 tblConstructionPhase PhaseStartDate 4/24/2015 4/1/2015 tblConstructionPhase PhaseStartDate 2/21/2015 2/23/2015 tblConstructionPhase PhaseStartDate 5/27/2015 5/1/2015 MaterialExported 0.00 1,000.00 MaterialImported 0.00 4,811.00 tblLandUse LandUseSquareFeet 241,600.00 254,826.00 tblLandUse LotAcreage 5.44 5.85 tblOffRoadEquipment HorsePower 226.00 150.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 2.00 tblOffRoadEquipment UsageHours 7.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 7.00 0.00 OperationalYear 2014 2015 tblSequestration NumberOfNewTrees 0.00 120.00 HaulingTripNumber 125.00 170.00 HaulingTripNumber 601.00 602.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 3 of 27 ---PAGE BREAK--- 2.0 Emissions Summary VendorTripNumber 42.00 5.00 VendorTripNumber 0.00 2.00 WorkerTripNumber 107.00 12.00 WorkerTripNumber 21.00 19.00 tblVehicleTrips CNW_TL 6.90 20.00 tblVehicleTrips CNW_TTP 0.00 100.00 tblVehicleTrips PR_TP 0.00 100.00 tblVehicleTrips ST_TR 0.00 2.00 tblVehicleTrips SU_TR 0.00 2.00 tblVehicleTrips WD_TR 0.00 2.00 tblWater OutdoorWaterUseRate 0.00 861,608.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 4 of 27 ---PAGE BREAK--- 2.1 Overall Construction (Maximum Daily Emission) ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year lb/day lb/day 2015 52.2775 51.5273 34.2648 0.0508 7.9608 2.2573 10.2181 3.6173 2.0767 5.6939 5,249.530 9 0.9451 0.0000 5,269.376 9 Total 52.2775 51.5273 34.2648 0.0508 7.9608 2.2573 10.2181 3.6173 2.0767 5.6939 5,249.530 9 0.9451 0.0000 5,269.376 9 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year lb/day lb/day 2015 52.2775 51.5273 34.2648 0.0508 3.9060 2.2573 6.1633 1.7158 2.0767 3.7925 5,249.530 9 0.9451 0.0000 5,269.376 9 Total 52.2775 51.5273 34.2648 0.0508 3.9060 2.2573 6.1633 1.7158 2.0767 3.7925 5,249.530 9 0.9451 0.0000 5,269.376 9 Mitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 50.94 0.00 39.68 52.57 0.00 33.39 0.00 0.00 0.00 0.00 0.00 0.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 5 of 27 ---PAGE BREAK--- 2.2 Overall Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Area 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mobile 6.1640 22.4140 94.4866 0.2431 18.5743 0.3133 18.8875 4.9552 0.2880 5.2433 21,796.42 63 0.9055 21,815.44 09 Total 11.2280 22.4146 94.5504 0.2431 18.5743 0.3135 18.8877 4.9552 0.2883 5.2435 21,796.55 85 0.9058 0.0000 21,815.58 11 Unmitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Area 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mobile 6.1640 22.4140 94.4866 0.2431 18.5743 0.3133 18.8875 4.9552 0.2880 5.2433 21,796.42 63 0.9055 21,815.44 09 Total 11.2280 22.4146 94.5504 0.2431 18.5743 0.3135 18.8877 4.9552 0.2883 5.2435 21,796.55 85 0.9058 0.0000 21,815.58 11 Mitigated Operational CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 6 of 27 ---PAGE BREAK--- 3.0 Construction Detail Construction Phase Phase Number Phase Name Phase Type Start Date End Date Num Days Week Num Days Phase Description 1 Site Preparation Site Preparation 2/2/2015 2/20/2015 5 15 2 Grading Grading 2/23/2015 3/24/2015 5 22 3 Utilities Trenching 3/25/2015 4/23/2015 5 22 4 Soundwall Construction Building Construction 4/1/2015 4/28/2015 5 20 5 Paving Paving 4/29/2015 5/26/2015 5 20 6 Tree Planting Trenching 5/1/2015 5/29/2015 5 21 7 Architectural Coating Architectural Coating 5/11/2015 5/15/2015 5 5 OffRoad Equipment ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 0; Non-Residential Outdoor: 20,800 (Architectural Coating – sqft) Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 27.5 Acres of Paving: 0 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 7 of 27 ---PAGE BREAK--- Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor Site Preparation Rubber Tired Dozers 1 8.00 255 0.40 Site Preparation Tractors/Loaders/Backhoes 2 8.00 97 0.37 Grading Excavators 0 0.00 162 0.38 Grading Graders 1 8.00 174 0.41 Grading Rubber Tired Dozers 1 8.00 255 0.40 Grading Scrapers 1 6.00 361 0.48 Grading Tractors/Loaders/Backhoes 1 8.00 97 0.37 Utilities Tractors/Loaders/Backhoes 1 6.00 97 0.37 Utilities Trenchers 1 6.00 80 0.50 Soundwall Construction Cranes 0 0.00 226 0.29 Soundwall Construction Forklifts 1 8.00 89 0.20 Soundwall Construction Generator Sets 0 0.00 84 0.74 Soundwall Construction Tractors/Loaders/Backhoes 0 0.00 97 0.37 Soundwall Construction Welders 1 8.00 46 0.45 Paving Pavers 2 8.00 125 0.42 Paving Paving Equipment 2 8.00 130 0.36 Paving Rollers 2 8.00 80 0.38 Tree Planting Cranes 1 3.00 150 0.29 Tree Planting Rubber Tired Dozers 0 0.00 255 0.40 Tree Planting Tractors/Loaders/Backhoes 1 4.00 97 0.37 Architectural Coating Air Compressors 1 6.00 78 0.48 Trips and VMT CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 8 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 6.0296 0.0000 6.0296 3.3114 0.0000 3.3114 0.0000 0.0000 Off-Road 1.9939 21.2513 15.8277 0.0151 1.2085 1.2085 1.1118 1.1118 1,588.906 6 0.4744 1,598.868 0 Total 1.9939 21.2513 15.8277 0.0151 6.0296 1.2085 7.2382 3.3114 1.1118 4.4232 1,588.906 6 0.4744 1,598.868 0 Unmitigated Construction On-Site 3.1 Mitigation Measures Construction Water Exposed Area Phase Name Offroad Equipment Count Worker Trip Number Vendor Trip Number Hauling Trip Number Worker Trip Length Vendor Trip Length Hauling Trip Length Worker Vehicle Class Vendor Vehicle Class Hauling Vehicle Class Site Preparation 3 8.00 0.00 170.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading 4 10.00 0.00 602.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Utilities 2 5.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Soundwall Construction 2 12.00 5.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Paving 6 15.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Tree Planting 2 5.00 2.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating 1 19.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 9 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.2447 3.6599 2.7458 8.3300e- 003 0.1974 0.0589 0.2563 0.0541 0.0542 0.1082 847.5042 6.7100e- [PHONE REDACTED] Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0322 0.0436 0.4561 1.0300e- 003 0.0894 6.5000e- 004 0.0901 0.0237 6.0000e- 004 0.0243 89.0909 4.6200e- 003 89.1880 Total 0.2769 3.7035 3.2019 9.3600e- 003 0.2868 0.0595 0.3464 0.0778 0.0548 0.1325 936.5951 0.0113 936.8331 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 2.7133 0.0000 2.7133 1.4901 0.0000 1.4901 0.0000 0.0000 Off-Road 1.9939 21.2513 15.8277 0.0151 1.2085 1.2085 1.1118 1.1118 1,588.906 6 0.4744 1,598.868 0 Total 1.9939 21.2513 15.8277 0.0151 2.7133 1.2085 3.9219 1.4901 1.1118 2.6020 1,588.906 6 0.4744 1,598.868 0 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 10 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.2447 3.6599 2.7458 8.3300e- 003 0.1974 0.0589 0.2563 0.0541 0.0542 0.1082 847.5042 6.7100e- [PHONE REDACTED] Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0322 0.0436 0.4561 1.0300e- 003 0.0894 6.5000e- 004 0.0901 0.0237 6.0000e- 004 0.0243 89.0909 4.6200e- 003 89.1880 Total 0.2769 3.7035 3.2019 9.3600e- 003 0.2868 0.0595 0.3464 0.0778 0.0548 0.1325 936.5951 0.0113 936.8331 Mitigated Construction Off-Site 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 7.3724 0.0000 7.3724 3.4571 0.0000 3.4571 0.0000 0.0000 Off-Road 3.7777 42.6362 27.0652 0.0294 2.1143 2.1143 1.9452 1.9452 3,091.920 5 0.9231 3,111.304 9 Total 3.7777 42.6362 27.0652 0.0294 7.3724 2.1143 9.4868 3.4571 1.9452 5.4023 3,091.920 5 0.9231 3,111.304 9 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 11 of 27 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.5908 8.8366 6.6295 0.0201 0.4766 0.1422 0.6188 0.1305 0.1308 0.2613 2,046.246 9 0.0162 2,046.587 1 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0402 0.0545 0.5702 1.2800e- 003 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 111.3636 5.7800e- [PHONE REDACTED] Total 0.6310 8.8911 7.1996 0.0214 0.5884 0.1430 0.7314 0.1601 0.1315 0.2917 2,157.610 5 0.0220 2,158.072 0 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 3.3176 0.0000 3.3176 1.5557 0.0000 1.5557 0.0000 0.0000 Off-Road 3.7777 42.6362 27.0652 0.0294 2.1143 2.1143 1.9452 1.9452 3,091.920 5 0.9231 3,111.304 9 Total 3.7777 42.6362 27.0652 0.0294 3.3176 2.1143 5.4319 1.5557 1.9452 3.5009 3,091.920 5 0.9231 3,111.304 9 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 12 of 27 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.5908 8.8366 6.6295 0.0201 0.4766 0.1422 0.6188 0.1305 0.1308 0.2613 2,046.246 9 0.0162 2,046.587 1 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0402 0.0545 0.5702 1.2800e- 003 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 111.3636 5.7800e- [PHONE REDACTED] Total 0.6310 8.8911 7.1996 0.0214 0.5884 0.1430 0.7314 0.1601 0.1315 0.2917 2,157.610 5 0.0220 2,158.072 0 Mitigated Construction Off-Site 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Total 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 13 of 27 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Total 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Total 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 14 of 27 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Total 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Mitigated Construction Off-Site 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Total 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 15 of 27 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0534 0.5014 0.6501 1.0800e- 003 0.0312 8.3500e- 003 0.0396 8.9000e- 003 7.6800e- 003 0.0166 108.7082 8.7000e- [PHONE REDACTED] Worker 0.0483 0.0654 0.6842 1.5400e- 003 0.1341 9.7000e- 004 0.1351 0.0356 9.0000e- 004 0.0365 133.6364 6.9300e- [PHONE REDACTED] Total 0.1016 0.5668 1.3343 2.6200e- 003 0.1654 9.3200e- 003 0.1747 0.0445 8.5800e- 003 0.0530 242.3445 7.8000e- [PHONE REDACTED] Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Total 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 16 of 27 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0534 0.5014 0.6501 1.0800e- 003 0.0312 8.3500e- 003 0.0396 8.9000e- 003 7.6800e- 003 0.0166 108.7082 8.7000e- [PHONE REDACTED] Worker 0.0483 0.0654 0.6842 1.5400e- 003 0.1341 9.7000e- 004 0.1351 0.0356 9.0000e- 004 0.0365 133.6364 6.9300e- [PHONE REDACTED] Total 0.1016 0.5668 1.3343 2.6200e- 003 0.1654 9.3200e- 003 0.1747 0.0445 8.5800e- 003 0.0530 242.3445 7.8000e- [PHONE REDACTED] Mitigated Construction Off-Site 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 2.3172 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Paving 0.7664 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 3.0836 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 17 of 27 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0603 0.0818 0.8552 1.9300e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 167.0455 8.6700e- [PHONE REDACTED] Total 0.0603 0.0818 0.8552 1.9300e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 167.0455 8.6700e- [PHONE REDACTED] Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 2.3172 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Paving 0.7664 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 3.0836 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 18 of 27 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0603 0.0818 0.8552 1.9300e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 167.0455 8.6700e- [PHONE REDACTED] Total 0.0603 0.0818 0.8552 1.9300e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 167.0455 8.6700e- [PHONE REDACTED] Mitigated Construction Off-Site 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Total 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 19 of 27 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0213 0.2006 0.2600 4.3000e- 004 0.0125 3.3400e- 003 0.0158 3.5600e- 003 3.0700e- 003 6.6300e- 003 43.4833 3.5000e- 004 43.4906 Worker 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Total 0.0415 0.2278 0.5451 1.0700e- 003 0.0684 3.7500e- 003 0.0721 0.0184 3.4400e- 003 0.0218 99.1651 3.2400e- 003 99.2331 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Total 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 20 of 27 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0213 0.2006 0.2600 4.3000e- 004 0.0125 3.3400e- 003 0.0158 3.5600e- 003 3.0700e- 003 6.6300e- 003 43.4833 3.5000e- 004 43.4906 Worker 0.0201 0.0273 0.2851 6.4000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 2.8900e- 003 55.7425 Total 0.0415 0.2278 0.5451 1.0700e- 003 0.0684 3.7500e- 003 0.0721 0.0184 3.4400e- 003 0.0218 99.1651 3.2400e- 003 99.2331 Mitigated Construction Off-Site 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Archit. Coating 48.2040 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.4066 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Total 48.6106 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 21 of 27 ---PAGE BREAK--- 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0764 0.1036 1.0833 2.4400e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 211.5909 0.0110 211.8214 Total 0.0764 0.1036 1.0833 2.4400e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 211.5909 0.0110 211.8214 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Archit. Coating 48.2040 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.4066 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Total 48.6106 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 22 of 27 ---PAGE BREAK--- 4.0 Operational Detail - Mobile ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Mitigated 6.1640 22.4140 94.4866 0.2431 18.5743 0.3133 18.8875 4.9552 0.2880 5.2433 21,796.42 63 0.9055 21,815.44 09 Unmitigated 6.1640 22.4140 94.4866 0.2431 18.5743 0.3133 18.8875 4.9552 0.2880 5.2433 21,796.42 63 0.9055 21,815.44 09 4.1 Mitigation Measures Mobile 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0764 0.1036 1.0833 2.4400e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 211.5909 0.0110 211.8214 Total 0.0764 0.1036 1.0833 2.4400e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 211.5909 0.0110 211.8214 Mitigated Construction Off-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 23 of 27 ---PAGE BREAK--- 4.2 Trip Summary Information 4.3 Trip Type Information Average Daily Trip Rate Unmitigated Mitigated Land Use Weekday Saturday Sunday Annual VMT Annual VMT Parking Lot 1,208.00 1,208.00 1208.00 8,794,240 8,794,240 Total 1,208.00 1,208.00 1,208.00 8,794,240 8,794,240 Miles Trip % Trip Purpose % Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W H-S or C-C H-O or C-NW Primary Diverted Pass-by Parking Lot 16.60 8.40 20.00 0.00 0.00 100.00 100 0 0 5.0 Energy Detail ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day NaturalGas Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 NaturalGas Unmitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5.1 Mitigation Measures Energy 4.4 Fleet Mix LDA LDT1 LDT2 MDV LHD1 LHD2 MHD HHD OBUS UBUS MCY SBUS MH 0.511437 0.057382 0.191336 0.153047 0.041226 0.005877 0.014979 0.013726 0.001416 0.002136 0.004703 0.000510 0.002224 Historical Energy Use: N CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 24 of 27 ---PAGE BREAK--- 6.1 Mitigation Measures Area 6.0 Area Detail 5.2 Energy by Land Use - NaturalGas NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Unmitigated NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 25 of 27 ---PAGE BREAK--- ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Mitigated 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Unmitigated 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 6.2 Area by SubCategory ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory lb/day lb/day Architectural Coating 0.0121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 5.0456 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 6.3100e- 003 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Total 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Unmitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 26 of 27 ---PAGE BREAK--- 8.1 Mitigation Measures Waste 7.1 Mitigation Measures Water 7.0 Water Detail 8.0 Waste Detail 10.0 Vegetation 6.2 Area by SubCategory ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory lb/day lb/day Architectural Coating 0.0121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 5.0456 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 6.3100e- 003 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Total 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Mitigated 9.0 Operational Offroad Equipment Type Number Hours/Day Days/Year Horse Power Load Factor Fuel Type CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:00 AM Page 27 of 27 ---PAGE BREAK--- Orange County, Summer Toy Story Parking Lot Expansion 1.1 Land Usage Land Uses Size Metric Lot Acreage Floor Surface Area Population Parking Lot 604.00 Space 5.85 254,826.00 0 1.2 Other Project Characteristics Urbanization Climate Zone Urban 8 Wind Speed (m/s) Precipitation Freq (Days) 2.2 30 1.3 User Entered Comments & Non-Default Data 1.0 Project Characteristics Utility Company Anaheim Public Utilities 2015 Operational Year CO2 Intensity (lb/MWhr) 1543.28 0.029 CH4 Intensity (lb/MWhr) 0.006 N2O Intensity (lb/MWhr) CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 1 of 27 ---PAGE BREAK--- Project Characteristics - Land Use - Parking lot area from site plan Construction Phase - Construction phase data - Applicant data needs response Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Trips and VMT - Trips from applicant and engineering judgment Grading - Architectural Coating - Paint area from applicant Vehicle Trips - Operational trips from Toy Story TIA (Gibson) Area Coating - No interior painting Landscape Equipment - Water And Wastewater - Water use based on CalEEMod park rate and project 0.72 acre Sequestration - 120 Pine trees Construction Off-road Equipment Mitigation - Table Name Column Name Default Value New Value tblArchitecturalCoating ConstArea_Nonresidential_Exterior 3,822.00 20,800.00 tblArchitecturalCoating ConstArea_Nonresidential_Interior 11,467.00 0.00 tblAreaCoating Area_Nonresidential_Interior 11467 0 tblConstructionPhase NumDays 20.00 5.00 tblConstructionPhase NumDays 230.00 20.00 tblConstructionPhase NumDays 20.00 22.00 tblConstructionPhase NumDays 10.00 15.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 2 of 27 ---PAGE BREAK--- tblConstructionPhase PhaseEndDate 6/5/2015 5/15/2015 tblConstructionPhase PhaseEndDate 5/21/2015 4/28/2015 tblConstructionPhase PhaseEndDate 6/24/2015 5/29/2015 tblConstructionPhase PhaseStartDate 5/30/2015 5/11/2015 tblConstructionPhase PhaseStartDate 4/24/2015 4/1/2015 tblConstructionPhase PhaseStartDate 2/21/2015 2/23/2015 tblConstructionPhase PhaseStartDate 5/27/2015 5/1/2015 MaterialExported 0.00 1,000.00 MaterialImported 0.00 4,811.00 tblLandUse LandUseSquareFeet 241,600.00 254,826.00 tblLandUse LotAcreage 5.44 5.85 tblOffRoadEquipment HorsePower 226.00 150.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 2.00 tblOffRoadEquipment UsageHours 7.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 7.00 0.00 OperationalYear 2014 2015 tblSequestration NumberOfNewTrees 0.00 120.00 HaulingTripNumber 125.00 170.00 HaulingTripNumber 601.00 602.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 3 of 27 ---PAGE BREAK--- 2.0 Emissions Summary VendorTripNumber 42.00 5.00 VendorTripNumber 0.00 2.00 WorkerTripNumber 107.00 12.00 WorkerTripNumber 21.00 19.00 tblVehicleTrips CNW_TL 6.90 20.00 tblVehicleTrips CNW_TTP 0.00 100.00 tblVehicleTrips PR_TP 0.00 100.00 tblVehicleTrips ST_TR 0.00 2.00 tblVehicleTrips SU_TR 0.00 2.00 tblVehicleTrips WD_TR 0.00 2.00 tblWater OutdoorWaterUseRate 0.00 861,608.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 4 of 27 ---PAGE BREAK--- 2.1 Overall Construction (Maximum Daily Emission) ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year lb/day lb/day 2015 52.2673 51.2289 33.4825 0.0509 7.9608 2.2568 10.2176 3.6173 2.0762 5.6935 5,260.625 3 0.9448 0.0000 5,280.467 0 Total 52.2673 51.2289 33.4825 0.0509 7.9608 2.2568 10.2176 3.6173 2.0762 5.6935 5,260.625 3 0.9448 0.0000 5,280.467 0 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year lb/day lb/day 2015 52.2673 51.2289 33.4825 0.0509 3.9060 2.2568 6.1628 1.7158 2.0762 3.7921 5,260.625 3 0.9448 0.0000 5,280.467 0 Total 52.2673 51.2289 33.4825 0.0509 3.9060 2.2568 6.1628 1.7158 2.0762 3.7921 5,260.625 3 0.9448 0.0000 5,280.467 0 Mitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 50.94 0.00 39.68 52.57 0.00 33.40 0.00 0.00 0.00 0.00 0.00 0.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 5 of 27 ---PAGE BREAK--- 2.2 Overall Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Area 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mobile 5.9449 21.1416 98.9542 0.2547 18.5743 0.3125 18.8867 4.9552 0.2873 5.2426 22,810.14 69 0.9053 22,829.15 78 Total 11.0089 21.1422 99.0180 0.2547 18.5743 0.3127 18.8870 4.9552 0.2875 5.2428 22,810.27 91 0.9057 0.0000 22,829.29 80 Unmitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Area 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mobile 5.9449 21.1416 98.9542 0.2547 18.5743 0.3125 18.8867 4.9552 0.2873 5.2426 22,810.14 69 0.9053 22,829.15 78 Total 11.0089 21.1422 99.0180 0.2547 18.5743 0.3127 18.8870 4.9552 0.2875 5.2428 22,810.27 91 0.9057 0.0000 22,829.29 80 Mitigated Operational CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 6 of 27 ---PAGE BREAK--- 3.0 Construction Detail Construction Phase Phase Number Phase Name Phase Type Start Date End Date Num Days Week Num Days Phase Description 1 Site Preparation Site Preparation 2/2/2015 2/20/2015 5 15 2 Grading Grading 2/23/2015 3/24/2015 5 22 3 Utilities Trenching 3/25/2015 4/23/2015 5 22 4 Soundwall Construction Building Construction 4/1/2015 4/28/2015 5 20 5 Paving Paving 4/29/2015 5/26/2015 5 20 6 Tree Planting Trenching 5/1/2015 5/29/2015 5 21 7 Architectural Coating Architectural Coating 5/11/2015 5/15/2015 5 5 OffRoad Equipment ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 0; Non-Residential Outdoor: 20,800 (Architectural Coating – sqft) Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 27.5 Acres of Paving: 0 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 7 of 27 ---PAGE BREAK--- Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor Site Preparation Rubber Tired Dozers 1 8.00 255 0.40 Site Preparation Tractors/Loaders/Backhoes 2 8.00 97 0.37 Grading Excavators 0 0.00 162 0.38 Grading Graders 1 8.00 174 0.41 Grading Rubber Tired Dozers 1 8.00 255 0.40 Grading Scrapers 1 6.00 361 0.48 Grading Tractors/Loaders/Backhoes 1 8.00 97 0.37 Utilities Tractors/Loaders/Backhoes 1 6.00 97 0.37 Utilities Trenchers 1 6.00 80 0.50 Soundwall Construction Cranes 0 0.00 226 0.29 Soundwall Construction Forklifts 1 8.00 89 0.20 Soundwall Construction Generator Sets 0 0.00 84 0.74 Soundwall Construction Tractors/Loaders/Backhoes 0 0.00 97 0.37 Soundwall Construction Welders 1 8.00 46 0.45 Paving Pavers 2 8.00 125 0.42 Paving Paving Equipment 2 8.00 130 0.36 Paving Rollers 2 8.00 80 0.38 Tree Planting Cranes 1 3.00 150 0.29 Tree Planting Rubber Tired Dozers 0 0.00 255 0.40 Tree Planting Tractors/Loaders/Backhoes 1 4.00 97 0.37 Architectural Coating Air Compressors 1 6.00 78 0.48 Trips and VMT CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 8 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 6.0296 0.0000 6.0296 3.3114 0.0000 3.3114 0.0000 0.0000 Off-Road 1.9939 21.2513 15.8277 0.0151 1.2085 1.2085 1.1118 1.1118 1,588.906 6 0.4744 1,598.868 0 Total 1.9939 21.2513 15.8277 0.0151 6.0296 1.2085 7.2382 3.3114 1.1118 4.4232 1,588.906 6 0.4744 1,598.868 0 Unmitigated Construction On-Site 3.1 Mitigation Measures Construction Water Exposed Area Phase Name Offroad Equipment Count Worker Trip Number Vendor Trip Number Hauling Trip Number Worker Trip Length Vendor Trip Length Hauling Trip Length Worker Vehicle Class Vendor Vehicle Class Hauling Vehicle Class Site Preparation 3 8.00 0.00 170.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading 4 10.00 0.00 602.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Utilities 2 5.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Soundwall Construction 2 12.00 5.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Paving 6 15.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Tree Planting 2 5.00 2.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating 1 19.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 9 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.2288 3.5384 2.4079 8.3500e- 003 0.1974 0.0587 0.2561 0.0541 0.0540 0.1080 849.5235 6.6300e- [PHONE REDACTED] Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0305 0.0396 0.4829 1.0900e- 003 0.0894 6.5000e- 004 0.0901 0.0237 6.0000e- 004 0.0243 94.0661 4.6200e- 003 94.1631 Total 0.2593 3.5780 2.8908 9.4400e- 003 0.2868 0.0593 0.3461 0.0778 0.0546 0.1323 943.5896 0.0113 943.8258 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 2.7133 0.0000 2.7133 1.4901 0.0000 1.4901 0.0000 0.0000 Off-Road 1.9939 21.2513 15.8277 0.0151 1.2085 1.2085 1.1118 1.1118 1,588.906 6 0.4744 1,598.868 0 Total 1.9939 21.2513 15.8277 0.0151 2.7133 1.2085 3.9219 1.4901 1.1118 2.6020 1,588.906 6 0.4744 1,598.868 0 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 10 of 27 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.2288 3.5384 2.4079 8.3500e- 003 0.1974 0.0587 0.2561 0.0541 0.0540 0.1080 849.5235 6.6300e- [PHONE REDACTED] Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0305 0.0396 0.4829 1.0900e- 003 0.0894 6.5000e- 004 0.0901 0.0237 6.0000e- 004 0.0243 94.0661 4.6200e- 003 94.1631 Total 0.2593 3.5780 2.8908 9.4400e- 003 0.2868 0.0593 0.3461 0.0778 0.0546 0.1323 943.5896 0.0113 943.8258 Mitigated Construction Off-Site 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 7.3724 0.0000 7.3724 3.4571 0.0000 3.4571 0.0000 0.0000 Off-Road 3.7777 42.6362 27.0652 0.0294 2.1143 2.1143 1.9452 1.9452 3,091.920 5 0.9231 3,111.304 9 Total 3.7777 42.6362 27.0652 0.0294 7.3724 2.1143 9.4868 3.4571 1.9452 5.4023 3,091.920 5 0.9231 3,111.304 9 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 11 of 27 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.5524 8.5432 5.8137 0.0202 0.4766 0.1417 0.6183 0.1305 0.1303 0.2608 2,051.122 3 0.0160 2,051.458 3 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0381 0.0496 0.6036 1.3600e- 003 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 117.5826 5.7800e- [PHONE REDACTED] Total 0.5906 8.5928 6.4173 0.0215 0.5884 0.1425 0.7309 0.1601 0.1311 0.2912 2,168.704 8 0.0218 2,169.162 1 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Fugitive Dust 3.3176 0.0000 3.3176 1.5557 0.0000 1.5557 0.0000 0.0000 Off-Road 3.7777 42.6362 27.0652 0.0294 2.1143 2.1143 1.9452 1.9452 3,091.920 5 0.9231 3,111.304 9 Total 3.7777 42.6362 27.0652 0.0294 3.3176 2.1143 5.4319 1.5557 1.9452 3.5009 3,091.920 5 0.9231 3,111.304 9 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 12 of 27 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.5524 8.5432 5.8137 0.0202 0.4766 0.1417 0.6183 0.1305 0.1303 0.2608 2,051.122 3 0.0160 2,051.458 3 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0381 0.0496 0.6036 1.3600e- 003 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 117.5826 5.7800e- [PHONE REDACTED] Total 0.5906 8.5928 6.4173 0.0215 0.5884 0.1425 0.7309 0.1601 0.1311 0.2912 2,168.704 8 0.0218 2,169.162 1 Mitigated Construction Off-Site 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Total 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 13 of 27 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Total 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Total 0.7026 6.3724 3.9432 4.9300e- 003 0.4986 0.4986 0.4587 0.4587 518.3164 0.1547 521.5659 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 14 of 27 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Total 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Mitigated Construction Off-Site 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Total 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 15 of 27 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0481 0.4895 0.5449 1.0800e- 003 0.0312 8.2400e- 003 0.0395 8.9000e- 003 7.5800e- 003 0.0165 109.6283 8.5000e- [PHONE REDACTED] Worker 0.0458 0.0595 0.7243 1.6300e- 003 0.1341 9.7000e- 004 0.1351 0.0356 9.0000e- 004 0.0365 141.0991 6.9300e- [PHONE REDACTED] Total 0.0939 0.5490 1.2692 2.7100e- 003 0.1654 9.2100e- 003 0.1746 0.0445 8.4800e- 003 0.0530 250.7274 7.7800e- [PHONE REDACTED] Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Total 0.8674 3.9390 3.3063 4.0800e- 003 0.3311 0.3311 0.3171 0.3171 367.8448 0.1041 370.0309 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 16 of 27 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0481 0.4895 0.5449 1.0800e- 003 0.0312 8.2400e- 003 0.0395 8.9000e- 003 7.5800e- 003 0.0165 109.6283 8.5000e- [PHONE REDACTED] Worker 0.0458 0.0595 0.7243 1.6300e- 003 0.1341 9.7000e- 004 0.1351 0.0356 9.0000e- 004 0.0365 141.0991 6.9300e- [PHONE REDACTED] Total 0.0939 0.5490 1.2692 2.7100e- 003 0.1654 9.2100e- 003 0.1746 0.0445 8.4800e- 003 0.0530 250.7274 7.7800e- [PHONE REDACTED] Mitigated Construction Off-Site 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 2.3172 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Paving 0.7664 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 3.0836 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 17 of 27 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0572 0.0743 0.9054 2.0400e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 176.3739 8.6700e- [PHONE REDACTED] Total 0.0572 0.0743 0.9054 2.0400e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 176.3739 8.6700e- [PHONE REDACTED] Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 2.3172 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Paving 0.7664 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 3.0836 25.1758 14.9781 0.0223 1.4148 1.4148 1.3016 1.3016 2,339.898 4 0.6986 2,354.568 1 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 18 of 27 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0572 0.0743 0.9054 2.0400e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 176.3739 8.6700e- [PHONE REDACTED] Total 0.0572 0.0743 0.9054 2.0400e- 003 0.1677 1.2200e- 003 0.1689 0.0445 1.1200e- 003 0.0456 176.3739 8.6700e- [PHONE REDACTED] Mitigated Construction Off-Site 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Total 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 19 of 27 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0192 0.1958 0.2180 4.3000e- 004 0.0125 3.3000e- 003 0.0158 3.5600e- 003 3.0300e- 003 6.5900e- 003 43.8513 3.4000e- 004 43.8585 Worker 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Total 0.0383 0.2206 0.5197 1.1100e- 003 0.0684 3.7100e- 003 0.0721 0.0184 3.4000e- 003 0.0218 102.6426 3.2300e- [PHONE REDACTED] Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Off-Road 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Total 0.4052 4.1113 2.3401 2.9700e- 003 0.2638 0.2638 0.2427 0.2427 311.6980 0.0931 313.6522 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 20 of 27 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0192 0.1958 0.2180 4.3000e- 004 0.0125 3.3000e- 003 0.0158 3.5600e- 003 3.0300e- 003 6.5900e- 003 43.8513 3.4000e- 004 43.8585 Worker 0.0191 0.0248 0.3018 6.8000e- 004 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 58.7913 2.8900e- 003 58.8519 Total 0.0383 0.2206 0.5197 1.1100e- 003 0.0684 3.7100e- 003 0.0721 0.0184 3.4000e- 003 0.0218 102.6426 3.2300e- [PHONE REDACTED] Mitigated Construction Off-Site 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Archit. Coating 48.2040 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.4066 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Total 48.6106 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 21 of 27 ---PAGE BREAK--- 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0725 0.0941 1.1468 2.5800e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 223.4069 0.0110 223.6374 Total 0.0725 0.0941 1.1468 2.5800e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 223.4069 0.0110 223.6374 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Archit. Coating 48.2040 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.4066 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Total 48.6106 2.5703 1.9018 2.9700e- 003 0.2209 0.2209 0.2209 0.2209 281.4481 0.0367 282.2177 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 22 of 27 ---PAGE BREAK--- 4.0 Operational Detail - Mobile ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Mitigated 5.9449 21.1416 98.9542 0.2547 18.5743 0.3125 18.8867 4.9552 0.2873 5.2426 22,810.14 69 0.9053 22,829.15 78 Unmitigated 5.9449 21.1416 98.9542 0.2547 18.5743 0.3125 18.8867 4.9552 0.2873 5.2426 22,810.14 69 0.9053 22,829.15 78 4.1 Mitigation Measures Mobile 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0725 0.0941 1.1468 2.5800e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 223.4069 0.0110 223.6374 Total 0.0725 0.0941 1.1468 2.5800e- 003 0.2124 1.5400e- 003 0.2139 0.0563 1.4200e- 003 0.0577 223.4069 0.0110 223.6374 Mitigated Construction Off-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 23 of 27 ---PAGE BREAK--- 4.2 Trip Summary Information 4.3 Trip Type Information Average Daily Trip Rate Unmitigated Mitigated Land Use Weekday Saturday Sunday Annual VMT Annual VMT Parking Lot 1,208.00 1,208.00 1208.00 8,794,240 8,794,240 Total 1,208.00 1,208.00 1,208.00 8,794,240 8,794,240 Miles Trip % Trip Purpose % Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W H-S or C-C H-O or C-NW Primary Diverted Pass-by Parking Lot 16.60 8.40 20.00 0.00 0.00 100.00 100 0 0 5.0 Energy Detail ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day NaturalGas Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 NaturalGas Unmitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5.1 Mitigation Measures Energy 4.4 Fleet Mix LDA LDT1 LDT2 MDV LHD1 LHD2 MHD HHD OBUS UBUS MCY SBUS MH 0.511437 0.057382 0.191336 0.153047 0.041226 0.005877 0.014979 0.013726 0.001416 0.002136 0.004703 0.000510 0.002224 Historical Energy Use: N CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 24 of 27 ---PAGE BREAK--- 6.1 Mitigation Measures Area 6.0 Area Detail 5.2 Energy by Land Use - NaturalGas NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Unmitigated NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 25 of 27 ---PAGE BREAK--- ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Mitigated 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Unmitigated 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 6.2 Area by SubCategory ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory lb/day lb/day Architectural Coating 0.0121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 5.0456 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 6.3100e- 003 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Total 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Unmitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 26 of 27 ---PAGE BREAK--- 8.1 Mitigation Measures Waste 7.1 Mitigation Measures Water 7.0 Water Detail 8.0 Waste Detail 10.0 Vegetation 6.2 Area by SubCategory ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory lb/day lb/day Architectural Coating 0.0121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 5.0456 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 6.3100e- 003 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Total 5.0640 6.2000e- 004 0.0638 0.0000 2.3000e- 004 2.3000e- 004 2.3000e- 004 2.3000e- 004 0.1322 3.8000e- 004 0.1402 Mitigated 9.0 Operational Offroad Equipment Type Number Hours/Day Days/Year Horse Power Load Factor Fuel Type CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:04 AM Page 27 of 27 ---PAGE BREAK--- Orange County, Annual Toy Story Parking Lot Expansion 1.1 Land Usage Land Uses Size Metric Lot Acreage Floor Surface Area Population Parking Lot 604.00 Space 5.85 254,826.00 0 1.2 Other Project Characteristics Urbanization Climate Zone Urban 8 Wind Speed (m/s) Precipitation Freq (Days) 2.2 30 1.3 User Entered Comments & Non-Default Data 1.0 Project Characteristics Utility Company Anaheim Public Utilities 2015 Operational Year CO2 Intensity (lb/MWhr) 1543.28 0.029 CH4 Intensity (lb/MWhr) 0.006 N2O Intensity (lb/MWhr) CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 1 of 33 ---PAGE BREAK--- Project Characteristics - Land Use - Parking lot area from site plan Construction Phase - Construction phase data - Applicant data needs response Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Off-road Equipment - Offroad equipment from applicant and engineering judgment Trips and VMT - Trips from applicant and engineering judgment Grading - Architectural Coating - Paint area from applicant Vehicle Trips - Operational trips from Toy Story TIA (Gibson) Area Coating - No interior painting Landscape Equipment - Water And Wastewater - Water use based on CalEEMod park rate and project 0.72 acre Sequestration - 120 Pine trees Construction Off-road Equipment Mitigation - Table Name Column Name Default Value New Value tblArchitecturalCoating ConstArea_Nonresidential_Exterior 3,822.00 20,800.00 tblArchitecturalCoating ConstArea_Nonresidential_Interior 11,467.00 0.00 tblAreaCoating Area_Nonresidential_Interior 11467 0 tblConstructionPhase NumDays 20.00 5.00 tblConstructionPhase NumDays 230.00 20.00 tblConstructionPhase NumDays 20.00 22.00 tblConstructionPhase NumDays 10.00 15.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 2 of 33 ---PAGE BREAK--- tblConstructionPhase PhaseEndDate 6/5/2015 5/15/2015 tblConstructionPhase PhaseEndDate 5/21/2015 4/28/2015 tblConstructionPhase PhaseEndDate 6/24/2015 5/29/2015 tblConstructionPhase PhaseStartDate 5/30/2015 5/11/2015 tblConstructionPhase PhaseStartDate 4/24/2015 4/1/2015 tblConstructionPhase PhaseStartDate 2/21/2015 2/23/2015 tblConstructionPhase PhaseStartDate 5/27/2015 5/1/2015 MaterialExported 0.00 1,000.00 MaterialImported 0.00 4,811.00 tblLandUse LandUseSquareFeet 241,600.00 254,826.00 tblLandUse LotAcreage 5.44 5.85 tblOffRoadEquipment HorsePower 226.00 150.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 2.00 tblOffRoadEquipment UsageHours 7.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 7.00 0.00 OperationalYear 2014 2015 tblSequestration NumberOfNewTrees 0.00 120.00 HaulingTripNumber 125.00 170.00 HaulingTripNumber 601.00 602.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 3 of 33 ---PAGE BREAK--- 2.0 Emissions Summary VendorTripNumber 42.00 5.00 VendorTripNumber 0.00 2.00 WorkerTripNumber 107.00 12.00 WorkerTripNumber 21.00 19.00 tblVehicleTrips CNW_TL 6.90 20.00 tblVehicleTrips CNW_TTP 0.00 100.00 tblVehicleTrips PR_TP 0.00 100.00 tblVehicleTrips ST_TR 0.00 2.00 tblVehicleTrips SU_TR 0.00 2.00 tblVehicleTrips WD_TR 0.00 2.00 tblWater OutdoorWaterUseRate 0.00 861,608.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 4 of 33 ---PAGE BREAK--- 2.1 Overall Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year tons/yr MT/yr 2015 0.2406 1.1766 0.8063 1.1700e- 003 0.1399 0.0608 0.2007 0.0665 0.0561 0.1226 108.7400 0.0228 0.0000 109.2180 Total 0.2406 1.1766 0.8063 1.1700e- 003 0.1399 0.0608 0.2007 0.0665 0.0561 0.1226 108.7400 0.0228 0.0000 109.2180 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Year tons/yr MT/yr 2015 0.2406 1.1766 0.8063 1.1700e- 003 0.0704 0.0608 0.1312 0.0320 0.0561 0.0880 108.7399 0.0228 0.0000 109.2179 Total 0.2406 1.1766 0.8063 1.1700e- 003 0.0704 0.0608 0.1312 0.0320 0.0561 0.0880 108.7399 0.0228 0.0000 109.2179 Mitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 49.66 0.00 34.62 51.97 0.00 28.20 0.00 0.00 0.00 0.00 0.00 0.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 5 of 33 ---PAGE BREAK--- 2.2 Overall Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Area 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Mobile 1.0786 4.1641 17.4615 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,639.892 5 0.1493 0.0000 3,643.027 8 Waste 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Water 0.0000 0.0000 0.0000 0.0000 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Total 2.0024 4.1642 17.4695 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,803.585 7 0.1524 6.4000e- 004 3,806.983 8 Unmitigated Operational CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 6 of 33 ---PAGE BREAK--- 2.2 Overall Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Area 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Energy 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Mobile 1.0786 4.1641 17.4615 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,639.892 5 0.1493 0.0000 3,643.027 8 Waste 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Water 0.0000 0.0000 0.0000 0.0000 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Total 2.0024 4.1642 17.4695 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,803.585 7 0.1524 6.4000e- 004 3,806.983 8 Mitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 7 of 33 ---PAGE BREAK--- 3.0 Construction Detail 2.3 Vegetation CO2e Category MT New Trees 76.5600 Total 76.5600 Vegetation Construction Phase Phase Number Phase Name Phase Type Start Date End Date Num Days Week Num Days Phase Description 1 Site Preparation Site Preparation 2/2/2015 2/20/2015 5 15 2 Grading Grading 2/23/2015 3/24/2015 5 22 3 Utilities Trenching 3/25/2015 4/23/2015 5 22 4 Soundwall Construction Building Construction 4/1/2015 4/28/2015 5 20 5 Paving Paving 4/29/2015 5/26/2015 5 20 6 Tree Planting Trenching 5/1/2015 5/29/2015 5 21 7 Architectural Coating Architectural Coating 5/11/2015 5/15/2015 5 5 Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 27.5 Acres of Paving: 0 CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 8 of 33 ---PAGE BREAK--- OffRoad Equipment Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor Site Preparation Rubber Tired Dozers 1 8.00 255 0.40 Site Preparation Tractors/Loaders/Backhoes 2 8.00 97 0.37 Grading Excavators 0 0.00 162 0.38 Grading Graders 1 8.00 174 0.41 Grading Rubber Tired Dozers 1 8.00 255 0.40 Grading Scrapers 1 6.00 361 0.48 Grading Tractors/Loaders/Backhoes 1 8.00 97 0.37 Utilities Tractors/Loaders/Backhoes 1 6.00 97 0.37 Utilities Trenchers 1 6.00 80 0.50 Soundwall Construction Cranes 0 0.00 226 0.29 Soundwall Construction Forklifts 1 8.00 89 0.20 Soundwall Construction Generator Sets 0 0.00 84 0.74 Soundwall Construction Tractors/Loaders/Backhoes 0 0.00 97 0.37 Soundwall Construction Welders 1 8.00 46 0.45 Paving Pavers 2 8.00 125 0.42 Paving Paving Equipment 2 8.00 130 0.36 Paving Rollers 2 8.00 80 0.38 Tree Planting Cranes 1 3.00 150 0.29 Tree Planting Rubber Tired Dozers 0 0.00 255 0.40 Tree Planting Tractors/Loaders/Backhoes 1 4.00 97 0.37 Architectural Coating Air Compressors 1 6.00 78 0.48 Trips and VMT Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 0; Non-Residential Outdoor: 20,800 (Architectural Coating – sqft) CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 9 of 33 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Fugitive Dust 0.0452 0.0000 0.0452 0.0248 0.0000 0.0248 0.0000 0.0000 0.0000 0.0000 Off-Road 0.0150 0.1594 0.1187 1.1000e- 004 9.0600e- 003 9.0600e- 003 8.3400e- 003 8.3400e- 003 10.8107 3.2300e- 003 0.0000 10.8785 Total 0.0150 0.1594 0.1187 1.1000e- 004 0.0452 9.0600e- 003 0.0543 0.0248 8.3400e- 003 0.0332 10.8107 3.2300e- 003 0.0000 10.8785 Unmitigated Construction On-Site 3.1 Mitigation Measures Construction Water Exposed Area Phase Name Offroad Equipment Count Worker Trip Number Vendor Trip Number Hauling Trip Number Worker Trip Length Vendor Trip Length Hauling Trip Length Worker Vehicle Class Vendor Vehicle Class Hauling Vehicle Class Site Preparation 3 8.00 0.00 170.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading 4 10.00 0.00 602.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Utilities 2 5.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Soundwall Construction 2 12.00 5.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Paving 6 15.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Tree Planting 2 5.00 2.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating 1 19.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 10 of 33 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 1.7900e- 003 0.0279 0.0200 6.0000e- 005 1.4600e- 003 4.4000e- 004 1.9000e- 003 4.0000e- 004 4.1000e- 004 8.1000e- 004 5.7743 5.0000e- 005 0.0000 5.7752 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 2.3000e- 004 3.4000e- 004 3.4900e- 003 1.0000e- 005 6.6000e- 004 0.0000 6.6000e- 004 1.7000e- 004 0.0000 1.8000e- 004 0.6153 3.0000e- 005 0.0000 0.6160 Total 2.0200e- 003 0.0283 0.0235 7.0000e- 005 2.1200e- 003 4.4000e- 004 2.5600e- 003 5.7000e- 004 4.1000e- 004 9.9000e- 004 6.3896 8.0000e- 005 0.0000 6.3912 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Fugitive Dust 0.0204 0.0000 0.0204 0.0112 0.0000 0.0112 0.0000 0.0000 0.0000 0.0000 Off-Road 0.0150 0.1594 0.1187 1.1000e- 004 9.0600e- 003 9.0600e- 003 8.3400e- 003 8.3400e- 003 10.8107 3.2300e- 003 0.0000 10.8785 Total 0.0150 0.1594 0.1187 1.1000e- 004 0.0204 9.0600e- 003 0.0294 0.0112 8.3400e- 003 0.0195 10.8107 3.2300e- 003 0.0000 10.8785 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 11 of 33 ---PAGE BREAK--- 3.2 Site Preparation - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 1.7900e- 003 0.0279 0.0200 6.0000e- 005 1.4600e- 003 4.4000e- 004 1.9000e- 003 4.0000e- 004 4.1000e- 004 8.1000e- 004 5.7743 5.0000e- 005 0.0000 5.7752 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 2.3000e- 004 3.4000e- 004 3.4900e- 003 1.0000e- 005 6.6000e- 004 0.0000 6.6000e- 004 1.7000e- 004 0.0000 1.8000e- 004 0.6153 3.0000e- 005 0.0000 0.6160 Total 2.0200e- 003 0.0283 0.0235 7.0000e- 005 2.1200e- 003 4.4000e- 004 2.5600e- 003 5.7000e- 004 4.1000e- 004 9.9000e- 004 6.3896 8.0000e- 005 0.0000 6.3912 Mitigated Construction Off-Site 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Fugitive Dust 0.0811 0.0000 0.0811 0.0380 0.0000 0.0380 0.0000 0.0000 0.0000 0.0000 Off-Road 0.0416 0.4690 0.2977 3.2000e- 004 0.0233 0.0233 0.0214 0.0214 30.8544 9.2100e- 003 0.0000 31.0478 Total 0.0416 0.4690 0.2977 3.2000e- 004 0.0811 0.0233 0.1044 0.0380 0.0214 0.0594 30.8544 9.2100e- 003 0.0000 31.0478 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 12 of 33 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 6.3500e- 003 0.0989 0.0709 2.2000e- 004 5.1600e- 003 1.5600e- 003 6.7200e- 003 1.4200e- 003 1.4400e- 003 2.8500e- 003 20.4478 1.6000e- 004 0.0000 20.4512 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 4.1000e- 004 6.2000e- 004 6.4000e- 003 1.0000e- 005 1.2100e- 003 1.0000e- 005 1.2200e- 003 3.2000e- 004 1.0000e- 005 3.3000e- 004 1.1280 6.0000e- 005 0.0000 1.1292 Total 6.7600e- 003 0.0995 0.0773 2.3000e- 004 6.3700e- 003 1.5700e- 003 7.9400e- 003 1.7400e- 003 1.4500e- 003 3.1800e- 003 21.5758 2.2000e- 004 0.0000 21.5804 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Fugitive Dust 0.0365 0.0000 0.0365 0.0171 0.0000 0.0171 0.0000 0.0000 0.0000 0.0000 Off-Road 0.0416 0.4690 0.2977 3.2000e- 004 0.0233 0.0233 0.0214 0.0214 30.8543 9.2100e- 003 0.0000 31.0478 Total 0.0416 0.4690 0.2977 3.2000e- 004 0.0365 0.0233 0.0598 0.0171 0.0214 0.0385 30.8543 9.2100e- 003 0.0000 31.0478 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 13 of 33 ---PAGE BREAK--- 3.3 Grading - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 6.3500e- 003 0.0989 0.0709 2.2000e- 004 5.1600e- 003 1.5600e- 003 6.7200e- 003 1.4200e- 003 1.4400e- 003 2.8500e- 003 20.4478 1.6000e- 004 0.0000 20.4512 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 4.1000e- 004 6.2000e- 004 6.4000e- 003 1.0000e- 005 1.2100e- 003 1.0000e- 005 1.2200e- 003 3.2000e- 004 1.0000e- 005 3.3000e- 004 1.1280 6.0000e- 005 0.0000 1.1292 Total 6.7600e- 003 0.0995 0.0773 2.3000e- 004 6.3700e- 003 1.5700e- 003 7.9400e- 003 1.7400e- 003 1.4500e- 003 3.1800e- 003 21.5758 2.2000e- 004 0.0000 21.5804 Mitigated Construction Off-Site 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 7.7300e- 003 0.0701 0.0434 5.0000e- 005 5.4800e- 003 5.4800e- 003 5.0500e- 003 5.0500e- 003 5.1723 1.5400e- 003 0.0000 5.2047 Total 7.7300e- 003 0.0701 0.0434 5.0000e- 005 5.4800e- 003 5.4800e- 003 5.0500e- 003 5.0500e- 003 5.1723 1.5400e- 003 0.0000 5.2047 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 14 of 33 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 2.1000e- 004 3.1000e- 004 3.2000e- 003 1.0000e- 005 6.0000e- 004 0.0000 6.1000e- 004 1.6000e- 004 0.0000 1.6000e- 004 0.5640 3.0000e- 005 0.0000 0.5646 Total 2.1000e- 004 3.1000e- 004 3.2000e- 003 1.0000e- 005 6.0000e- 004 0.0000 6.1000e- 004 1.6000e- 004 0.0000 1.6000e- 004 0.5640 3.0000e- 005 0.0000 0.5646 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 7.7300e- 003 0.0701 0.0434 5.0000e- 005 5.4800e- 003 5.4800e- 003 5.0500e- 003 5.0500e- 003 5.1723 1.5400e- 003 0.0000 5.2047 Total 7.7300e- 003 0.0701 0.0434 5.0000e- 005 5.4800e- 003 5.4800e- 003 5.0500e- 003 5.0500e- 003 5.1723 1.5400e- 003 0.0000 5.2047 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 15 of 33 ---PAGE BREAK--- 3.4 Utilities - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 2.1000e- 004 3.1000e- 004 3.2000e- 003 1.0000e- 005 6.0000e- 004 0.0000 6.1000e- 004 1.6000e- 004 0.0000 1.6000e- 004 0.5640 3.0000e- 005 0.0000 0.5646 Total 2.1000e- 004 3.1000e- 004 3.2000e- 003 1.0000e- 005 6.0000e- 004 0.0000 6.1000e- 004 1.6000e- 004 0.0000 1.6000e- 004 0.5640 3.0000e- 005 0.0000 0.5646 Mitigated Construction Off-Site 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 8.6700e- 003 0.0394 0.0331 4.0000e- 005 3.3100e- 003 3.3100e- 003 3.1700e- 003 3.1700e- 003 3.3370 9.4000e- 004 0.0000 3.3569 Total 8.6700e- 003 0.0394 0.0331 4.0000e- 005 3.3100e- 003 3.3100e- 003 3.1700e- 003 3.1700e- 003 3.3370 9.4000e- 004 0.0000 3.3569 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 16 of 33 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 5.1000e- 004 5.1100e- 003 6.2500e- 003 1.0000e- 005 3.1000e- 004 8.0000e- 005 3.9000e- 004 9.0000e- 005 8.0000e- 005 1.6000e- 004 0.9910 1.0000e- 005 0.0000 0.9912 Worker 4.5000e- 004 6.7000e- 004 6.9800e- 003 2.0000e- 005 1.3200e- 003 1.0000e- 005 1.3300e- 003 3.5000e- 004 1.0000e- 005 3.6000e- 004 1.2306 6.0000e- 005 0.0000 1.2319 Total 9.6000e- 004 5.7800e- 003 0.0132 3.0000e- 005 1.6300e- 003 9.0000e- 005 1.7200e- 003 4.4000e- 004 9.0000e- 005 5.2000e- 004 2.2216 7.0000e- 005 0.0000 2.2231 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 8.6700e- 003 0.0394 0.0331 4.0000e- 005 3.3100e- 003 3.3100e- 003 3.1700e- 003 3.1700e- 003 3.3370 9.4000e- 004 0.0000 3.3569 Total 8.6700e- 003 0.0394 0.0331 4.0000e- 005 3.3100e- 003 3.3100e- 003 3.1700e- 003 3.1700e- 003 3.3370 9.4000e- 004 0.0000 3.3569 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 17 of 33 ---PAGE BREAK--- 3.5 Soundwall Construction - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 5.1000e- 004 5.1100e- 003 6.2500e- 003 1.0000e- 005 3.1000e- 004 8.0000e- 005 3.9000e- 004 9.0000e- 005 8.0000e- 005 1.6000e- 004 0.9910 1.0000e- 005 0.0000 0.9912 Worker 4.5000e- 004 6.7000e- 004 6.9800e- 003 2.0000e- 005 1.3200e- 003 1.0000e- 005 1.3300e- 003 3.5000e- 004 1.0000e- 005 3.6000e- 004 1.2306 6.0000e- 005 0.0000 1.2319 Total 9.6000e- 004 5.7800e- 003 0.0132 3.0000e- 005 1.6300e- 003 9.0000e- 005 1.7200e- 003 4.4000e- 004 9.0000e- 005 5.2000e- 004 2.2216 7.0000e- 005 0.0000 2.2231 Mitigated Construction Off-Site 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 0.0232 0.2518 0.1498 2.2000e- 004 0.0142 0.0142 0.0130 0.0130 21.2272 6.3400e- 003 0.0000 21.3603 Paving 7.6600e- 003 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0308 0.2518 0.1498 2.2000e- 004 0.0142 0.0142 0.0130 0.0130 21.2272 6.3400e- 003 0.0000 21.3603 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 18 of 33 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 5.6000e- 004 8.4000e- 004 8.7200e- 003 2.0000e- 005 1.6500e- 003 1.0000e- 005 1.6600e- 003 4.4000e- 004 1.0000e- 005 4.5000e- 004 1.5382 8.0000e- 005 0.0000 1.5399 Total 5.6000e- 004 8.4000e- 004 8.7200e- 003 2.0000e- 005 1.6500e- 003 1.0000e- 005 1.6600e- 003 4.4000e- 004 1.0000e- 005 4.5000e- 004 1.5382 8.0000e- 005 0.0000 1.5399 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 0.0232 0.2518 0.1498 2.2000e- 004 0.0142 0.0142 0.0130 0.0130 21.2272 6.3400e- 003 0.0000 21.3603 Paving 7.6600e- 003 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0308 0.2518 0.1498 2.2000e- 004 0.0142 0.0142 0.0130 0.0130 21.2272 6.3400e- 003 0.0000 21.3603 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 19 of 33 ---PAGE BREAK--- 3.6 Paving - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 5.6000e- 004 8.4000e- 004 8.7200e- 003 2.0000e- 005 1.6500e- 003 1.0000e- 005 1.6600e- 003 4.4000e- 004 1.0000e- 005 4.5000e- 004 1.5382 8.0000e- 005 0.0000 1.5399 Total 5.6000e- 004 8.4000e- 004 8.7200e- 003 2.0000e- 005 1.6500e- 003 1.0000e- 005 1.6600e- 003 4.4000e- 004 1.0000e- 005 4.5000e- 004 1.5382 8.0000e- 005 0.0000 1.5399 Mitigated Construction Off-Site 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 4.2500e- 003 0.0432 0.0246 3.0000e- 005 2.7700e- 003 2.7700e- 003 2.5500e- 003 2.5500e- 003 2.9691 8.9000e- 004 0.0000 2.9877 Total 4.2500e- 003 0.0432 0.0246 3.0000e- 005 2.7700e- 003 2.7700e- 003 2.5500e- 003 2.5500e- 003 2.9691 8.9000e- 004 0.0000 2.9877 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 20 of 33 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 2.2000e- 004 2.1500e- 003 2.6300e- 003 0.0000 1.3000e- 004 3.0000e- 005 1.6000e- 004 4.0000e- 005 3.0000e- 005 7.0000e- 005 0.4162 0.0000 0.0000 0.4163 Worker 2.0000e- 004 2.9000e- 004 3.0500e- 003 1.0000e- 005 5.8000e- 004 0.0000 5.8000e- 004 1.5000e- 004 0.0000 1.6000e- 004 0.5384 3.0000e- 005 0.0000 0.5390 Total 4.2000e- 004 2.4400e- 003 5.6800e- 003 1.0000e- 005 7.1000e- 004 3.0000e- 005 7.4000e- 004 1.9000e- 004 3.0000e- 005 2.3000e- 004 0.9546 3.0000e- 005 0.0000 0.9553 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Off-Road 4.2500e- 003 0.0432 0.0246 3.0000e- 005 2.7700e- 003 2.7700e- 003 2.5500e- 003 2.5500e- 003 2.9691 8.9000e- 004 0.0000 2.9877 Total 4.2500e- 003 0.0432 0.0246 3.0000e- 005 2.7700e- 003 2.7700e- 003 2.5500e- 003 2.5500e- 003 2.9691 8.9000e- 004 0.0000 2.9877 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 21 of 33 ---PAGE BREAK--- 3.7 Tree Planting - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 2.2000e- 004 2.1500e- 003 2.6300e- 003 0.0000 1.3000e- 004 3.0000e- 005 1.6000e- 004 4.0000e- 005 3.0000e- 005 7.0000e- 005 0.4162 0.0000 0.0000 0.4163 Worker 2.0000e- 004 2.9000e- 004 3.0500e- 003 1.0000e- 005 5.8000e- 004 0.0000 5.8000e- 004 1.5000e- 004 0.0000 1.6000e- 004 0.5384 3.0000e- 005 0.0000 0.5390 Total 4.2000e- 004 2.4400e- 003 5.6800e- 003 1.0000e- 005 7.1000e- 004 3.0000e- 005 7.4000e- 004 1.9000e- 004 3.0000e- 005 2.3000e- 004 0.9546 3.0000e- 005 0.0000 0.9553 Mitigated Construction Off-Site 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Archit. Coating 0.1205 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 1.0200e- 003 6.4300e- 003 4.7500e- 003 1.0000e- 005 5.5000e- 004 5.5000e- 004 5.5000e- 004 5.5000e- 004 0.6383 8.0000e- 005 0.0000 0.6401 Total 0.1215 6.4300e- 003 4.7500e- 003 1.0000e- 005 5.5000e- 004 5.5000e- 004 5.5000e- 004 5.5000e- 004 0.6383 8.0000e- 005 0.0000 0.6401 Unmitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 22 of 33 ---PAGE BREAK--- 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 1.8000e- 004 2.7000e- 004 2.7600e- 003 1.0000e- 005 5.2000e- 004 0.0000 5.3000e- 004 1.4000e- 004 0.0000 1.4000e- 004 0.4871 2.0000e- 005 0.0000 0.4876 Total 1.8000e- 004 2.7000e- 004 2.7600e- 003 1.0000e- 005 5.2000e- 004 0.0000 5.3000e- 004 1.4000e- 004 0.0000 1.4000e- 004 0.4871 2.0000e- 005 0.0000 0.4876 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Archit. Coating 0.1205 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 1.0200e- 003 6.4300e- 003 4.7500e- 003 1.0000e- 005 5.5000e- 004 5.5000e- 004 5.5000e- 004 5.5000e- 004 0.6383 8.0000e- 005 0.0000 0.6401 Total 0.1215 6.4300e- 003 4.7500e- 003 1.0000e- 005 5.5000e- 004 5.5000e- 004 5.5000e- 004 5.5000e- 004 0.6383 8.0000e- 005 0.0000 0.6401 Mitigated Construction On-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 23 of 33 ---PAGE BREAK--- 4.0 Operational Detail - Mobile ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Mitigated 1.0786 4.1641 17.4615 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,639.892 5 0.1493 0.0000 3,643.027 8 Unmitigated 1.0786 4.1641 17.4615 0.0448 3.3208 0.0569 3.3777 0.8872 0.0523 0.9395 3,639.892 5 0.1493 0.0000 3,643.027 8 4.1 Mitigation Measures Mobile 3.8 Architectural Coating - 2015 ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 1.8000e- 004 2.7000e- 004 2.7600e- 003 1.0000e- 005 5.2000e- 004 0.0000 5.3000e- 004 1.4000e- 004 0.0000 1.4000e- 004 0.4871 2.0000e- 005 0.0000 0.4876 Total 1.8000e- 004 2.7000e- 004 2.7600e- 003 1.0000e- 005 5.2000e- 004 0.0000 5.3000e- 004 1.4000e- 004 0.0000 1.4000e- 004 0.4871 2.0000e- 005 0.0000 0.4876 Mitigated Construction Off-Site CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 24 of 33 ---PAGE BREAK--- 4.2 Trip Summary Information 4.3 Trip Type Information Average Daily Trip Rate Unmitigated Mitigated Land Use Weekday Saturday Sunday Annual VMT Annual VMT Parking Lot 1,208.00 1,208.00 1208.00 8,794,240 8,794,240 Total 1,208.00 1,208.00 1,208.00 8,794,240 8,794,240 Miles Trip % Trip Purpose % Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W H-S or C-C H-O or C-NW Primary Diverted Pass-by Parking Lot 16.60 8.40 20.00 0.00 0.00 100.00 100 0 0 5.0 Energy Detail 5.1 Mitigation Measures Energy 4.4 Fleet Mix LDA LDT1 LDT2 MDV LHD1 LHD2 MHD HHD OBUS UBUS MCY SBUS MH 0.511437 0.057382 0.191336 0.153047 0.041226 0.005877 0.014979 0.013726 0.001416 0.002136 0.004703 0.000510 0.002224 Historical Energy Use: N CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 25 of 33 ---PAGE BREAK--- ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Electricity Mitigated 0.0000 0.0000 0.0000 0.0000 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Electricity Unmitigated 0.0000 0.0000 0.0000 0.0000 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] NaturalGas Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 NaturalGas Unmitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5.2 Energy by Land Use - NaturalGas NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr tons/yr MT/yr Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Unmitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 26 of 33 ---PAGE BREAK--- 5.2 Energy by Land Use - NaturalGas NaturalGa s Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr tons/yr MT/yr Parking Lot 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mitigated 5.3 Energy by Land Use - Electricity Electricity Use Total CO2 CH4 N2O CO2e Land Use kWh/yr MT/yr Parking Lot 224247 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Total 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Unmitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 27 of 33 ---PAGE BREAK--- 6.1 Mitigation Measures Area 6.0 Area Detail ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Mitigated 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Unmitigated 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 5.3 Energy by Land Use - Electricity Electricity Use Total CO2 CH4 N2O CO2e Land Use kWh/yr MT/yr Parking Lot 224247 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Total 156.9773 2.9500e- 003 6.1000e- [PHONE REDACTED] Mitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 28 of 33 ---PAGE BREAK--- 7.0 Water Detail 6.2 Area by SubCategory ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory tons/yr MT/yr Architectural Coating 2.2100e- 003 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 0.9208 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 7.9000e- 004 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Total 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Unmitigated ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e SubCategory tons/yr MT/yr Architectural Coating 2.2100e- 003 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Consumer Products 0.9208 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 7.9000e- 004 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Total 0.9238 8.0000e- 005 7.9700e- 003 0.0000 3.0000e- 005 3.0000e- 005 3.0000e- 005 3.0000e- 005 0.0150 4.0000e- 005 0.0000 0.0159 Mitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 29 of 33 ---PAGE BREAK--- 7.1 Mitigation Measures Water Total CO2 CH4 N2O CO2e Category MT/yr Mitigated 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Unmitigated 6.7009 1.3000e- 004 3.0000e- 005 6.7116 7.2 Water by Land Use Indoor/Out door Use Total CO2 CH4 N2O CO2e Land Use Mgal MT/yr Parking Lot 0 / 0.861608 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Total 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Unmitigated CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 30 of 33 ---PAGE BREAK--- 8.1 Mitigation Measures Waste 7.2 Water by Land Use Indoor/Out door Use Total CO2 CH4 N2O CO2e Land Use Mgal MT/yr Parking Lot 0 / 0.861608 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Total 6.7009 1.3000e- 004 3.0000e- 005 6.7116 Mitigated 8.0 Waste Detail Total CO2 CH4 N2O CO2e MT/yr Mitigated 0.0000 0.0000 0.0000 0.0000 Unmitigated 0.0000 0.0000 0.0000 0.0000 Category/Year CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 31 of 33 ---PAGE BREAK--- 8.2 Waste by Land Use Waste Disposed Total CO2 CH4 N2O CO2e Land Use tons MT/yr Parking Lot 0 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 Unmitigated Waste Disposed Total CO2 CH4 N2O CO2e Land Use tons MT/yr Parking Lot 0 0.0000 0.0000 0.0000 0.0000 Total 0.0000 0.0000 0.0000 0.0000 Mitigated 9.0 Operational Offroad Equipment Type Number Hours/Day Days/Year Horse Power Load Factor Fuel Type CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 32 of 33 ---PAGE BREAK--- 10.0 Vegetation Total CO2 CH4 N2O CO2e Category MT Unmitigated 76.5600 0.0000 0.0000 76.5600 10.2 Net New Trees Number of Trees Total CO2 CH4 N2O CO2e MT Pine 120 76.5600 0.0000 0.0000 76.5600 Total 76.5600 0.0000 0.0000 76.5600 Species Class CalEEMod Version: CalEEMod.2013.2.2 Date: 8/12/2014 9:05 AM Page 33 of 33 ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX B HAZARDOUS MATERIALS DATABASE SEARCH ---PAGE BREAK--- ---PAGE BREAK--- FORM-LBE-KKT ® k c e h C o e G h ti w tr o p e R ™ p a M s u i d a R R D E e h T 6 Road, 4th floor Shelton, CT 06484 Toll Free: [PHONE REDACTED] www.edrnet.com Toy Story Parking Lot Expansion 1854 S. Harbor Boulevard Anaheim, CA 92802 Inquiry Number: 4015472.2s July 23, 2014 ---PAGE BREAK--- SECTION PAGE Executive Summary ES1 Overview Map 2 Detail Map 3 Map Findings Summary 4 Map Findings 8 Orphan Summary 94 Government Records Searched/Data Currency Tracking GR-1 GEOCHECK ADDENDUM Physical Setting Source Addendum A-1 Physical Setting Source Summary A-2 Physical Setting SSURGO Soil Map A-6 Physical Setting Source Map A-10 Physical Setting Source Map Findings A-12 Physical Setting Source Records Searched PSGR-1 TC4015472.2s Page 1 Thank you for your business. Please contact EDR at 1-[PHONE REDACTED] with any questions or comments. Disclaimer - Copyright and Trademark Notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice. Copyright 2014 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners. TABLE OF CONTENTS ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 1 A search of available environmental records was conducted by Environmental Data Resources, Inc (EDR). The report was designed to assist parties seeking to meet the search requirements of EPA’s Standards and Practices for All Appropriate Inquiries (40 CFR Part 312), the ASTM Standard Practice for Environmental Site Assessments (E 1527-13) or custom requirements developed for the evaluation of environmental risk associated with a parcel of real estate. TARGET PROPERTY INFORMATION ADDRESS 1854 S. HARBOR BOULEVARD ANAHEIM, CA 92802 COORDINATES 33.7998000 - 33˚ 47’ 59.28’’ Latitude (North): [PHONE REDACTED] - 117˚ 54’ 42.12’’ Longitude (West): Zone 11 Universal Tranverse Mercator: 415606.2 UTM X (Meters): 3740138.2 UTM Y (Meters): 137 ft. above sea level Elevation: USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY 33117-G8 ANAHEIM, CA Target Property Map: 1981 Most Recent Revision: AERIAL PHOTOGRAPHY IN THIS REPORT 20120505 Portions of Photo from: USDA Source: TARGET PROPERTY SEARCH RESULTS The target property was identified in the following records. For more information on this property see page 8 of the attached EDR Radius Map report: EPA ID Database(s) Site DISNEYLAND RESORT KCML 1854 S HARBOR BLVD ANAHEIM, CA 92802 CAR000054569 RCRA NonGen / NLR FINDS FUJISHIGE FARMS INC 1854 S HARBOR BLVD ANAHEIM, CA 92802 N/A HAZNET FUJISHIGE FARMS 1854 S HARBOR BLVD ANAHEIM, CA 92802 N/A HIST UST Orange Co. Industrial Site HERCULES 1854 SOUTH HARBOR BLVD. ANAHEIM, CA 92802 N/A HAZNET ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 2 DISNEYLAND RESORT 1854 S HARBOR BLVD ANAHEIM, CA 92802 N/A HAZNET DATABASES WITH NO MAPPED SITES No mapped sites were found in EDR’s search of available ("reasonably ascertainable government records either on the target property or within the search radius around the target property for the following databases: STANDARD ENVIRONMENTAL RECORDS Federal NPL site list NPL National Priority List Proposed NPL Proposed National Priority List Sites NPL LIENS Federal Superfund Liens Federal Delisted NPL site list Delisted NPL National Priority List Deletions Federal CERCLIS list CERCLIS Comprehensive Environmental Response, Compensation, and Liability Information System FEDERAL FACILITY Federal Facility Site Information listing Federal RCRA CORRACTS facilities list CORRACTS Corrective Action Report Federal RCRA non-CORRACTS TSD facilities list RCRA-TSDF RCRA - Treatment, Storage and Disposal Federal RCRA generators list RCRA-SQG RCRA - Small Quantity Generators RCRA-CESQG RCRA - Conditionally Exempt Small Quantity Generator Federal institutional controls / engineering controls registries US ENG CONTROLS Engineering Controls Sites List US INST CONTROL Sites with Institutional Controls LUCIS Land Use Control Information System Federal ERNS list ERNS Emergency Response Notification System ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 3 State- and tribal - equivalent NPL RESPONSE State Response Sites State and tribal landfill and/or solid waste disposal site lists SWF/LF Solid Waste Information System State and tribal leaking storage tank lists SLIC Statewide SLIC Cases INDIAN LUST Leaking Underground Storage Tanks on Indian Land State and tribal registered storage tank lists UST Active UST Facilities AST Aboveground Petroleum Storage Tank Facilities INDIAN UST Underground Storage Tanks on Indian Land FEMA UST Underground Storage Tank Listing State and tribal voluntary cleanup sites VCP Voluntary Cleanup Program Properties INDIAN VCP Voluntary Cleanup Priority Listing ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists US BROWNFIELDS A Listing of Brownfields Sites Local Lists of Landfill / Solid Waste Disposal Sites DEBRIS REGION 9 Torres Martinez Reservation Illegal Dump Site Locations ODI Open Dump Inventory Recycler Database HAULERS Registered Waste Tire Haulers Listing INDIAN ODI Report on the Status of Open Dumps on Indian Lands WMUDS/SWAT Waste Management Unit Database Local Lists of Hazardous waste / Contaminated Sites US CDL Clandestine Drug Labs HIST Cal-Sites Historical Calsites Database SCH School Property Evaluation Program Toxic Pits Toxic Pits Cleanup Act Sites CDL Clandestine Drug Labs US HIST CDL National Clandestine Laboratory Register Local Lists of Registered Storage Tanks CA FID UST Facility Inventory Database SWEEPS UST SWEEPS UST Listing ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 4 Local Land Records LIENS 2 CERCLA Lien Information LIENS Environmental Liens Listing DEED Deed Restriction Listing Records of Emergency Release Reports HMIRS Hazardous Materials Information Reporting System CHMIRS California Hazardous Material Incident Report System LDS Land Disposal Sites Listing MCS Military Cleanup Sites Listing SPILLS 90 SPILLS 90 data from FirstSearch Other Ascertainable Records DOT OPS Incident and Accident Data DOD Department of Defense Sites FUDS Formerly Used Defense Sites CONSENT Superfund (CERCLA) Consent Decrees ROD Records Of Decision UMTRA Uranium Mill Tailings Sites US MINES Mines Master Index File TRIS Toxic Chemical Release Inventory System TSCA Toxic Substances Control Act FTTS FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) HIST FTTS FIFRA/TSCA Tracking System Administrative Case Listing SSTS Section 7 Tracking Systems ICIS Integrated Compliance Information System PADS PCB Activity Database System MLTS Material Licensing Tracking System RADINFO Radiation Information Database RAATS RCRA Administrative Action Tracking System RMP Risk Management Plans CA BOND EXP. PLAN Bond Expenditure Plan NPDES NPDES Permits Listing UIC UIC Listing Cortese "Cortese" Hazardous Waste & Substances Sites List CUPA Listings CUPA Resources List Cleaner Facilities WIP Well Investigation Program Case List ENF Enforcement Action Listing EMI Emissions Inventory Data INDIAN RESERV Indian Reservations SCRD State Coalition for Remediation of Listing COAL ASH DOE Steam-Electric Plant Operation Data HWT Registered Hazardous Waste Transporter Database HWP EnviroStor Permitted Facilities Listing LEAD SMELTERS Lead Smelter Sites 2020 COR ACTION 2020 Corrective Action Program List EPA WATCH LIST EPA WATCH LIST WDS Waste Discharge System US AIRS Aerometric Information Retrieval System Facility ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 5 PRP Potentially Responsible Parties US FIN ASSUR Financial Assurance Information Financial Assurance Financial Assurance Information Listing PROC Certified Processors Database PCB TRANSFORMER PCB Transformer Registration Database COAL ASH EPA Coal Combustion Residues Surface Impoundments List MWMP Medical Waste Management Program Listing EDR HIGH RISK HISTORICAL RECORDS EDR Exclusive Records EDR MGP EDR Proprietary Manufactured Gas Plants EDR US Hist Auto Stat EDR Exclusive Historic Gas Stations EDR US Hist Cleaners EDR Exclusive Historic Dry Cleaners EDR RECOVERED GOVERNMENT ARCHIVES Exclusive Recovered Govt. Archives RGA LUST Recovered Government Archive Leaking Underground Storage Tank RGA LF Recovered Government Archive Solid Waste Facilities List SURROUNDING SITES: SEARCH RESULTS Surrounding sites were identified in the following databases. Elevations have been determined from the USGS Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified. Sites with an elevation equal to or higher than the target property have been differentiated below from sites with an elevation lower than the target property. Page numbers and map identification numbers refer to the EDR Radius Map report where detailed data on individual sites can be reviewed. Sites listed in bold italics are in multiple databases. Unmappable (orphan) sites are not considered in the foregoing analysis. STANDARD ENVIRONMENTAL RECORDS Federal CERCLIS NFRAP site List CERC-NFRAP: Archived sites are sites that have been removed and archived from the inventory of CERCLIS sites. Archived status indicates that, to the best of EPA’s knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL), unless information indicates this decision was not appropriate or other considerations require a recommendation for listing at a later time. This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based upon available information, the location is not judged to be a potential NPL site. A review of the CERC-NFRAP list, as provided by EDR, and dated 10/25/2013 has revealed that there is 1 CERC-NFRAP site within approximately 0.5 miles of the target property. ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 6 Page Map ID Direction / Distance Address Equal/Higher Elevation CORCORAN MFG CO INC 1745 S HASTER ST NE 1/4 - 1/2 (0.498 mi.) 33 77 Federal RCRA generators list RCRA-LQG: RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month. A review of the RCRA-LQG list, as provided by EDR, and dated 03/11/2014 has revealed that there is 1 RCRA-LQG site within approximately 0.25 miles of the target property. Page Map ID Direction / Distance Address Lower Elevation DISNEYLAND RESORT (REMOTE SITE 1900 S. HARBOR BLVD. W 1/8 - 1/4 (0.194 mi.) 6 12 State- and tribal - equivalent CERCLIS ENVIROSTOR: The Department of Toxic Substances Control’s (DTSC’s) Site Mitigation and Brownfields Reuse Program’s EnviroStor database identifes sites that have known contamination or sites for which there may be reasons to investigate further. The database includes the following site types: Federal Superfund sites (National Priorities List (NPL)); State Response, including Military Facilities and State Superfund; Voluntary Cleanup; and School sites. EnviroStor provides similar information to the information that was available in CalSites, and provides additional site information, including, but not limited to, identification of formerly-contaminated properties that have been released for reuse, properties where environmental deed restrictions have been recorded to prevent inappropriate land uses, and risk characterization information that is used to assess potential impacts to public health and the environment at contaminated sites. A review of the ENVIROSTOR list, as provided by EDR, and dated 06/05/2014 has revealed that there are 5 ENVIROSTOR sites within approximately 1 mile of the target property. Page Map ID Direction / Distance Address Equal/Higher Elevation SPECTRUM PHOTOGRAPHIC & IMAGIN 1313 S. HARBOR BOULEVAR NNW 1/2 - 1 (0.835 mi.) 35 82 Status: Inactive - Needs Evaluation ORANGE EMPIRE HEAT TREATING 1000 E KATELLA ST ENE 1/2 - 1 (0.889 mi.) L36 83 Status: Refer: Other Agency PLATINUM TRIANGLE 1016 EAST KATELLA AVENU ENE 1/2 - 1 (0.899 mi.) L37 87 Status: Inactive - Action Required SILGAN PLASTICS CORPORATION 611 EAST CERRITOS AVENU NE 1/2 - 1 (0.951 mi.) 38 92 Status: Refer: 1248 Local Agency Page Map ID Direction / Distance Address Lower Elevation PONDEROSA ELEMENTARY SCHOOL MOUNTAIN VIEW AVENUE/WI SE 1/2 - 1 (0.623 mi.) 34 79 Status: No Further Action ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 7 State and tribal leaking storage tank lists LUST: The Leaking Underground Storage Tank Incident Reports contain an inventory of reported leaking underground storage tank incidents. The data come from the State Water Resources Control Board Leaking Underground Storage Tank Information System. A review of the LUST list, as provided by EDR, and dated 06/16/2014 has revealed that there are 25 LUST sites within approximately 0.5 miles of the target property. Page Map ID Direction / Distance Address Equal/Higher Elevation EAGLE CAR WASH 350 W KATELLA AVE NNE 1/4 - 1/2 (0.270 mi.) B7 14 Status: Completed - Case Closed KATELLA CAR WASH (FORMER) 350 KATELLA AVE NNE 1/4 - 1/2 (0.270 mi.) B8 17 HERTZ RENT-A-CAR 221 KATELLA AVE., W. NNE 1/4 - 1/2 (0.296 mi.) B9 18 Status: Completed - Case Closed TEXACO SERVICE STATION 100 W KATELLA AVE NE 1/4 - 1/2 (0.311 mi.) D12 24 Status: Completed - Case Closed TEXACO SERVICE STATION 100 KATELLA AVE NE 1/4 - 1/2 (0.311 mi.) D13 26 MEDDOCK MOBIL 100 KATELLA AVE NE 1/4 - 1/2 (0.375 mi.) G22 50 MEDDOCK MOBIL 100 E KATELLA AVE NE 1/4 - 1/2 (0.381 mi.) G23 51 Status: Completed - Case Closed RYDER TRUCK RENTAL-CAL TRANS 1730 ANAHEIM BLVD NE 1/4 - 1/2 (0.423 mi.) I26 57 RYDER TRUCK RENTAL-CAL TRANS 1730 S ANAHEIM BLVD NE 1/4 - 1/2 (0.423 mi.) I27 60 Status: Completed - Case Closed STEINER CORP 1755 HASTER ST NE 1/4 - 1/2 (0.474 mi.) 30 65 Status: Completed - Case Closed Page Map ID Direction / Distance Address Lower Elevation MOBIL OIL 1800 S HARBOR BLVD NW 1/4 - 1/2 (0.310 mi.) C10 21 Status: Completed - Case Closed MOBIL #18-106 1800 HARBOR BLVD NW 1/4 - 1/2 (0.310 mi.) C11 23 CHEVRON #9-5321 1801 S HARBOR BLVD NW 1/4 - 1/2 (0.319 mi.) E15 31 Status: Completed - Case Closed CHEVRON #9-5321 1801 HARBOR BLVD NW 1/4 - 1/2 (0.319 mi.) E16 33 SHELL SERVICE STATION 2100 HARBOR SW 1/4 - 1/2 (0.323 mi.) F17 39 SHELL SERVICE STATION 2100 S HARBOR SW 1/4 - 1/2 (0.323 mi.) F18 41 Status: Completed - Case Closed THRIFTY OIL #359 2101 S HARBOR BLVD SW 1/4 - 1/2 (0.330 mi.) F19 45 Status: Completed - Case Closed THRIFTY OIL #359 2101 HARBOR BLVD SW 1/4 - 1/2 (0.330 mi.) F20 47 UNOCAL 1779 HARBOR NW 1/4 - 1/2 (0.354 mi.) 21 48 Status: Completed - Case Closed ANAHEIM MARRIOTT HOTEL 700 W CONVENTION WAY WSW 1/4 - 1/2 (0.422 mi.) H24 53 ANAHEIM MARRIOTT HOTEL 700 W CONVENTION WAY WSW 1/4 - 1/2 (0.422 mi.) H25 54 Status: Completed - Case Closed NATIONAL CAR RENTAL FAC. 711 W KATELLA AVE NW 1/4 - 1/2 (0.439 mi.) J28 63 Status: Completed - Case Closed NATIONAL CAR RENTAL FAC. 711 KATELLA AVE NW 1/4 - 1/2 (0.439 mi.) J29 64 ANAHEIM CITY, CONVENTION CTR 800 W KATELLA AVE WNW 1/4 - 1/2 (0.480 mi.) K31 69 Status: Completed - Case Closed ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 8 Page Map ID Direction / Distance Address Lower Elevation TEXACO SERVICE STATION 818 KATELLA AVE WNW 1/4 - 1/2 (0.489 mi.) K32 76 ADDITIONAL ENVIRONMENTAL RECORDS Other Ascertainable Records HIST CORTESE: The sites for the list are designated by the State Water Resource Control Board [LUST], the Integrated Waste Board [SWF/LS], and the Department of Toxic Substances Control [CALSITES]. This listing is no longer updated by the state agency. A review of the HIST CORTESE list, as provided by EDR, and dated 04/01/2001 has revealed that there are 6 HIST CORTESE sites within approximately 0.5 miles of the target property. Page Map ID Direction / Distance Address Equal/Higher Elevation KATELLA CAR WASH (FORMER) 350 KATELLA AVE NNE 1/4 - 1/2 (0.270 mi.) B8 17 STEINER CORP 1755 HASTER ST NE 1/4 - 1/2 (0.474 mi.) 30 65 Page Map ID Direction / Distance Address Lower Elevation CHEVRON #9-5321 1801 HARBOR BLVD NW 1/4 - 1/2 (0.319 mi.) E16 33 SHELL SERVICE STATION 2100 HARBOR SW 1/4 - 1/2 (0.323 mi.) F17 39 ANAHEIM CITY, CONVENTION CTR 800 W KATELLA AVE WNW 1/4 - 1/2 (0.480 mi.) K31 69 TEXACO SERVICE STATION 818 KATELLA AVE WNW 1/4 - 1/2 (0.489 mi.) K32 76 Notify 65: Listings of all Proposition 65 incidents reported to counties by the State Water Resources Control Board and the Regional Water Quality Control Board. This database is no longer updated by the reporting agency. A review of the Notify 65 list, as provided by EDR, and dated 10/21/1993 has revealed that there is 1 Notify 65 site within approximately 1 mile of the target property. Page Map ID Direction / Distance Address Lower Elevation MOBIL OIL CORP. 18-106 1800 SOUTH HARBOR NW 1/4 - 1/2 (0.311 mi.) C14 28 ---PAGE BREAK--- EXECUTIVE SUMMARY TC4015472.2s EXECUTIVE SUMMARY 9 Due to poor or inadequate address information, the following sites were not mapped. Count: 6 records. Site Name Database(s) VACANT LOT RGA LUST VACANT LOT RGA LUST ANAHEIM AUTO AFFAIR LUST FUN BUS UST THEO LACY JAIL EXPANSION UST ROSS PARK EXPANSION FINDS ---PAGE BREAK--- EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. 0 0 0 230 kv 0 0 0 0 0 ---PAGE BREAK--- EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. ---PAGE BREAK--- MAP FINDINGS SUMMARY Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 > 1 Plotted STANDARD ENVIRONMENTAL RECORDS Federal NPL site list 0 NR 0 0 0 0 1.000 NPL 0 NR 0 0 0 0 1.000 Proposed NPL 0 NR NR NR NR NR TP NPL LIENS Federal Delisted NPL site list 0 NR 0 0 0 0 1.000 Delisted NPL Federal CERCLIS list 0 NR NR 0 0 0 0.500 CERCLIS 0 NR NR 0 0 0 0.500 FEDERAL FACILITY Federal CERCLIS NFRAP site List 1 NR NR 1 0 0 0.500 CERC-NFRAP Federal RCRA CORRACTS facilities list 0 NR 0 0 0 0 1.000 CORRACTS Federal RCRA non-CORRACTS TSD facilities list 0 NR NR 0 0 0 0.500 RCRA-TSDF Federal RCRA generators list 1 NR NR NR 1 0 0.250 RCRA-LQG 0 NR NR NR 0 0 0.250 RCRA-SQG 0 NR NR NR 0 0 0.250 RCRA-CESQG Federal institutional controls / engineering controls registries 0 NR NR 0 0 0 0.500 US ENG CONTROLS 0 NR NR 0 0 0 0.500 US INST CONTROL 0 NR NR 0 0 0 0.500 LUCIS Federal ERNS list 0 NR NR NR NR NR TP ERNS State- and tribal - equivalent NPL 0 NR 0 0 0 0 1.000 RESPONSE State- and tribal - equivalent CERCLIS 5 NR 5 0 0 0 1.000 ENVIROSTOR State and tribal landfill and/or solid waste disposal site lists 0 NR NR 0 0 0 0.500 SWF/LF State and tribal leaking storage tank lists 25 NR NR 25 0 0 0.500 LUST TC4015472.2s Page 4 ---PAGE BREAK--- MAP FINDINGS SUMMARY Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 > 1 Plotted 0 NR NR 0 0 0 0.500 SLIC 0 NR NR 0 0 0 0.500 INDIAN LUST State and tribal registered storage tank lists 0 NR NR NR 0 0 0.250 UST 0 NR NR NR 0 0 0.250 AST 0 NR NR NR 0 0 0.250 INDIAN UST 0 NR NR NR 0 0 0.250 FEMA UST State and tribal voluntary cleanup sites 0 NR NR 0 0 0 0.500 VCP 0 NR NR 0 0 0 0.500 INDIAN VCP ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists 0 NR NR 0 0 0 0.500 US BROWNFIELDS Local Lists of Landfill / Solid Waste Disposal Sites 0 NR NR 0 0 0 0.500 DEBRIS REGION 9 0 NR NR 0 0 0 0.500 ODI 0 NR NR 0 0 0 0.500 0 NR NR NR NR NR TP HAULERS 0 NR NR 0 0 0 0.500 INDIAN ODI 0 NR NR 0 0 0 0.500 WMUDS/SWAT Local Lists of Hazardous waste / Contaminated Sites 0 NR NR NR NR NR TP US CDL 0 NR 0 0 0 0 1.000 HIST Cal-Sites 0 NR NR NR 0 0 0.250 SCH 0 NR 0 0 0 0 1.000 Toxic Pits 0 NR NR NR NR NR TP CDL 0 NR NR NR NR NR TP US HIST CDL Local Lists of Registered Storage Tanks 0 NR NR NR 0 0 0.250 CA FID UST 1 NR NR NR 0 0 0.250 1 HIST UST 0 NR NR NR 0 0 0.250 SWEEPS UST Local Land Records 0 NR NR NR NR NR TP LIENS 2 0 NR NR NR NR NR TP LIENS 0 NR NR 0 0 0 0.500 DEED Records of Emergency Release Reports 0 NR NR NR NR NR TP HMIRS 0 NR NR NR NR NR TP CHMIRS 0 NR NR NR NR NR TP LDS TC4015472.2s Page 5 ---PAGE BREAK--- MAP FINDINGS SUMMARY Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 > 1 Plotted 0 NR NR NR NR NR TP MCS 1 NR NR NR NR NR TP 1 Orange Co. Industrial Site 0 NR NR NR NR NR TP SPILLS 90 Other Ascertainable Records 1 NR NR NR 0 0 0.250 1 RCRA NonGen / NLR 0 NR NR NR NR NR TP DOT OPS 0 NR 0 0 0 0 1.000 DOD 0 NR 0 0 0 0 1.000 FUDS 0 NR 0 0 0 0 1.000 CONSENT 0 NR 0 0 0 0 1.000 ROD 0 NR NR 0 0 0 0.500 UMTRA 0 NR NR NR 0 0 0.250 US MINES 0 NR NR NR NR NR TP TRIS 0 NR NR NR NR NR TP TSCA 0 NR NR NR NR NR TP FTTS 0 NR NR NR NR NR TP HIST FTTS 0 NR NR NR NR NR TP SSTS 0 NR NR NR NR NR TP ICIS 0 NR NR NR NR NR TP PADS 0 NR NR NR NR NR TP MLTS 0 NR NR NR NR NR TP RADINFO 1 NR NR NR NR NR TP 1 FINDS 0 NR NR NR NR NR TP RAATS 0 NR NR NR NR NR TP RMP 0 NR 0 0 0 0 1.000 CA BOND EXP. PLAN 0 NR NR NR NR NR TP NPDES 0 NR NR NR NR NR TP UIC 0 NR NR 0 0 0 0.500 Cortese 6 NR NR 6 0 0 0.500 HIST CORTESE 0 NR NR NR 0 0 0.250 CUPA Listings 1 NR 0 1 0 0 1.000 Notify 65 0 NR NR NR 0 0 0.250 0 NR NR NR 0 0 0.250 WIP 0 NR NR NR NR NR TP ENF 3 NR NR NR NR NR TP 3 HAZNET 0 NR NR NR NR NR TP EMI 0 NR 0 0 0 0 1.000 INDIAN RESERV 0 NR NR 0 0 0 0.500 SCRD 0 NR NR NR NR NR TP COAL ASH DOE 0 NR NR NR 0 0 0.250 HWT 0 NR 0 0 0 0 1.000 HWP 0 NR NR NR NR NR TP LEAD SMELTERS 0 NR NR NR 0 0 0.250 2020 COR ACTION 0 NR NR NR NR NR TP EPA WATCH LIST 0 NR NR NR NR NR TP WDS 0 NR NR NR NR NR TP US AIRS 0 NR NR NR NR NR TP PRP 0 NR NR NR NR NR TP US FIN ASSUR 0 NR NR NR NR NR TP Financial Assurance 0 NR NR 0 0 0 0.500 PROC TC4015472.2s Page 6 ---PAGE BREAK--- MAP FINDINGS SUMMARY Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 > 1 Plotted 0 NR NR NR NR NR TP PCB TRANSFORMER 0 NR NR 0 0 0 0.500 COAL ASH EPA 0 NR NR NR 0 0 0.250 MWMP EDR HIGH RISK HISTORICAL RECORDS EDR Exclusive Records 0 NR 0 0 0 0 1.000 EDR MGP 0 NR NR NR 0 0 0.250 EDR US Hist Auto Stat 0 NR NR NR 0 0 0.250 EDR US Hist Cleaners EDR RECOVERED GOVERNMENT ARCHIVES Exclusive Recovered Govt. Archives 0 NR NR NR NR NR TP RGA LUST 0 NR NR NR NR NR TP RGA LF NOTES: TP = Target Property NR = Not Requested at this Search Distance Sites may be listed in more than one database TC4015472.2s Page 7 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: Not reported Owner/Op end date: 06/10/2001 Owner/Op start date: Operator Owner/Operator Type: Private Legal status: Not reported Owner/operator telephone: Not reported Owner/operator country: Not reported Not reported Owner/operator address: DISNEYLAND RESORT WDI Owner/operator name: Not reported Owner/Op end date: 06/10/2001 Owner/Op start date: Owner Owner/Operator Type: Private Legal status: Not reported Owner/operator telephone: US Owner/operator country: ANAHEIM, CA 92803 PO BOX 3232 Owner/operator address: WALT DISNEY PARKS AND RESORTS US INC Owner/operator name: Owner/Operator Summary: Handler: Non-Generators do not presently generate hazardous waste Description: Non-Generator Classification: 09 EPA Region: [EMAIL REDACTED] Contact email: [PHONE REDACTED] Contact telephone: US Contact country: ANAHEIM, CA 92803 PO BOX 3232 Contact address: DONNA BAKER Contact: ANAHEIM, CA 92803 PO BOX 3232 Mailing address: CAR000054569 EPA ID: ANAHEIM, CA 92802 1854 S HARBOR BLVD Facility address: DISNEYLAND RESORT KCML Facility name: 08/19/2009 Date form received by agency: RCRA NonGen / NLR: Site 1 of 5 in cluster A Actual: 137 ft. Property ANAHEIM, CA 92802 Target FINDS 1854 S HARBOR BLVD CAR000054569 A1 RCRA NonGen / NLR DISNEYLAND RESORT KCML [PHONE REDACTED] TC4015472.2s Page 8 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation corrective action activities required under RCRA. program staff to track the notification, permit, compliance, and and treat, store, or dispose of hazardous waste. RCRAInfo allows RCRA events and activities related to facilities that generate, transport, Conservation and Recovery Act (RCRA) program through the tracking of RCRAInfo is a national information system that supports the Resource Environmental Interest/Information System 110002928994 Registry ID: FINDS: No violations found Violation Status: LEAD Waste name: D008 Waste code: Hazardous Waste Summary: Small Quantity Generator Classification: FUJISHIGE FARMS INC Site name: DISNEYLAND RESORT KCML Facility name: 07/21/1999 Date form received by agency: Large Quantity Generator Classification: FUJISHIGE FARMS INC Site name: DISNEYLAND RESORT KCML Facility name: 07/21/1999 Date form received by agency: Large Quantity Generator Classification: DISNEYLAND RESORT KCML Facility name: 07/28/2009 Date form received by agency: Historical Generators: No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: DISNEYLAND RESORT KCML (Continued) [PHONE REDACTED] Treatment, Incineration Disposal Method: Other inorganic solid waste Waste Category: Not reported TSD County: NED981723513 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928020000 Mailing City,St,Zip: 1854 S HARBOR BLVD Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: Not reported Contact: CAR000054569 Gepaid: 1999 Year: HAZNET: Site 2 of 5 in cluster A Actual: 137 ft. Property ANAHEIM, CA 92802 Target 1854 S HARBOR BLVD N/A A2 HAZNET FUJISHIGE FARMS INC S113174545 TC4015472.2s Page 9 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation OHD000816629 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928020000 Mailing City,St,Zip: 1854 S HARBOR BLVD Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: Not reported Contact: CAR000054569 Gepaid: 1999 Year: Orange Facility County: 6.4000 Tons: Treatment, Incineration Disposal Method: Off-specification, aged or surplus organics Waste Category: Not reported TSD County: NED981723513 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928020000 Mailing City,St,Zip: 1854 S HARBOR BLVD Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: Not reported Contact: CAR000054569 Gepaid: 1999 Year: Orange Facility County: 12.8500 Tons: Treatment, Incineration Disposal Method: Waste oil and mixed oil Waste Category: Not reported TSD County: NED981723513 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928020000 Mailing City,St,Zip: 1854 S HARBOR BLVD Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: Not reported Contact: CAR000054569 Gepaid: 1999 Year: Orange Facility County: 243.7692 Tons: Treatment, Incineration Disposal Method: Contaminated soil from site clean-up Waste Category: Not reported TSD County: NED981723513 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928020000 Mailing City,St,Zip: 1854 S HARBOR BLVD Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: Not reported Contact: CAR000054569 Gepaid: 1999 Year: Orange Facility County: 2.5500 Tons: FUJISHIGE FARMS INC (Continued) S113174545 TC4015472.2s Page 10 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 4 additional CA_HAZNET: record(s) in the EDR Site Report. Click this hyperlink while viewing on your computer to access Orange Facility County: .6612 Tons: Not reported Disposal Method: Liquids with biphenyls 50 Mg./L Waste Category: Not reported TSD County: FUJISHIGE FARMS INC (Continued) S113174545 DDT TOXAPHENE Released Chemical: Closure certification issued Closure Type: CLOSED 12/22/2003 Current Status: RO0003265 Record ID: ORANGE Region: 03IC026 Case ID: Orange Co. Industrial Site: None Leak Detection: Not reported Tank Construction: REGULAR Type of Fuel: PRODUCT Tank Used for: 00000550 Tank Capacity: Not reported Year Installed: 1 Container Num: 001 Tank Num: ANAHEIM, CA 92802 Owner City,St,Zip: 1854 S. HARBOR BLVD Owner Address: HIROSHI FIJISHIGE Owner Name: [PHONE REDACTED] Telephone: Not reported Contact Name: 0001 Total Tanks: FARM Other Type: Other Facility Type: 00000053232 Facility ID: STATE Region: HIST UST: Site 3 of 5 in cluster A Actual: 137 ft. Property ANAHEIM, CA 92802 Target Orange Co. Industrial Site 1854 S HARBOR BLVD N/A A3 HIST UST FUJISHIGE FARMS U001578609 Not reported Mailing Name: [PHONE REDACTED] Telephone: CITY TOWER INVESTMENTS INCORP. Contact: CAC001484488 Gepaid: 1998 Year: HAZNET: Site 4 of 5 in cluster A Actual: 137 ft. Property ANAHEIM, CA 92802 Target 1854 SOUTH HARBOR BLVD. N/A A4 HAZNET HERCULES S112894916 TC4015472.2s Page 11 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Orange Facility County: 3.2500 Tons: Transfer Station Disposal Method: Other inorganic solid waste Waste Category: Not reported TSD County: CAD000088252 TSD EPA ID: Not reported Gen County: LOS ANGELES, CA 900130000 Mailing City,St,Zip: 555 WEST 5TH STREET Mailing Address: HERCULES (Continued) S112894916 Orange Facility County: 0.08 Tons: Transfer Station Disposal Method: Aqueous solution with total organic residues less than 10 percent Waste Category: Not reported TSD County: CAD050806850 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928030000 Mailing City,St,Zip: PO BOX 3232 MS 219N Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: LARRY VICK Contact: CAC002374407 Gepaid: 2001 Year: HAZNET: Site 5 of 5 in cluster A Actual: 137 ft. Property ANAHEIM, CA 92802 Target 1854 S HARBOR BLVD N/A A5 HAZNET DISNEYLAND RESORT S112916730 calendar month; or generates more than 1 kg of acutely hazardous waste Handler: generates 1,000 kg or more of hazardous waste during any Description: Large Quantity Generator Classification: 09 EPA Region: [EMAIL REDACTED] Contact email: (714) 781-1756 Contact telephone: US Contact country: ANAHEIM, CA 92803 PO BOX 3232 Contact address: DONNA BAKER Contact: ANAHEIM, CA 92803 PO BOX 3232 Mailing address: CAR000202242 EPA ID: ANAHEIM, CA 92802 1900 S. HARBOR BLVD. Facility address: DISNEYLAND RESORT (REMOTE SITE) Facility name: 09/22/2010 Date form received by agency: RCRA-LQG: 1024 ft. 0.194 mi. Relative: Lower Actual: 132 ft. 1/8-1/4 ANAHEIM, CA 92802 West 1900 S. HARBOR BLVD. CAR000202242 6 RCRA-LQG DISNEYLAND RESORT (REMOTE SITE) [PHONE REDACTED] TC4015472.2s Page 12 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: Not reported Owner/Op end date: 06/10/2001 Owner/Op start date: Operator Owner/Operator Type: Private Legal status: Not reported Owner/operator telephone: Not reported Owner/operator country: Not reported Not reported Owner/operator address: DISNEYLAND RESORT Owner/operator name: Not reported Owner/Op end date: 06/10/2001 Owner/Op start date: Owner Owner/Operator Type: Private Legal status: Not reported Owner/operator telephone: US Owner/operator country: ANAHEIM, CA 92803 P.O. BOX 3232 Owner/operator address: WALT DISNEY PARKS & RESORTS, US INC. Owner/operator name: Not reported Owner/Op end date: 07/17/1955 Owner/Op start date: Operator Owner/Operator Type: Private Legal status: Not reported Owner/operator telephone: Not reported Owner/operator country: Not reported Not reported Owner/operator address: WALT DISNEY CO. Owner/operator name: Not reported Owner/Op end date: 07/17/1955 Owner/Op start date: Owner Owner/Operator Type: Private Legal status: (818) 560-1000 Owner/operator telephone: US Owner/operator country: BURBANK, CA 91521 500 SOUTH BUENA VISTA DRIVE Owner/operator address: DISNEYLAND RESORT A DIVISION OF WALT DI Owner/operator name: Owner/Operator Summary: 100 kg of that material at any time hazardous waste during any calendar month, and accumulates more than from the cleanup of a spill, into or on any land or water, of acutely of any residue or contaminated soil, waste or other debris resulting kg of acutely hazardous waste at any time; or generates 100 kg or less hazardous waste during any calendar month, and accumulates more than 1 waste during any calendar month; or generates 1 kg or less of acutely cleanup of a spill, into or on any land or water, of acutely hazardous residue or contaminated soil, waste or other debris resulting from the during any calendar month; or generates more than 100 kg of any DISNEYLAND RESORT (REMOTE SITE) (Continued) [PHONE REDACTED] TC4015472.2s Page 13 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation No violations found Violation Status: LEAD Waste name: D008 Waste code: LEAD Waste name: D008 Waste code: 181 Waste name: 181 Waste code: Hazardous Waste Summary: Large Quantity Generator Classification: DISNEYLAND RESORT Site name: DISNEYLAND RESORT (REMOTE SITE) Facility name: 08/18/2009 Date form received by agency: Historical Generators: No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: DISNEYLAND RESORT (REMOTE SITE) (Continued) [PHONE REDACTED] Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083001842T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 09/23/1996 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.911978 Longitude: 33.802881 Latitude: T0605901378 Global Id: STATE Region: LUST: 1425 ft. Site 1 of 3 in cluster B 0.270 mi. Relative: Higher Actual: 137 ft. 1/4-1/2 SWEEPS UST ANAHEIM, CA 92802 NNE UST 350 W KATELLA AVE N/A B7 LUST EAGLE CAR WASH U003785392 TC4015472.2s Page 14 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 09/23/1996 Date: ENFORCEMENT Action Type: T0605901378 Global Id: Excavation Action: 01/01/1950 Date: REMEDIATION Action Type: T0605901378 Global Id: Regulatory Activities: 04/12/1991 Status Date: Open - Case Begin Date Status: T0605901378 Global Id: 06/01/1995 Status Date: Open - Remediation Status: T0605901378 Global Id: 05/20/1995 Status Date: Open - Remediation Status: T0605901378 Global Id: 09/23/1996 Status Date: Completed - Case Closed Status: T0605901378 Global Id: 05/14/1991 Status Date: Open - Site Assessment Status: T0605901378 Global Id: 04/12/1991 Status Date: Open - Site Assessment Status: T0605901378 Global Id: 08/13/1996 Status Date: Open - Verification Monitoring Status: T0605901378 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: ROSE SCOTT Contact Name: Regional Board Caseworker Contact Type: T0605901378 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605901378 Global Id: EAGLE CAR WASH (Continued) U003785392 TC4015472.2s Page 15 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 30-011-009595-000002 Tank Id: 254 Owner Tank Id: 12-31-88 Created Date: 03-19-92 Action Date: 03-19-92 Referral Date: Not reported Board Of Equalization: 9 Number: 9595 Comp Number: Active Status: 2 Number Of Tanks: REG UNLEADED Content: W STG: M.V. FUEL Tank Use: Not reported Active Date: 12000 Capacity: A Tank Status: 30-011-009595-000001 Tank Id: 254 Owner Tank Id: 12-31-88 Created Date: 03-19-92 Action Date: 03-19-92 Referral Date: Not reported Board Of Equalization: 9 Number: 9595 Comp Number: Active Status: SWEEPS UST: ANAHEIM CITY LOP Permitting Agency: -117.9094 Longitude: 33.80323 Latitude: 9595 Facility ID: UST: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605901378 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605901378 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605901378 Global Id: Closure/No Further Action Letter Action: 09/23/1996 Date: ENFORCEMENT Action Type: T0605901378 Global Id: State Water Board Closure Order Action: EAGLE CAR WASH (Continued) U003785392 TC4015472.2s Page 16 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Number Of Tanks: Not reported Content: W STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: A Tank Status: EAGLE CAR WASH (Continued) U003785392 Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: 6/11/1991 Enter Date: 8/13/1996 Date Post Remedial Action Monitoring: 6/1/1995 Date Remedial Action Underway: 5/20/1995 Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: 5/14/1991 Date Prelim Assessment Workplan Submitted: 9/23/1996 Close Date: Not reported Enforcement Date: 4/12/1991 Discover Date: Not reported Date Preliminary Assessment Began: 4/12/1991 Date Confirmation of Leak Began: 6/11/1991 Enter Date: 4/12/1991 How Stopped Date: T0605901378 Global ID: UNK Leak Source: UNK Leak Cause: Not reported How Stopped: Subsurface Monitoring How Discovered: Not reported Funding: CLOS Enf Type: Not reported Cross Street: Not reported Abate Method: Not reported Qty Leaked: Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083001842T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 083001842T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: 1427 ft. Site 2 of 3 in cluster B 0.270 mi. Relative: Higher Actual: 137 ft. 1/4-1/2 ANAHEIM, CA 92802 NNE LUST 350 KATELLA AVE N/A B8 HIST CORTESE KATELLA CAR WASH (FORMER) S101307712 TC4015472.2s Page 17 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: RS Staff: * MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 1 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.803129 Latitude: LUST Oversite Program: KATELLA CAR WASH (FORMER) (Continued) S101307712 T0605943939 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. MS 601 Address: ANAHEIM CITY LOP Organization Name: RALPH MCCAFFREY Contact Name: Local Agency Caseworker Contact Type: T0605943939 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline, MTBE / TBA / Other Fuel Oxygenates Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083003982T RB Case Number: ANAHEIM CITY LOP Local Agency: RM Case Worker: ANAHEIM CITY LOP Lead Agency: 07/26/2004 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.909316 Longitude: 33.803608 Latitude: T0605943939 Global Id: STATE Region: LUST: 1563 ft. Site 3 of 3 in cluster B 0.296 mi. Relative: Higher Actual: 137 ft. 1/4-1/2 ANAHEIM, CA 92802 NNE 221 KATELLA AVE., W. N/A B9 LUST HERTZ RENT-A-CAR S106109197 TC4015472.2s Page 18 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Other Action Type: T0605943939 Global Id: Other (Use Description Field) Action: 01/01/1950 Date: REMEDIATION Action Type: T0605943939 Global Id: State Water Board Closure Order Action: 07/26/2004 Date: ENFORCEMENT Action Type: T0605943939 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605943939 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605943939 Global Id: Regulatory Activities: 01/15/2004 Status Date: Open - Site Assessment Status: T0605943939 Global Id: 11/25/2003 Status Date: Open - Site Assessment Status: T0605943939 Global Id: 10/23/2003 Status Date: Open - Site Assessment Status: T0605943939 Global Id: 05/30/2003 Status Date: Open - Site Assessment Status: T0605943939 Global Id: 05/30/2003 Status Date: Open - Case Begin Date Status: T0605943939 Global Id: 07/26/2004 Status Date: Completed - Case Closed Status: T0605943939 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: ROSE SCOTT Contact Name: Regional Board Caseworker Contact Type: HERTZ RENT-A-CAR (Continued) S106109197 TC4015472.2s Page 19 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Beneficial: Not reported Hydr Basin 30011 Local Agency: Local Agency Lead Agency: RM Staff Initials: RS Staff: * MTBE Class: Not Required to be Tested. MTBE Tested: 0 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: 0 Longitude: 0 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: Not reported Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: 1/15/2004 Date Pollution Characterization Began: 10/23/2003 Date Prelim Assessment Workplan Submitted: 7/26/2004 Close Date: Not reported Enforcement Date: 5/30/2003 Discover Date: 5/30/2003 Date Preliminary Assessment Began: Not reported Date Confirmation of Leak Began: Not reported Enter Date: 5/30/2003 How Stopped Date: T0605943939 Global ID: V Leak Source: M Leak Cause: RVP How Stopped: UM How Discovered: Not reported Funding: Not reported Enf Type: Not reported Cross Street: Not reported Abate Method: Not reported Qty Leaked: 8006619,MTBE Substance: Soil only Case Type: Not reported Local Case Num: 083003982T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: Leak Reported Action: 01/01/1950 Date: HERTZ RENT-A-CAR (Continued) S106109197 TC4015472.2s Page 20 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: HERTZ RENT-A-CAR (Continued) S106109197 09/14/1990 Status Date: Open - Case Begin Date Status: T0605901251 Global Id: 02/20/1991 Status Date: Open - Site Assessment Status: T0605901251 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: ROSE SCOTT Contact Name: Regional Board Caseworker Contact Type: T0605901251 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605901251 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Aquifer used for drinking water supply Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083001662T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 02/09/1998 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.803104 Latitude: T0605901251 Global Id: STATE Region: LUST: 1635 ft. Site 1 of 3 in cluster C 0.310 mi. Relative: Lower Actual: 132 ft. 1/4-1/2 ANAHEIM, CA 92802 NW HIST UST 1800 S HARBOR BLVD N/A C10 LUST MOBIL OIL U001578614 TC4015472.2s Page 21 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation [PHONE REDACTED] Telephone: RUSSELL ECKENBOY 08-106 Contact Name: 0004 Total Tanks: Not reported Other Type: Gas Station Facility Type: 00000039430 Facility ID: STATE Region: HIST UST: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605901251 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605901251 Global Id: * No Action Action: 07/03/2002 Date: ENFORCEMENT Action Type: T0605901251 Global Id: Closure/No Further Action Letter Action: 02/09/1998 Date: ENFORCEMENT Action Type: T0605901251 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605901251 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605901251 Global Id: Regulatory Activities: 09/14/1990 Status Date: Open - Site Assessment Status: T0605901251 Global Id: 12/01/1994 Status Date: Open - Remediation Status: T0605901251 Global Id: 09/26/1994 Status Date: Open - Remediation Status: T0605901251 Global Id: 02/09/1998 Status Date: Completed - Case Closed Status: T0605901251 Global Id: MOBIL OIL (Continued) U001578614 TC4015472.2s Page 22 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Stock Inventor Leak Detection: Not reported Tank Construction: WASTE OIL Type of Fuel: WASTE Tank Used for: 00000280 Tank Capacity: Not reported Year Installed: 4 Container Num: 004 Tank Num: Stock Inventor Leak Detection: Not reported Tank Construction: PREMIUM Type of Fuel: PRODUCT Tank Used for: 00001000 Tank Capacity: Not reported Year Installed: 3 Container Num: 003 Tank Num: Stock Inventor Leak Detection: Not reported Tank Construction: REGULAR Type of Fuel: PRODUCT Tank Used for: 00006000 Tank Capacity: Not reported Year Installed: 2 Container Num: 002 Tank Num: Stock Inventor Leak Detection: Not reported Tank Construction: UNLEADED Type of Fuel: PRODUCT Tank Used for: 00008000 Tank Capacity: Not reported Year Installed: 1 Container Num: 001 Tank Num: LOS ANGELES, CA 90017 Owner City,St,Zip: 612 S. FLOWER STREET Owner Address: MOBIL OIL CORPORATION Owner Name: MOBIL OIL (Continued) U001578614 KATELLA AVE Cross Street: EDVE Abate Method: Not reported Qty Leaked: Gasoline Substance: Aquifer affected Case Type: Not reported Local Case Num: 083001662T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 1635 ft. Site 2 of 3 in cluster C 0.310 mi. Relative: Lower Actual: 132 ft. 1/4-1/2 ANAHEIM, CA 92802 NW 1800 HARBOR BLVD N/A C11 LUST MOBIL #18-106 S103248970 TC4015472.2s Page 23 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation & FLOW DIRECTION = SW. VES STARTED 12/13/94 LEAK DISCOVERED 2/20/91 DURING TANK TEST. 12/94 VES INSTALLED. GW DEPTH 80’ Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: RS Staff: Not reported MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: 10 Max MTBE Soil: 2 MTBE Concentration: 18 Max MTBE GW: 8/1/1996 MTBE Date: -[PHONE REDACTED] Longitude: 33.803104 Latitude: LUST Oversite Program: Yes Interim: Not reported Facility Contact: Not reported Operator: < Soil Qualifies: = GW Qualifies: 9/16/1990 Enter Date: Not reported Date Post Remedial Action Monitoring: 12/1/1994 Date Remedial Action Underway: 9/26/1994 Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: 2/20/1991 Date Prelim Assessment Workplan Submitted: 2/9/1998 Close Date: Not reported Enforcement Date: 9/14/1990 Discover Date: 9/14/1990 Date Preliminary Assessment Began: 9/14/1990 Date Confirmation of Leak Began: 9/16/1990 Enter Date: Not reported How Stopped Date: T0605901251 Global ID: Not reported Leak Source: Not reported Leak Cause: Not reported How Stopped: OM How Discovered: Not reported Funding: NONE Enf Type: MOBIL #18-106 (Continued) S103248970 -[PHONE REDACTED] Longitude: 33.803146 Latitude: T0605901304 Global Id: STATE Region: LUST: 1640 ft. Site 1 of 2 in cluster D 0.311 mi. Relative: Higher Actual: 138 ft. 1/4-1/2 ANAHEIM, CA 92802 NE 100 W KATELLA AVE N/A D12 LUST TEXACO SERVICE STATION S100946356 TC4015472.2s Page 24 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Open - Remediation Status: T0605901304 Global Id: 11/27/1990 Status Date: Open - Case Begin Date Status: T0605901304 Global Id: 08/01/1995 Status Date: Open - Remediation Status: T0605901304 Global Id: 02/07/1995 Status Date: Open - Remediation Status: T0605901304 Global Id: 10/30/2006 Status Date: Completed - Case Closed Status: T0605901304 Global Id: 11/27/1990 Status Date: Open - Site Assessment Status: T0605901304 Global Id: Status History: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. MS 601 Address: ANAHEIM CITY LOP Organization Name: RALPH MCCAFFREY Contact Name: Local Agency Caseworker Contact Type: T0605901304 Global Id: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: TOM E. MBEKE-EKANEM Contact Name: Regional Board Caseworker Contact Type: T0605901304 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Aquifer used for drinking water supply Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083001732T RB Case Number: ANAHEIM CITY LOP Local Agency: RM Case Worker: ANAHEIM CITY LOP Lead Agency: 10/30/2006 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: TEXACO SERVICE STATION (Continued) S100946356 TC4015472.2s Page 25 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605901304 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605901304 Global Id: Closure/No Further Action Letter Action: 10/30/2006 Date: ENFORCEMENT Action Type: T0605901304 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605901304 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605901304 Global Id: Regulatory Activities: 12/08/2005 Status Date: Open - Remediation Status: T0605901304 Global Id: 11/03/2003 Status Date: Open - Remediation Status: T0605901304 Global Id: 08/04/2003 Status Date: Open - Remediation Status: T0605901304 Global Id: 05/23/2003 Status Date: Open - Remediation Status: T0605901304 Global Id: 10/29/2002 Status Date: TEXACO SERVICE STATION (Continued) S100946356 083001732T Case Number: Remedial action (cleanup) Underway Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 1640 ft. Site 2 of 2 in cluster D 0.311 mi. Relative: Higher Actual: 138 ft. 1/4-1/2 ANAHEIM, CA 92802 NE 100 KATELLA AVE N/A D13 LUST TEXACO SERVICE STATION S101299282 TC4015472.2s Page 26 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation THREE GW MONITORING WELL. LOW CONCENTRATION. Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: SW Staff Initials: TME Staff: A MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 1 MTBE Concentration: 38000 Max MTBE GW: 4/29/1996 MTBE Date: -[PHONE REDACTED] Longitude: 33.803146 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: = GW Qualifies: 12/17/1990 Enter Date: Not reported Date Post Remedial Action Monitoring: 11/3/2003 Date Remedial Action Underway: 2/7/1995 Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: Not reported Close Date: Not reported Enforcement Date: 11/27/1990 Discover Date: Not reported Date Preliminary Assessment Began: 11/27/1990 Date Confirmation of Leak Began: 12/17/1990 Enter Date: 11/27/1990 How Stopped Date: T0605901304 Global ID: UNK Leak Source: UNK Leak Cause: Not reported How Stopped: OM How Discovered: Not reported Funding: Not reported Enf Type: HASTER Cross Street: Vapor Extraction Abate Method: Not reported Qty Leaked: Gasoline Substance: Aquifer affected Case Type: Not reported Local Case Num: TEXACO SERVICE STATION (Continued) S101299282 TC4015472.2s Page 27 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 5 gallons Amount: Not reported Admin Agency: 6/6/93/18:00 Incident Date: mobile oil Agency: 1993 Year: Not reported Date/Time: Not reported Other: Not reported Measure: PETROLEUM Type: Not reported What Happened: Not reported Containment: attendant Cleanup By: Not reported Spill Site: Not reported Waterway: Not reported Waterway Involved: Not reported Facility Telephone: Not reported Comments: Not reported Report Date: Not reported Reporting Officer Name/ID: Not reported Company Name: Not reported CA/DOT/PUC/ICC Number: Not reported Vehicle Id Number: Not reported Vehicle State: Not reported Vehicle License Number: Not reported Vehicle Make/year: Not reported Others Number Of Fatalities: Not reported Others Number Of Injuries: Not reported Others Number Of Decontaminated: Not reported Responding Agency Personel # Of Fatalities: Not reported Responding Agency Personel # Of Injuries: Not reported Resp Agncy Personel # Of Decontaminated: Not reported More Than Two Substances Involved?: Not reported Special Studies 6: Not reported Special Studies 5: Not reported Special Studies 4: Not reported Special Studies 3: Not reported Special Studies 2: Not reported Special Studies 1: Not reported Property Management: Not reported Estimated Temperature: Not reported Surrounding Area: Not reported Time Completed: Not reported Time Notified: Not reported Agency Incident Number: Not reported Agency Id Number: Not reported Property Use: Not reported Date Completed: Not reported Incident Date: 06:50:00 PM OES Time: 6/6/1993 OES Date: Not reported OES notification: 28067 OES Incident Number: CHMIRS: 1640 ft. Site 3 of 3 in cluster C 0.311 mi. Relative: Lower Actual: 132 ft. 1/4-1/2 ANAHEIM, CA 90680 NW Notify 65 1800 SOUTH HARBOR N/A C14 CHMIRS MOBIL OIL CORP. 18-106 S100179564 TC4015472.2s Page 28 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Reporting Officer Name/ID: Not reported Company Name: Not reported CA/DOT/PUC/ICC Number: Not reported Vehicle Id Number: Not reported Vehicle State: Not reported Vehicle License Number: Not reported Vehicle Make/year: Not reported Others Number Of Fatalities: Not reported Others Number Of Injuries: Not reported Others Number Of Decontaminated: Not reported Responding Agency Personel # Of Fatalities: Not reported Responding Agency Personel # Of Injuries: Not reported Resp Agncy Personel # Of Decontaminated: Not reported More Than Two Substances Involved?: Not reported Special Studies 6: Not reported Special Studies 5: Not reported Special Studies 4: Not reported Special Studies 3: Not reported Special Studies 2: Not reported Special Studies 1: Not reported Property Management: Not reported Estimated Temperature: Not reported Surrounding Area: Not reported Time Completed: Not reported Time Notified: Not reported Agency Incident Number: Not reported Agency Id Number: Not reported Property Use: Not reported Date Completed: Not reported Incident Date: 06:50:00 PM OES Time: 6/6/1993 OES Date: Not reported OES notification: 28067 OES Incident Number: drove off with nozzle in tank Description: Not reported Number of Fatalities: Not reported Number of Injuries: Not reported Evacuations: Not reported Unknown: Not reported Tons: Not reported Sheen: Not reported Quarts: Not reported Pints: Not reported Ounces: Not reported Liters: Not reported Pounds: Not reported Grams: Not reported Gallons: Not reported CUFT: Not reported Cups: Not reported BBLS: Not reported Quantity Released: gasoline Substance: Not reported E Date: Not reported Site Type: Not reported Contained: MOBIL OIL CORP. 18-106 (Continued) S100179564 TC4015472.2s Page 29 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 90680 Incident Description: Not reported Discharge Date: Not reported Facility Type: Not reported Board File Number: Not reported Staff Initials: Not reported Date Reported: Notify 65: drove off with nozzle in tank Description: Not reported Number of Fatalities: Not reported Number of Injuries: Not reported Evacuations: Not reported Unknown: Not reported Tons: Not reported Sheen: Not reported Quarts: Not reported Pints: Not reported Ounces: Not reported Liters: Not reported Pounds: Not reported Grams: Not reported Gallons: Not reported CUFT: Not reported Cups: Not reported BBLS: Not reported Quantity Released: gasoline Substance: Not reported E Date: Not reported Site Type: Not reported Contained: 5 gallons Amount: Not reported Admin Agency: 6/6/93/18:00 Incident Date: mobile oil Agency: 1993 Year: Not reported Date/Time: Not reported Other: Not reported Measure: PETROLEUM Type: Not reported What Happened: Not reported Containment: attendant Cleanup By: Not reported Spill Site: Not reported Waterway: Not reported Waterway Involved: Not reported Facility Telephone: Not reported Comments: Not reported Report Date: MOBIL OIL CORP. 18-106 (Continued) S100179564 TC4015472.2s Page 30 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 10/09/1998 Status Date: Open - Site Assessment Status: T0605902232 Global Id: 10/11/1999 Status Date: Completed - Case Closed Status: T0605902232 Global Id: 10/09/1998 Status Date: Open - Case Begin Date Status: T0605902232 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: TOM E. MBEKE-EKANEM Contact Name: Regional Board Caseworker Contact Type: T0605902232 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605902232 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083003335T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 10/11/1999 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8033998 Latitude: T0605902232 Global Id: STATE Region: LUST: 1683 ft. Site 1 of 2 in cluster E 0.319 mi. Relative: Lower Actual: 132 ft. 1/4-1/2 ANAHEIM, CA 92802 NW HIST UST 1801 S HARBOR BLVD N/A E15 LUST CHEVRON #9-5321 U001578588 TC4015472.2s Page 31 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 00010000 Tank Capacity: 1972 Year Installed: 3 Container Num: 003 Tank Num: Stock Inventor Leak Detection: 0000250 unknown Tank Construction: Not reported Type of Fuel: PRODUCT Tank Used for: 00010000 Tank Capacity: 1972 Year Installed: 2 Container Num: 002 Tank Num: Stock Inventor Leak Detection: 0000250 unknown Tank Construction: Not reported Type of Fuel: PRODUCT Tank Used for: 00005000 Tank Capacity: 1972 Year Installed: 1 Container Num: 001 Tank Num: SAN FRANCISCO, CA 94105 Owner City,St,Zip: 575 MARKET Owner Address: CHEVRON U.S.A. INC. Owner Name: [PHONE REDACTED] Telephone: M Contact Name: 0004 Total Tanks: Not reported Other Type: Gas Station Facility Type: 00000062743 Facility ID: STATE Region: HIST UST: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605902232 Global Id: Closure/No Further Action Letter Action: 10/11/1999 Date: ENFORCEMENT Action Type: T0605902232 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605902232 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605902232 Global Id: Regulatory Activities: CHEVRON #9-5321 (Continued) U001578588 TC4015472.2s Page 32 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Stock Inventor Leak Detection: 0000130 unknown Tank Construction: Not reported Type of Fuel: WASTE Tank Used for: 00001000 Tank Capacity: 1972 Year Installed: 4 Container Num: 004 Tank Num: Stock Inventor Leak Detection: 0000250 unknown Tank Construction: Not reported Type of Fuel: PRODUCT Tank Used for: CHEVRON #9-5321 (Continued) U001578588 083000065T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: 083003415T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: 083003335T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: 92660 Discharge Zip: California Discharge State: Newport Beach Discharge City: 620 Newport Center Drive Discharge Address: MTB LLC Discharge Name: Not reported Termination Date Of Regulatory Measure: Not reported Expiration Date Of Regulatory Measure: 01/08/2013 Effective Date Of Regulatory Measure: Not reported Adoption Date Of Regulatory Measure: Construction Program Type: 8 30C365362 WDID: Not reported Place Id: Enrollee Regulatory Measure Type: 2009-0009-DWQ Order No: 431008 Regulatory Measure Id: 8 Region: 0 Agency Id: Active Facility Status: CAS000002 Npdes Number: NPDES: 1683 ft. SWEEPS UST Site 2 of 2 in cluster E 0.319 mi. CA FID UST Relative: Lower Actual: 132 ft. 1/4-1/2 LUST ANAHEIM, CA 92802 NW HIST CORTESE 1801 HARBOR BLVD N/A E16 NPDES CHEVRON #9-5321 S101619845 TC4015472.2s Page 33 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation * MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: 7 Max MTBE Soil: 1 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.803122 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: = Soil Qualifies: Not reported GW Qualifies: 3/5/1999 Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 10/11/1999 Close Date: Not reported Enforcement Date: 10/9/1998 Discover Date: Not reported Date Preliminary Assessment Began: 10/9/1998 Date Confirmation of Leak Began: 3/5/1999 Enter Date: Not reported How Stopped Date: T0605902232 Global ID: Piping Leak Source: UNK Leak Cause: Not reported How Stopped: Tank Closure How Discovered: Not reported Funding: Not reported Enf Type: KATELLA Cross Street: Not reported Abate Method: Not reported Qty Leaked: Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083003335T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 083002396T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: 083001214T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: CHEVRON #9-5321 (Continued) S101619845 TC4015472.2s Page 34 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: 11 Number Of Tanks: JET FUEL Content: PRODUCT STG: M.V. FUEL Tank Use: Not reported Active Date: 550 Capacity: Not reported Tank Status: 30-011-004473-000003 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: SWEEPS UST: Active Status: Not reported Comments: Not reported EPA ID: Not reported NPDES Number: Not reported DUNs Number: Not reported Contact Phone: Not reported Contact: ANAHEIM 92801 Mailing City,St,Zip: Not reported Mailing Address 2: 1801 PENHALL WAY Mailing Address: Not reported Mail To: [PHONE REDACTED] Facility Phone: Not reported SIC Code: Not reported Cortese Code: Not reported Regulated ID: UTNKA Regulated By: 30000986 Facility ID: CA FID UST: Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: TME Staff: CHEVRON #9-5321 (Continued) S101619845 TC4015472.2s Page 35 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 5000 Capacity: Not reported Tank Status: 30-011-004473-000008 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: GASHOL Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: Not reported Tank Status: 30-011-004473-000007 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: Not reported Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 550 Capacity: Not reported Tank Status: 30-011-004473-000006 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: Not reported Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 550 Capacity: Not reported Tank Status: 30-011-004473-000005 Tank Id: CHEVRON #9-5321 (Continued) S101619845 TC4015472.2s Page 36 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: REG UNLEADED Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: Not reported Tank Status: 30-011-004473-000011 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: REG UNLEADED Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 5000 Capacity: Not reported Tank Status: 30-011-004473-000010 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: GASHOL Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 5000 Capacity: Not reported Tank Status: 30-011-004473-000009 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: GASHOL Content: CHEVRON #9-5321 (Continued) S101619845 TC4015472.2s Page 37 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 30-011-004473-000015 Tank Id: 732 Owner Tank Id: 12-31-88 Created Date: 02-11-92 Action Date: 02-11-92 Referral Date: Not reported Board Of Equalization: 9 Number: 4473 Comp Number: Active Status: Not reported Number Of Tanks: REG UNLEADED Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 8000 Capacity: Not reported Tank Status: 30-011-004473-000014 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: REG UNLEADED Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: Not reported Tank Status: 30-011-004473-000013 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: Not reported Number: 4473 Comp Number: Not reported Status: Not reported Number Of Tanks: REG UNLEADED Content: WASTE STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: Not reported Tank Status: 30-011-004473-000012 Tank Id: Not reported Owner Tank Id: Not reported Created Date: Not reported Action Date: Not reported Referral Date: Not reported Board Of Equalization: CHEVRON #9-5321 (Continued) S101619845 TC4015472.2s Page 38 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Number Of Tanks: GASHOL Content: W STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: A Tank Status: 30-011-004473-000017 Tank Id: 732 Owner Tank Id: 12-31-88 Created Date: 02-11-92 Action Date: 02-11-92 Referral Date: Not reported Board Of Equalization: 9 Number: 4473 Comp Number: Active Status: Not reported Number Of Tanks: GASHOL Content: W STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: A Tank Status: 30-011-004473-000016 Tank Id: 732 Owner Tank Id: 12-31-88 Created Date: 02-11-92 Action Date: 02-11-92 Referral Date: Not reported Board Of Equalization: 9 Number: 4473 Comp Number: Active Status: 3 Number Of Tanks: LEADED Content: W STG: M.V. FUEL Tank Use: Not reported Active Date: 10000 Capacity: A Tank Status: CHEVRON #9-5321 (Continued) S101619845 Orange County: 8 Region: LUST REG 8: 083000341T Reg Id: LINKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: 1704 ft. Site 1 of 4 in cluster F 0.323 mi. Relative: Lower Actual: 127 ft. 1/4-1/2 ANAHEIM, CA 92802 SW LUST 2100 HARBOR N/A F17 HIST CORTESE SHELL SERVICE STATION S104791726 TC4015472.2s Page 39 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation FILL BUNG BROKEN DURING INSTALLATION. TANK REPAIRED BY MANUFACTURING COMPANY Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: CAB Staff: * MTBE Class: Site NOT Tested for MTBE.Includes Unknown and Not Analyzed. MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.7959731 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: 12/31/1986 Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: 11/12/1986 Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 7/23/1996 Close Date: Not reported Enforcement Date: 7/16/1986 Discover Date: Not reported Date Preliminary Assessment Began: 5/18/1987 Date Confirmation of Leak Began: 12/31/1986 Enter Date: 7/16/1986 How Stopped Date: T0605900267 Global ID: Other Source Leak Source: Structure Failure Leak Cause: Not reported How Stopped: Tank Test How Discovered: Not reported Funding: Not reported Enf Type: ORANGEWOOD Cross Street: Not reported Abate Method: 500 Qty Leaked: Unleaded Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083000341T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: SHELL SERVICE STATION (Continued) S104791726 TC4015472.2s Page 40 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: Not reported Owner/Op end date: Not reported Owner/Op start date: Owner Owner/Operator Type: Private Legal status: (713) 241-5036 Owner/operator telephone: Not reported Owner/operator country: HOUSTON, TX 77252 P O BOX 2099 Owner/operator address: EQUILON ENTERPRISES Owner/operator name: Owner/Operator Summary: hazardous waste at any time waste during any calendar month, and accumulates more than 1000 kg of hazardous waste at any time; or generates 100 kg or less of hazardous waste during any calendar month and accumulates less than 6000 kg of Handler: generates more than 100 and less than 1000 kg of hazardous Description: Small Small Quantity Generator Classification: 09 EPA Region: Not reported Contact email: (713) 241-5036 Contact telephone: US Contact country: HOUSTON, TX 77252 P O BOX 2099 TSP 1501 Contact address: SONDRA BIENVENU Contact: HOUSTON, TX 77252 P O BOX 2099 Mailing address: CAR000085548 EPA ID: ANAHEIM, CA 92805 SAP [PHONE REDACTED] S HARBOR Facility address: SHELL SERVICE STATION Facility name: 10/25/2000 Date form received by agency: RCRA-SQG: 1704 ft. Site 2 of 4 in cluster F 0.323 mi. HAZNET Relative: Lower Actual: 127 ft. 1/4-1/2 LUST ANAHEIM, CA SW FINDS 2100 S HARBOR CAR000085548 F18 RCRA-SQG SHELL SERVICE STATION [PHONE REDACTED] TC4015472.2s Page 41 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083000341T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 07/23/1996 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.914634 Longitude: 33.795763 Latitude: T0605900267 Global Id: STATE Region: LUST: corrective action activities required under RCRA. program staff to track the notification, permit, compliance, and and treat, store, or dispose of hazardous waste. RCRAInfo allows RCRA events and activities related to facilities that generate, transport, Conservation and Recovery Act (RCRA) program through the tracking of RCRAInfo is a national information system that supports the Resource facilities. generators, transporters, and treatment, storage, and disposal provides California with information on hazardous waste shipments for California Hazardous Waste Tracking System - Datamart (HWTS-DATAMART) Environmental Interest/Information System 110012229613 Registry ID: FINDS: No violations found Violation Status: BENZENE Waste name: D018 Waste code: WHICH WOULD BE CONSIDERED AS IGNITABLE HAZARDOUS WASTE. MATERIAL. LACQUER THINNER IS AN EXAMPLE OF A COMMONLY USED SOLVENT WHICH CAN BE OBTAINED FROM THE MANUFACTURER OR DISTRIBUTOR OF THE FLASH POINT OF A WASTE IS TO REVIEW THE MATERIAL SAFETY DATA SHEET, CLOSED CUP FLASH POINT TESTER. ANOTHER METHOD OF DETERMINING THE LESS THAN 140 DEGREES FAHRENHEIT AS DETERMINED BY A PENSKY-MARTENS IGNITABLE HAZARDOUS WASTES ARE THOSE WASTES WHICH HAVE A FLASHPOINT OF Waste name: D001 Waste code: Not Defined Waste name: D000 Waste code: Hazardous Waste Summary: SHELL SERVICE STATION (Continued) [PHONE REDACTED] TC4015472.2s Page 42 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Closure/No Further Action Letter Action: 07/23/1996 Date: ENFORCEMENT Action Type: T0605900267 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605900267 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605900267 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605900267 Global Id: Regulatory Activities: 05/18/1987 Status Date: Open - Site Assessment Status: T0605900267 Global Id: 11/12/1986 Status Date: Open - Site Assessment Status: T0605900267 Global Id: 07/16/1986 Status Date: Open - Case Begin Date Status: T0605900267 Global Id: 07/23/1996 Status Date: Completed - Case Closed Status: T0605900267 Global Id: Status History: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605900267 Global Id: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: CARL BERNHARDT Contact Name: Regional Board Caseworker Contact Type: T0605900267 Global Id: SHELL SERVICE STATION (Continued) [PHONE REDACTED] TC4015472.2s Page 43 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Mailing Name: [PHONE REDACTED] Telephone: N CORTEZ/ENVT’L DATA ANALYST Contact: CAR000085548 Gepaid: 2000 Year: Orange Facility County: 0.31 Tons: Treatment, Tank Disposal Method: Aqueous solution with total organic residues less than 10 percent Waste Category: Not reported TSD County: CAD028409019 TSD EPA ID: Not reported Gen County: Houston, TX 770672508 Mailing City,St,Zip: 12700 NORTHBOROUGH DR Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: N CORTEZ/ENVT’L DATA ANALYST Contact: CAR000085548 Gepaid: 2002 Year: Orange Facility County: 0.89 Tons: Treatment, Tank Disposal Method: Tank bottom waste Waste Category: Not reported TSD County: CAD028409019 TSD EPA ID: Not reported Gen County: Houston, TX 770672508 Mailing City,St,Zip: 12700 NORTHBOROUGH DR Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: N CORTEZ/ENVT’L DATA ANALYST Contact: CAR000085548 Gepaid: 2002 Year: Orange Facility County: 0 Tons: Transfer Station Disposal Method: Other organic solids Waste Category: Not reported TSD County: CAD028409019 TSD EPA ID: Not reported Gen County: Houston, TX 770672508 Mailing City,St,Zip: 12700 NORTHBOROUGH DR Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: N CORTEZ/ENVT’L DATA ANALYST Contact: CAR000085548 Gepaid: 2003 Year: HAZNET: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605900267 Global Id: SHELL SERVICE STATION (Continued) [PHONE REDACTED] TC4015472.2s Page 44 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Orange Facility County: 0.07 Tons: Transfer Station Disposal Method: Other organic solids Waste Category: Not reported TSD County: CAD028409019 TSD EPA ID: Not reported Gen County: Houston, TX 770672508 Mailing City,St,Zip: 12700 NORTHBOROUGH DR Mailing Address: SHELL SERVICE STATION (Continued) [PHONE REDACTED] Open - Verification Monitoring Status: T0605901878 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: VALERIE JAHN-BULL Contact Name: Regional Board Caseworker Contact Type: T0605901878 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. MS 601 Address: ANAHEIM CITY LOP Organization Name: RALPH MCCAFFREY Contact Name: Local Agency Caseworker Contact Type: T0605901878 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Aquifer used for drinking water supply Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083002706T RB Case Number: ANAHEIM CITY LOP Local Agency: RM Case Worker: ANAHEIM CITY LOP Lead Agency: 09/15/2005 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.915525 Longitude: 33.7957729 Latitude: T0605901878 Global Id: STATE Region: LUST: 1741 ft. Site 3 of 4 in cluster F 0.330 mi. Relative: Lower Actual: 127 ft. 1/4-1/2 ANAHEIM, CA 92802 SW 2101 S HARBOR BLVD N/A F19 LUST THRIFTY OIL #359 S103641360 TC4015472.2s Page 45 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation ENFORCEMENT Action Type: T0605901878 Global Id: Regulatory Activities: 07/31/1995 Status Date: Open - Site Assessment Status: T0605901878 Global Id: 01/20/2004 Status Date: Open - Remediation Status: T0605901878 Global Id: 01/15/2004 Status Date: Open - Remediation Status: T0605901878 Global Id: 11/07/2003 Status Date: Open - Remediation Status: T0605901878 Global Id: 10/02/2003 Status Date: Open - Remediation Status: T0605901878 Global Id: 03/26/2003 Status Date: Open - Remediation Status: T0605901878 Global Id: 10/14/1999 Status Date: Open - Remediation Status: T0605901878 Global Id: 05/11/1995 Status Date: Open - Case Begin Date Status: T0605901878 Global Id: 09/15/2005 Status Date: Completed - Case Closed Status: T0605901878 Global Id: 08/29/2005 Status Date: Open - Verification Monitoring Status: T0605901878 Global Id: 05/12/2005 Status Date: Open - Verification Monitoring Status: T0605901878 Global Id: 05/10/2005 Status Date: Open - Verification Monitoring Status: T0605901878 Global Id: 04/11/2005 Status Date: Open - Verification Monitoring Status: T0605901878 Global Id: 05/02/2004 Status Date: THRIFTY OIL #359 (Continued) S103641360 TC4015472.2s Page 46 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605901878 Global Id: Closure/No Further Action Letter Action: 09/15/2005 Date: ENFORCEMENT Action Type: T0605901878 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605901878 Global Id: Staff Letter Action: 11/19/2002 Date: THRIFTY OIL #359 (Continued) S103641360 = GW Qualifies: 9/20/1995 Enter Date: Not reported Date Post Remedial Action Monitoring: 1/20/2004 Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: Not reported Close Date: Not reported Enforcement Date: 5/11/1995 Discover Date: Not reported Date Preliminary Assessment Began: 7/31/1995 Date Confirmation of Leak Began: 9/20/1995 Enter Date: Not reported How Stopped Date: T0605901878 Global ID: Not reported Leak Source: Not reported Leak Cause: Not reported How Stopped: Not reported How Discovered: Not reported Funding: SEL Enf Type: Not reported Cross Street: Not reported Abate Method: Not reported Qty Leaked: Misc. Motor Vehicle Fuels Substance: Aquifer affected Case Type: Not reported Local Case Num: 083002706T Case Number: Remedial action (cleanup) Underway Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 1741 ft. Site 4 of 4 in cluster F 0.330 mi. Relative: Lower Actual: 127 ft. 1/4-1/2 ANAHEIM, CA 92802 SW 2101 HARBOR BLVD N/A F20 LUST THRIFTY OIL #359 S103943465 TC4015472.2s Page 47 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation GASOLINE AND DIESEL Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: RM Staff Initials: VJJ Staff: B MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 0 MTBE Fuel: 3.9 Max MTBE Soil: 2 MTBE Concentration: 3600 Max MTBE GW: 9/19/1997 MTBE Date: -[PHONE REDACTED] Longitude: 33.7960121 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: = Soil Qualifies: THRIFTY OIL #359 (Continued) S103943465 RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: NANCY OLSON-MARTIN Contact Name: Regional Board Caseworker Contact Type: T0605949878 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Under Investigation Potential Media Affect: Local Agency File Location: 86UT046 LOC Case Number: Not reported RB Case Number: ORANGE COUNTY LOP Local Agency: AM Case Worker: ORANGE COUNTY LOP Lead Agency: 06/23/1986 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.915406 Longitude: 33.804136 Latitude: T0605949878 Global Id: STATE Region: LUST: 1868 ft. 0.354 mi. Relative: Lower Actual: 132 ft. 1/4-1/2 ANAHEIM, CA 92802 NW 1779 HARBOR N/A 21 LUST UNOCAL S105774300 TC4015472.2s Page 48 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Soil Qualifies: Not reported GW Qualifies: Not reported Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 6/23/1986 Close Date: Not reported Enforcement Date: 1/1/1965 Discover Date: Not reported Date Preliminary Assessment Began: Not reported Date Confirmation of Leak Began: Not reported Enter Date: 9/9/9999 How Stopped Date: T0605949878 Global ID: Unknown Leak Source: Unknown Leak Cause: Close Tank How Stopped: Tank Closure How Discovered: Not reported Funding: Not reported Enf Type: Not reported Cross Street: Not reported Abate Method: 0 Qty Leaked: Gasoline Substance: Undefined Case Type: 86UT046 Local Case Num: Not reported Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 06/23/1986 Status Date: Open - Case Begin Date Status: T0605949878 Global Id: 06/23/1986 Status Date: Completed - Case Closed Status: T0605949878 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: SANTA ANA City: 1241 E. DYER ROAD SUITE 120 Address: ORANGE COUNTY LOP Organization Name: ANTHONY MARTINEZ Contact Name: Local Agency Caseworker Contact Type: T0605949878 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: UNOCAL (Continued) S105774300 TC4015472.2s Page 49 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: MUN Beneficial: Not reported Hydr Basin 30000L Local Agency: Local Agency Lead Agency: WJ Staff Initials: NOM Staff: * MTBE Class: Site NOT Tested for MTBE.Includes Unknown and Not Analyzed. MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: Not reported Longitude: Not reported Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: UNOCAL (Continued) S105774300 12/18/1987 Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 10/18/1999 Close Date: Not reported Enforcement Date: 11/13/1987 Discover Date: Not reported Date Preliminary Assessment Began: 12/4/1987 Date Confirmation of Leak Began: 12/18/1987 Enter Date: Not reported How Stopped Date: T0605900554 Global ID: Not reported Leak Source: Not reported Leak Cause: Not reported How Stopped: OM How Discovered: State Funds Funding: Not reported Enf Type: HASTER Cross Street: Not reported Abate Method: Not reported Qty Leaked: Gasoline Substance: Aquifer affected Case Type: Not reported Local Case Num: 083000701T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 1979 ft. Site 1 of 2 in cluster G 0.375 mi. Relative: Higher Actual: 140 ft. 1/4-1/2 ANAHEIM, CA 92802 NE 100 KATELLA AVE N/A G22 LUST MEDDOCK MOBIL S104233746 TC4015472.2s Page 50 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation CAP - PROPOSED VAPOR EXTRACTION. Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: RS Staff: Not reported MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: 120 Max MTBE Soil: 2 MTBE Concentration: 760 Max MTBE GW: 6/17/1996 MTBE Date: -[PHONE REDACTED] Longitude: 33.803152 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: = Soil Qualifies: = GW Qualifies: 12/18/1987 Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: 1/11/1999 Date Remediation Plan Submitted: MEDDOCK MOBIL (Continued) S104233746 T0605900554 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Aquifer used for drinking water supply Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083000701T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 10/18/1999 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.906064 Longitude: 33.80286 Latitude: T0605900554 Global Id: STATE Region: LUST: 2014 ft. Site 2 of 2 in cluster G 0.381 mi. Relative: Higher Actual: 140 ft. 1/4-1/2 ANAHEIM, CA 92802 NE 100 E KATELLA AVE N/A G23 LUST MEDDOCK MOBIL S103619612 TC4015472.2s Page 51 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Other Action Type: T0605900554 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605900554 Global Id: File review Action: 08/13/2013 Date: ENFORCEMENT Action Type: T0605900554 Global Id: Closure/No Further Action Letter Action: 10/18/1999 Date: ENFORCEMENT Action Type: T0605900554 Global Id: Regulatory Activities: 12/18/1987 Status Date: Open - Site Assessment Status: T0605900554 Global Id: 12/04/1987 Status Date: Open - Site Assessment Status: T0605900554 Global Id: 01/11/1999 Status Date: Open - Remediation Status: T0605900554 Global Id: 10/18/1999 Status Date: Completed - Case Closed Status: T0605900554 Global Id: 11/13/1987 Status Date: Open - Case Begin Date Status: T0605900554 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: ROSE SCOTT Contact Name: Regional Board Caseworker Contact Type: T0605900554 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: MEDDOCK MOBIL (Continued) S103619612 TC4015472.2s Page 52 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Leak Reported Action: 01/01/1950 Date: MEDDOCK MOBIL (Continued) S103619612 * MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 0 MTBE Fuel: .1 Max MTBE Soil: 1 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.799539 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: < Soil Qualifies: Not reported GW Qualifies: 6/19/1997 Enter Date: Not reported Date Post Remedial Action Monitoring: 12/26/1996 Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 7/18/1997 Close Date: Not reported Enforcement Date: 12/26/1996 Discover Date: Not reported Date Preliminary Assessment Began: 12/26/1996 Date Confirmation of Leak Began: 6/19/1997 Enter Date: Not reported How Stopped Date: T0605902045 Global ID: Piping Leak Source: Not reported Leak Cause: Not reported How Stopped: Tank Closure How Discovered: Not reported Funding: CLOS Enf Type: HARBOR Cross Street: approved site Excavate and Dispose - remove contaminated soil and dispose in Abate Method: Not reported Qty Leaked: Diesel Substance: Soil only Case Type: Not reported Local Case Num: 083002986T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 2230 ft. Site 1 of 2 in cluster H 0.422 mi. Relative: Lower Actual: 125 ft. 1/4-1/2 ANAHEIM, CA 92802 WSW CA FID UST 700 W CONVENTION WAY N/A H24 LUST ANAHEIM MARRIOTT HOTEL S101619848 TC4015472.2s Page 53 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Active Status: Not reported Comments: Not reported EPA ID: Not reported NPDES Number: Not reported DUNs Number: Not reported Contact Phone: Not reported Contact: ANAHEIM 92802 Mailing City,St,Zip: Not reported Mailing Address 2: 19800 MAC ARTHUR BLVD 1000 Mailing Address: Not reported Mail To: [PHONE REDACTED] Facility Phone: Not reported SIC Code: Not reported Cortese Code: Not reported Regulated ID: UTNKA Regulated By: 30003168 Facility ID: CA FID UST: Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: VJJ Staff: ANAHEIM MARRIOTT HOTEL (Continued) S101619848 T0605902045 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Diesel Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083002986T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 07/18/1997 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.920091 Longitude: 33.7985758 Latitude: T0605902045 Global Id: STATE Region: LUST: 2230 ft. Site 2 of 2 in cluster H 0.422 mi. SWEEPS UST Relative: Lower Actual: 125 ft. 1/4-1/2 HIST UST ANAHEIM, CA 92802 WSW UST 700 W CONVENTION WAY N/A H25 LUST ANAHEIM MARRIOTT HOTEL U001578593 TC4015472.2s Page 54 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation T0605902045 Global Id: Closure/No Further Action Letter Action: 07/18/1997 Date: ENFORCEMENT Action Type: T0605902045 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605902045 Global Id: Tank Removal Report / UST Sampling Report Action: 05/05/1997 Date: RESPONSE Action Type: T0605902045 Global Id: Closure/No Further Action Letter Action: 07/18/1997 Date: ENFORCEMENT Action Type: T0605902045 Global Id: Regulatory Activities: 12/26/1996 Status Date: Open - Site Assessment Status: T0605902045 Global Id: 12/26/1996 Status Date: Open - Remediation Status: T0605902045 Global Id: 12/26/1996 Status Date: Open - Case Begin Date Status: T0605902045 Global Id: 07/18/1997 Status Date: Completed - Case Closed Status: T0605902045 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: VALERIE JAHN-BULL Contact Name: Regional Board Caseworker Contact Type: T0605902045 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: ANAHEIM MARRIOTT HOTEL (Continued) U001578593 TC4015472.2s Page 55 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation P STG: OIL Tank Use: 03-21-94 Active Date: 10000 Capacity: A Tank Status: 30-011-004503-000001 Tank Id: 044600 Owner Tank Id: 12-31-88 Created Date: 06-23-94 Action Date: 02-15-94 Referral Date: 44-016204 Board Of Equalization: 1 Number: 4503 Comp Number: Active Status: SWEEPS UST: None Leak Detection: 1/4 inches Tank Construction: DIESEL Type of Fuel: PRODUCT Tank Used for: 00009900 Tank Capacity: 1980 Year Installed: 2 Container Num: 002 Tank Num: None Leak Detection: 1/4 inches Tank Construction: DIESEL Type of Fuel: PRODUCT Tank Used for: 00009994 Tank Capacity: 1983 Year Installed: 1 Container Num: 001 Tank Num: ANAHEIM, CA 92802 Owner City,St,Zip: 700 WEST CONVENTION WAY Owner Address: ANAHEIM MARRIOTT HOTEL Owner Name: [PHONE REDACTED] Telephone: JOEL ROTHMAN, GENERAL MANAGER Contact Name: 0002 Total Tanks: HOTEL Other Type: Other Facility Type: 00000042085 Facility ID: STATE Region: HIST UST: ANAHEIM CITY LOP Permitting Agency: -[PHONE REDACTED] Longitude: 33.7997155 Latitude: 1974 Facility ID: UST: Leak Reported Action: 01/01/1950 Date: Other Action Type: ANAHEIM MARRIOTT HOTEL (Continued) U001578593 TC4015472.2s Page 56 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Number Of Tanks: DIESEL Content: P STG: OIL Tank Use: 03-21-94 Active Date: 15000 Capacity: A Tank Status: 30-011-004503-000002 Tank Id: 044601 Owner Tank Id: 12-31-88 Created Date: 06-23-94 Action Date: 02-15-94 Referral Date: 44-016204 Board Of Equalization: 1 Number: 4503 Comp Number: Active Status: 2 Number Of Tanks: DIESEL Content: ANAHEIM MARRIOTT HOTEL (Continued) U001578593 3/31/1998 Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 5/12/1998 Close Date: Not reported Enforcement Date: 8/27/1998 Discover Date: Not reported Date Preliminary Assessment Began: 8/27/1998 Date Confirmation of Leak Began: 3/31/1998 Enter Date: Not reported How Stopped Date: T0605902134 Global ID: Not reported Leak Source: Not reported Leak Cause: Not reported How Stopped: Not reported How Discovered: Not reported Funding: Not reported Enf Type: Not reported Cross Street: Not reported Abate Method: Not reported Qty Leaked: Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083003130T Case Number: Leak being confirmed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 2233 ft. Site 1 of 2 in cluster I 0.423 mi. Relative: Higher Actual: 141 ft. 1/4-1/2 SWEEPS UST ANAHEIM, CA 92805 NE CA FID UST 1730 ANAHEIM BLVD N/A I26 LUST RYDER TRUCK RENTAL-CAL TRANS S101589159 TC4015472.2s Page 57 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 30-011-004864-000001 Tank Id: 4864-001 Owner Tank Id: 06-30-89 Created Date: 05-24-94 Action Date: 11-08-93 Referral Date: 44-000631 Board Of Equalization: 1 Number: 4864 Comp Number: Active Status: SWEEPS UST: Active Status: Not reported Comments: Not reported EPA ID: Not reported NPDES Number: Not reported DUNs Number: Not reported Contact Phone: Not reported Contact: ANAHEIM 92805 Mailing City,St,Zip: Not reported Mailing Address 2: 1730 S ANAHEIM Mailing Address: Not reported Mail To: [PHONE REDACTED] Facility Phone: Not reported SIC Code: Not reported Cortese Code: Not reported Regulated ID: UTNKA Regulated By: 30001932 Facility ID: CA FID UST: UNTIL 2/23/98. CALTRANS/OTCA DID NOT NOTIFY THE CITY OF ANAHEIM OF THE DISCOVERY OF A RELEASE Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: CAB Staff: * MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: .46 Max MTBE Soil: 1 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.806167 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: = Soil Qualifies: Not reported GW Qualifies: RYDER TRUCK RENTAL-CAL TRANS (Continued) S101589159 TC4015472.2s Page 58 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation WASTE OIL Content: W STG: OIL Tank Use: 11-08-93 Active Date: 2000 Capacity: A Tank Status: 30-011-004864-000004 Tank Id: 4864-004 Owner Tank Id: 06-30-89 Created Date: 05-24-94 Action Date: 11-08-93 Referral Date: 44-000631 Board Of Equalization: 1 Number: 4864 Comp Number: Active Status: Not reported Number Of Tanks: REG UNLEADED Content: P STG: M.V. FUEL Tank Use: 11-08-93 Active Date: 12000 Capacity: A Tank Status: 30-011-004864-000003 Tank Id: 4864-003 Owner Tank Id: 06-30-89 Created Date: 05-24-94 Action Date: 11-08-93 Referral Date: 44-000631 Board Of Equalization: 1 Number: 4864 Comp Number: Active Status: Not reported Number Of Tanks: DIESEL Content: P STG: M.V. FUEL Tank Use: 11-08-93 Active Date: 12000 Capacity: A Tank Status: 30-011-004864-000002 Tank Id: 4864-002 Owner Tank Id: 06-30-89 Created Date: 05-24-94 Action Date: 11-08-93 Referral Date: 44-000631 Board Of Equalization: 1 Number: 4864 Comp Number: Active Status: 5 Number Of Tanks: DIESEL Content: P STG: M.V. FUEL Tank Use: 11-08-93 Active Date: 12000 Capacity: A Tank Status: RYDER TRUCK RENTAL-CAL TRANS (Continued) S101589159 TC4015472.2s Page 59 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Number Of Tanks: BULK OIL (30 Content: P STG: OIL Tank Use: 11-08-93 Active Date: 6000 Capacity: A Tank Status: 30-011-004864-000005 Tank Id: 4864-005 Owner Tank Id: 06-30-89 Created Date: 05-24-94 Action Date: 11-08-93 Referral Date: 44-000631 Board Of Equalization: 1 Number: 4864 Comp Number: Active Status: Not reported Number Of Tanks: RYDER TRUCK RENTAL-CAL TRANS (Continued) S101589159 RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605902134 Global Id: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: CARL BERNHARDT Contact Name: Regional Board Caseworker Contact Type: T0605902134 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083003130T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 05/12/1998 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8049876 Latitude: T0605902134 Global Id: STATE Region: LUST: 2233 ft. Site 2 of 2 in cluster I 0.423 mi. Relative: Higher Actual: 141 ft. 1/4-1/2 ANAHEIM, CA 92805 NE Orange Co. Industrial Site 1730 S ANAHEIM BLVD N/A I27 LUST RYDER TRUCK RENTAL-CAL TRANS S109284698 TC4015472.2s Page 60 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation T0605902044 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Waste Oil / Motor / Hydraulic / Lubricating Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083002985T RB Case Number: ANAHEIM CITY LOP Local Agency: ROW Case Worker: ANAHEIM CITY LOP Lead Agency: 12/10/1997 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8049876 Latitude: T0605902044 Global Id: STATE Region: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605902134 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605902134 Global Id: Closure/No Further Action Letter Action: 05/12/1998 Date: ENFORCEMENT Action Type: T0605902134 Global Id: Regulatory Activities: 08/27/1997 Status Date: Open - Site Assessment Status: T0605902134 Global Id: 05/12/1998 Status Date: Completed - Case Closed Status: T0605902134 Global Id: 08/27/1997 Status Date: Open - Case Begin Date Status: T0605902134 Global Id: Status History: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RYDER TRUCK RENTAL-CAL TRANS (Continued) S109284698 TC4015472.2s Page 61 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation CLOSED 3/22/1995 Current Status: RO0000456 Record ID: ORANGE Region: 94IC010 Case ID: Orange Co. Industrial Site: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605902044 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605902044 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605902044 Global Id: Regulatory Activities: 05/14/1997 Status Date: Open - Site Assessment Status: T0605902044 Global Id: 05/12/1997 Status Date: Open - Site Assessment Status: T0605902044 Global Id: 12/10/1997 Status Date: Completed - Case Closed Status: T0605902044 Global Id: 04/21/1997 Status Date: Open - Case Begin Date Status: T0605902044 Global Id: Status History: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. #601 Address: ANAHEIM CITY LOP Organization Name: RICHARD O. WILSON Contact Name: Local Agency Caseworker Contact Type: T0605902044 Global Id: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: CARL BERNHARDT Contact Name: Regional Board Caseworker Contact Type: RYDER TRUCK RENTAL-CAL TRANS (Continued) S109284698 TC4015472.2s Page 62 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation LEAD COMPOUNDS Released Chemical: Closure certification issued Closure Type: RYDER TRUCK RENTAL-CAL TRANS (Continued) S109284698 10/16/1996 Status Date: Open - Case Begin Date Status: T0605902020 Global Id: 12/19/1996 Status Date: Completed - Case Closed Status: T0605902020 Global Id: Status History: Not reported Phone Number: [EMAIL REDACTED] Email: ANAHEIM City: 201 S. ANAHEIM BLVD. MS 601 Address: ANAHEIM CITY LOP Organization Name: RALPH MCCAFFREY Contact Name: Local Agency Caseworker Contact Type: T0605902020 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: NANCY OLSON-MARTIN Contact Name: Regional Board Caseworker Contact Type: T0605902020 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: Not reported File Location: Not reported LOC Case Number: 083002950T RB Case Number: ANAHEIM CITY LOP Local Agency: RM Case Worker: ANAHEIM CITY LOP Lead Agency: 12/19/1996 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8034115 Latitude: T0605902020 Global Id: STATE Region: LUST: 2316 ft. Site 1 of 2 in cluster J 0.439 mi. Relative: Lower Actual: 130 ft. 1/4-1/2 ANAHEIM, CA 92802 NW 711 W KATELLA AVE N/A J28 LUST NATIONAL CAR RENTAL FAC. S103670039 TC4015472.2s Page 63 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605902020 Global Id: Closure/No Further Action Letter Action: 12/19/1996 Date: ENFORCEMENT Action Type: T0605902020 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605902020 Global Id: Leak Stopped Action: 01/01/1950 Date: Other Action Type: T0605902020 Global Id: Regulatory Activities: NATIONAL CAR RENTAL FAC. (Continued) S103670039 Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 12/19/1996 Close Date: Not reported Enforcement Date: 10/16/1996 Discover Date: Not reported Date Preliminary Assessment Began: Not reported Date Confirmation of Leak Began: Not reported Enter Date: 10/16/1996 How Stopped Date: T0605902020 Global ID: UNK Leak Source: Not reported Leak Cause: Not reported How Stopped: Tank Closure How Discovered: Not reported Funding: CLOS Enf Type: HARBOR Cross Street: approved site Excavate and Dispose - remove contaminated soil and dispose in Abate Method: Not reported Qty Leaked: Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083002950T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 2316 ft. Site 2 of 2 in cluster J 0.439 mi. Relative: Lower Actual: 130 ft. 1/4-1/2 ANAHEIM, CA 92802 NW 711 KATELLA AVE N/A J29 LUST NATIONAL CAR RENTAL FAC. S102532332 TC4015472.2s Page 64 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation DETECTED IN THE EXCAVATED SOIL. TWO UST REMOVED, NO CONTAMINATION FOUND BELOW THE UST. BTEX AND TPH WAS Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: UNK Staff Initials: NOM Staff: * MTBE Class: Site NOT Tested for MTBE.Includes Unknown and Not Analyzed. MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -117.916851 Longitude: 33.803501 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: Not reported Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: NATIONAL CAR RENTAL FAC. (Continued) S102532332 Local Agency File Location: 88UT181 LOC Case Number: 083001096T RB Case Number: ORANGE COUNTY LOP Local Agency: AM Case Worker: ORANGE COUNTY LOP Lead Agency: 02/13/1991 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8033995 Latitude: T0605900866 Global Id: STATE Region: LUST: 083001096T Reg Id: LINKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: 2501 ft. 0.474 mi. Relative: Higher Actual: 143 ft. 1/4-1/2 EMI ANAHEIM, CA 92805 NE LUST 1755 HASTER ST N/A 30 HIST CORTESE STEINER CORP S102438098 TC4015472.2s Page 65 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605900866 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605900866 Global Id: Closure/No Further Action Letter Action: 02/13/1991 Date: ENFORCEMENT Action Type: T0605900866 Global Id: Regulatory Activities: 09/06/1988 Status Date: Open - Case Begin Date Status: T0605900866 Global Id: 02/13/1991 Status Date: Completed - Case Closed Status: T0605900866 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: SANTA ANA City: 1241 E. DYER ROAD SUITE 120 Address: ORANGE COUNTY LOP Organization Name: ANTHONY MARTINEZ Contact Name: Local Agency Caseworker Contact Type: T0605900866 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: PATRICIA HANNON Contact Name: Regional Board Caseworker Contact Type: T0605900866 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Gasoline Potential Contaminants of Concern: Soil Potential Media Affect: STEINER CORP (Continued) S102438098 TC4015472.2s Page 66 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation SC Air Basin: 30 County Code: 1987 Year: EMI: Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: MUN Beneficial: Not reported Hydr Basin 30000L Local Agency: Local Agency Lead Agency: WJ Staff Initials: PAH Staff: * MTBE Class: Site NOT Tested for MTBE.Includes Unknown and Not Analyzed. MTBE Tested: 1 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.803257 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: Not reported Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 2/13/1991 Close Date: Not reported Enforcement Date: 9/6/1988 Discover Date: Not reported Date Preliminary Assessment Began: Not reported Date Confirmation of Leak Began: Not reported Enter Date: 9/9/9999 How Stopped Date: T0605900866 Global ID: Unknown Leak Source: Unknown Leak Cause: Close Tank How Stopped: Tank Closure How Discovered: Not reported Funding: Not reported Enf Type: Not reported Cross Street: Not reported Abate Method: 0 Qty Leaked: Gasoline Substance: Soil only Case Type: 88UT181 Local Case Num: 083001096T Case Number: STEINER CORP (Continued) S102438098 TC4015472.2s Page 67 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: SOUTH COAST AQMD Air District Name: 7213 SIC Code: SC Air District Name: 6069 Facility ID: SC Air Basin: 30 County Code: 2012 Year: 0 Part. Matter 10 Micrometers & Tons/Yr: 0 Particulate Matter Tons/Yr: 0 SOX - Oxides of Sulphur Tons/Yr: 1 NOX - Oxides of Nitrogen Tons/Yr: 0 Carbon Monoxide Emissions Tons/Yr: 0 Reactive Organic Gases Tons/Yr: 1 Total Organic Hydrocarbon Gases Tons/Yr: Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: SOUTH COAST AQMD Air District Name: 7213 SIC Code: SC Air District Name: 6069 Facility ID: SC Air Basin: 30 County Code: 1995 Year: 0 Part. Matter 10 Micrometers & Tons/Yr: 0 Particulate Matter Tons/Yr: 0 SOX - Oxides of Sulphur Tons/Yr: 2 NOX - Oxides of Nitrogen Tons/Yr: 0 Carbon Monoxide Emissions Tons/Yr: 0 Reactive Organic Gases Tons/Yr: 0 Total Organic Hydrocarbon Gases Tons/Yr: Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: SOUTH COAST AQMD Air District Name: 7213 SIC Code: SC Air District Name: 6069 Facility ID: SC Air Basin: 30 County Code: 1990 Year: 0 Part. Matter 10 Micrometers & Tons/Yr: 0 Particulate Matter Tons/Yr: 0 SOX - Oxides of Sulphur Tons/Yr: 2 NOX - Oxides of Nitrogen Tons/Yr: 0 Carbon Monoxide Emissions Tons/Yr: 0 Reactive Organic Gases Tons/Yr: 0 Total Organic Hydrocarbon Gases Tons/Yr: Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: SOUTH COAST AQMD Air District Name: 7211 SIC Code: SC Air District Name: 6069 Facility ID: STEINER CORP (Continued) S102438098 TC4015472.2s Page 68 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 0.084671 Part. Matter 10 Micrometers & Tons/Yr: 0.08594 Particulate Matter Tons/Yr: 0.0068 SOX - Oxides of Sulphur Tons/Yr: 1.23687 NOX - Oxides of Nitrogen Tons/Yr: 0.78787 Carbon Monoxide Emissions Tons/Yr: 0.0675 Reactive Organic Gases Tons/Yr: 0.15987683562 Total Organic Hydrocarbon Gases Tons/Yr: STEINER CORP (Continued) S102438098 Not reported Owner/Op end date: Not reported Owner/Op start date: Operator Owner/Operator Type: Municipal Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: NOT REQUIRED Owner/operator name: Not reported Owner/Op end date: Not reported Owner/Op start date: Owner Owner/Operator Type: Municipal Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: ANAHEIM CITY OF Owner/operator name: Owner/Operator Summary: hazardous waste at any time waste during any calendar month, and accumulates more than 1000 kg of hazardous waste at any time; or generates 100 kg or less of hazardous waste during any calendar month and accumulates less than 6000 kg of Handler: generates more than 100 and less than 1000 kg of hazardous Description: Small Small Quantity Generator Classification: 09 EPA Region: Not reported Contact email: (714) 520-6871 Contact telephone: US Contact country: ANAHEIM, CA 92802 800 W KATELLA AVE Contact address: ENVIRONMENTAL MANAGER Contact: CAD982489627 EPA ID: ANAHEIM, CA 92802 800 W KATELLA AVE Facility address: ANAHEIM CONVENTION CENTER Facility name: 05/19/1990 Date form received by agency: RCRA-SQG: EMI HAZNET SWEEPS UST 2537 ft. CA FID UST Site 1 of 2 in cluster K 0.480 mi. LUST Relative: Lower Actual: 129 ft. 1/4-1/2 HIST CORTESE ANAHEIM, CA WNW FINDS 800 W KATELLA AVE CAD982489627 K31 RCRA-SQG ANAHEIM CITY, CONVENTION CTR [PHONE REDACTED] TC4015472.2s Page 69 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 89UT078 LOC Case Number: 083001209T RB Case Number: ORANGE COUNTY LOP Local Agency: AM Case Worker: ORANGE COUNTY LOP Lead Agency: 11/21/1989 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -[PHONE REDACTED] Longitude: 33.8032546 Latitude: T0605900945 Global Id: STATE Region: LUST: 083001209T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: corrective action activities required under RCRA. program staff to track the notification, permit, compliance, and and treat, store, or dispose of hazardous waste. RCRAInfo allows RCRA events and activities related to facilities that generate, transport, Conservation and Recovery Act (RCRA) program through the tracking of RCRAInfo is a national information system that supports the Resource facilities. generators, transporters, and treatment, storage, and disposal provides California with information on hazardous waste shipments for California Hazardous Waste Tracking System - Datamart (HWTS-DATAMART) Environmental Interest/Information System 110002418330 Registry ID: FINDS: No violations found Violation Status: No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 70 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Diesel Substance: Soil only Case Type: 89UT078 Local Case Num: 083001209T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605900945 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605900945 Global Id: Regulatory Activities: 10/20/1988 Status Date: Open - Case Begin Date Status: T0605900945 Global Id: 11/21/1989 Status Date: Completed - Case Closed Status: T0605900945 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: SANTA ANA City: 1241 E. DYER ROAD SUITE 120 Address: ORANGE COUNTY LOP Organization Name: ANTHONY MARTINEZ Contact Name: Local Agency Caseworker Contact Type: T0605900945 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: PATRICIA HANNON Contact Name: Regional Board Caseworker Contact Type: T0605900945 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Diesel Potential Contaminants of Concern: Soil Potential Media Affect: Local Agency File Location: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 71 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Mail To: [PHONE REDACTED] Facility Phone: Not reported SIC Code: Not reported Cortese Code: Not reported Regulated ID: UTNKA Regulated By: 30002075 Facility ID: CA FID UST: Not reported Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: MUN Beneficial: Not reported Hydr Basin 30000L Local Agency: Local Agency Lead Agency: WJ Staff Initials: PAH Staff: * MTBE Class: Not Required to be Tested. MTBE Tested: 0 MTBE Fuel: Not reported Max MTBE Soil: 0 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -117.918375 Longitude: 33.80227306 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: Not reported Soil Qualifies: Not reported GW Qualifies: Not reported Enter Date: Not reported Date Post Remedial Action Monitoring: Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: Not reported Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 11/21/1989 Close Date: Not reported Enforcement Date: 10/20/1988 Discover Date: Not reported Date Preliminary Assessment Began: Not reported Date Confirmation of Leak Began: Not reported Enter Date: 9/9/9999 How Stopped Date: T0605900945 Global ID: Unknown Leak Source: Unknown Leak Cause: Close Tank How Stopped: Tank Closure How Discovered: Not reported Funding: Not reported Enf Type: Not reported Cross Street: Not reported Abate Method: 0 Qty Leaked: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 72 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 2500 Capacity: A Tank Status: 30-011-006262-000003 Tank Id: Not reported Owner Tank Id: 12-31-88 Created Date: 11-10-92 Action Date: 11-10-92 Referral Date: Not reported Board Of Equalization: 4 Number: 6262 Comp Number: Active Status: Not reported Number Of Tanks: DIESEL Content: P STG: M.V. FUEL Tank Use: 11-10-92 Active Date: 1000 Capacity: A Tank Status: 30-011-006262-000002 Tank Id: Not reported Owner Tank Id: 12-31-88 Created Date: 11-10-92 Action Date: 11-10-92 Referral Date: Not reported Board Of Equalization: 4 Number: 6262 Comp Number: Active Status: 3 Number Of Tanks: DIESEL Content: P STG: M.V. FUEL Tank Use: 11-10-92 Active Date: 1000 Capacity: A Tank Status: 30-011-006262-000001 Tank Id: Not reported Owner Tank Id: 12-31-88 Created Date: 11-10-92 Action Date: 11-10-92 Referral Date: Not reported Board Of Equalization: 4 Number: 6262 Comp Number: Active Status: SWEEPS UST: Active Status: Not reported Comments: Not reported EPA ID: Not reported NPDES Number: Not reported DUNs Number: Not reported Contact Phone: Not reported Contact: ANAHEIM 92802 Mailing City,St,Zip: Not reported Mailing Address 2: 200 S ANAHEIM BLVD Mailing Address: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 73 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation CAD982489627 Gepaid: 2011 Year: Orange Facility County: 0.3 Tons: (H010-H129) Or (H131-H135) Storage, Bulking, And/Or Transfer Off Site--No Treatment/Reovery Disposal Method: Other organic solids Waste Category: Not reported TSD County: CAD097030993 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928023415 Mailing City,St,Zip: 800 W KATELLA AVE Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: DAVID M MEEK Contact: CAD982489627 Gepaid: 2011 Year: Orange Facility County: 0.225 Tons: (H010-H129) Or (H131-H135) Storage, Bulking, And/Or Transfer Off Site--No Treatment/Reovery Disposal Method: Waste oil and mixed oil Waste Category: Not reported TSD County: CAD097030993 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928023415 Mailing City,St,Zip: 800 W KATELLA AVE Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: DAVID M MEEK Contact: CAD982489627 Gepaid: 2011 Year: Orange Facility County: 0.126 Tons: Organics Recovery Ect Other Recovery Of Reclamation For Reuse Including Acid Regeneration, Disposal Method: Not reported Waste Category: 99 TSD County: NVT330010000 TSD EPA ID: Orange Gen County: ANAHEIM, CA 928023415 Mailing City,St,Zip: 800 W KATELLA AVE Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: DAVID M MEEK Contact: CAD982489627 Gepaid: 2012 Year: HAZNET: Not reported Number Of Tanks: PRM UNLEADED Content: P STG: M.V. FUEL Tank Use: 11-10-92 Active Date: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 74 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation SOUTH COAST AQMD Air District Name: 7389 SIC Code: SC Air District Name: 24711 Facility ID: SC Air Basin: 30 County Code: 1996 Year: 0 Part. Matter 10 Micrometers & Tons/Yr: 0 Particulate Matter Tons/Yr: 0 SOX - Oxides of Sulphur Tons/Yr: 0 NOX - Oxides of Nitrogen Tons/Yr: 0 Carbon Monoxide Emissions Tons/Yr: 0 Reactive Organic Gases Tons/Yr: 0 Total Organic Hydrocarbon Gases Tons/Yr: Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: SOUTH COAST AQMD Air District Name: 7389 SIC Code: SC Air District Name: 24711 Facility ID: SC Air Basin: 30 County Code: 1990 Year: EMI: 139 additional CA_HAZNET: record(s) in the EDR Site Report. Click this hyperlink while viewing on your computer to access Orange Facility County: 0.2 Tons: Fuel Blending Prior To Energy Recovery At Another Site Disposal Method: Unspecified organic liquid mixture Waste Category: Not reported TSD County: CAD008252405 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928023415 Mailing City,St,Zip: 800 W KATELLA AVE Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: DAVID M MEEK Contact: CAD982489627 Gepaid: 2011 Year: Orange Facility County: 0.02 Tons: (H010-H129) Or (H131-H135) Storage, Bulking, And/Or Transfer Off Site--No Treatment/Reovery Disposal Method: Unspecified solvent mixture Waste Category: Not reported TSD County: CAD008252405 TSD EPA ID: Not reported Gen County: ANAHEIM, CA 928023415 Mailing City,St,Zip: 800 W KATELLA AVE Mailing Address: Not reported Mailing Name: [PHONE REDACTED] Telephone: DAVID M MEEK Contact: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] TC4015472.2s Page 75 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 0 Part. Matter 10 Micrometers & Tons/Yr: 0 Particulate Matter Tons/Yr: 0 SOX - Oxides of Sulphur Tons/Yr: 0 NOX - Oxides of Nitrogen Tons/Yr: 0 Carbon Monoxide Emissions Tons/Yr: 0 Reactive Organic Gases Tons/Yr: 0 Total Organic Hydrocarbon Gases Tons/Yr: Not reported Consolidated Emission Reporting Rule: Not reported Community Health Air Pollution Info System: ANAHEIM CITY, CONVENTION CTR (Continued) [PHONE REDACTED] Not reported Date Remedial Action Underway: Not reported Date Remediation Plan Submitted: 12/18/1987 Date Pollution Characterization Began: Not reported Date Prelim Assessment Workplan Submitted: 8/19/1998 Close Date: Not reported Enforcement Date: 8/29/1987 Discover Date: Not reported Date Preliminary Assessment Began: 9/25/1987 Date Confirmation of Leak Began: 12/18/1987 Enter Date: 8/29/1987 How Stopped Date: T0605900569 Global ID: UNK Leak Source: UNK Leak Cause: Not reported How Stopped: Tank Closure How Discovered: State Funds Funding: Not reported Enf Type: LEWIS Cross Street: Not reported Abate Method: Not reported Qty Leaked: Gasoline Substance: Soil only Case Type: Not reported Local Case Num: 083000719T Case Number: Case Closed Facility Status: Santa Ana Region Regional Board: Orange County: 8 Region: LUST REG 8: 083001410T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: 083000719T Reg Id: LTNKA Reg By: 30 Facility County Code: CORTESE Region: HIST CORTESE: 2582 ft. Site 2 of 2 in cluster K 0.489 mi. Relative: Lower Actual: 129 ft. 1/4-1/2 ANAHEIM, CA 92801 WNW LUST 818 KATELLA AVE N/A K32 HIST CORTESE TEXACO SERVICE STATION S101299283 TC4015472.2s Page 76 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation VES PROPOSED JUNE 24, 1994 WP. APPROVE BY ANAHIEM F.D. 7/13/94 Summary: Not reported Work Suspended: Not reported Cleanup Fund Id: Not reported Priority: Not reported Beneficial: COASTAL PLAIN OF ORA Hydr Basin 30011 Local Agency: Local Agency Lead Agency: ROW Staff Initials: NOM Staff: * MTBE Class: MTBE Detected. Site tested for MTBE & MTBE detected MTBE Tested: 1 MTBE Fuel: .26 Max MTBE Soil: 1 MTBE Concentration: Not reported Max MTBE GW: Not reported MTBE Date: -[PHONE REDACTED] Longitude: 33.8031401 Latitude: LUST Oversite Program: Not reported Interim: Not reported Facility Contact: Not reported Operator: = Soil Qualifies: Not reported GW Qualifies: 12/18/1987 Enter Date: Not reported Date Post Remedial Action Monitoring: TEXACO SERVICE STATION (Continued) S101299283 ARCHIVE SITE Action: Not reported Priority Level: 07/01/80 Date Completed: / / Date Started: DISCOVERY Action: CERCLIS-NFRAP Assessment History: 13004003.00000 Person ID: 13300414.00000 Contact Sequence ID: 13003858.00000 Person ID: 13294556.00000 Contact Sequence ID: 13003854.00000 Person ID: 13288961.00000 Contact Sequence ID: CERCLIS-NFRAP Site Contact Details: NFRAP-Site does not qualify for the NPL based on existing information Non NPL Status: Not on the NPL NPL Status: Not a Federal Facility Federal Facility: 0901009 Site ID: CERC-NFRAP: 2631 ft. 0.498 mi. Relative: Higher Actual: 146 ft. 1/4-1/2 FINDS ANAHEIM, CA 92803 NE RCRA-SQG 1745 S HASTER ST CAD008266140 33 CERC-NFRAP CORCORAN MFG CO INC [PHONE REDACTED] TC4015472.2s Page 77 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: Not reported Owner/Op end date: Not reported Owner/Op start date: Owner Owner/Operator Type: Private Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: CORCORAN, T.P. Owner/operator name: Not reported Owner/Op end date: Not reported Owner/Op start date: Operator Owner/Operator Type: Private Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: NOT REQUIRED Owner/operator name: Owner/Operator Summary: hazardous waste at any time waste during any calendar month, and accumulates more than 1000 kg of hazardous waste at any time; or generates 100 kg or less of hazardous waste during any calendar month and accumulates less than 6000 kg of Handler: generates more than 100 and less than 1000 kg of hazardous Description: Small Small Quantity Generator Classification: 09 EPA Region: Not reported Contact email: Not reported Contact telephone: Not reported Contact country: Not reported Not reported Contact address: Not reported Contact: ANAHEIM, CA 92803 PO BOX 4465 Mailing address: CAD008266140 EPA ID: ANAHEIM, CA 92803 1745 S HASTER ST Facility address: CORCORAN MFG CO INC Facility name: 09/01/1996 Date form received by agency: RCRA-SQG: NFRAP-Site does not qualify for the NPL based on existing information Priority Level: 05/01/85 Date Completed: 03/01/85 Date Started: PRELIMINARY ASSESSMENT Action: Not reported Priority Level: 05/01/85 Date Completed: / / Date Started: CORCORAN MFG CO INC (Continued) [PHONE REDACTED] TC4015472.2s Page 78 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation corrective action activities required under RCRA. program staff to track the notification, permit, compliance, and and treat, store, or dispose of hazardous waste. RCRAInfo allows RCRA events and activities related to facilities that generate, transport, Conservation and Recovery Act (RCRA) program through the tracking of RCRAInfo is a national information system that supports the Resource Environmental Interest/Information System 110002631331 Registry ID: FINDS: No violations found Violation Status: Large Quantity Generator Classification: CORCORAN MFG CO INC Facility name: 07/18/1980 Date form received by agency: Historical Generators: No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: CORCORAN MFG CO INC (Continued) [PHONE REDACTED] No Further Action Status: Not reported Special Program Status: 34 Senate: 69 Assembly: 404300 Site Code: Southern California Schools & Brownfields Outreach Division Branch: Shahir Haddad Supervisor: Not reported Project Manager: * DTSC Lead Agency Description: DTSC Lead Agency: DTSC Cleanup Oversight Agencies: NO National Priorities List: 14.06 Acres: NONE SPECIFIED Site Mgmt. Req.: School Site Type Detail: School Investigation Site Type: 30880003 Facility ID: SCH: 3288 ft. 0.623 mi. Relative: Lower Actual: 134 ft. 1/2-1 ANAHEIM, CA 92805 SE ENVIROSTOR MOUNTAIN VIEW AVENUE/WILKEN WAY N/A 34 SCH PONDEROSA ELEMENTARY SCHOOL S105628715 TC4015472.2s Page 79 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Comments: 07/18/2002 Completed Date: * Workplan Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: DTSC approve PEA with a No Further Action determination Comments: 08/07/2003 Completed Date: Preliminary Endangerment Assessment Report Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/13/2003 Completed Date: Site Inspections/Visit (Non LUR) Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 08/11/2003 Completed Date: Cost Recovery Closeout Memo Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/15/2002 Completed Date: Environmental Oversight Agreement Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/29/2002 Completed Date: Site Inspections/Visit (Non LUR) Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 30880003 Alias Name: Project Code (Site Code) Alias Type: 404300 Alias Name: Alternate Name Alias Type: PONDEROSA ELEMENTARY SCHOOL (PROPOSED) Alias Name: Alternate Name Alias Type: ANAHEIM CITY SD-PROPOSED PONDEROSA ELEM Alias Name: Alternate Name Alias Type: ANAHEIM CITY SCHOOL DISTRICT Alias Name: SOIL Potential Description: NONE SPECIFIED Confirmed COC: biphenyls (PCBs Potential COC: RESIDENTIAL AREA Past Use: NONE SPECIFIED APN: -117.9068 Longitude: 33.81309 Latitude: School District Funding: NO Restricted Use: 08/07/2003 Status Date: PONDEROSA ELEMENTARY SCHOOL (Continued) S105628715 TC4015472.2s Page 80 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/29/2002 Completed Date: Site Inspections/Visit (Non LUR) Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 30880003 Alias Name: Project Code (Site Code) Alias Type: 404300 Alias Name: Alternate Name Alias Type: PONDEROSA ELEMENTARY SCHOOL (PROPOSED) Alias Name: Alternate Name Alias Type: ANAHEIM CITY SD-PROPOSED PONDEROSA ELEM Alias Name: Alternate Name Alias Type: ANAHEIM CITY SCHOOL DISTRICT Alias Name: SOIL Potential Description: NONE SPECIFIED Confirmed COC: biphenyls (PCBs Potential COC: RESIDENTIAL AREA Past Use: NONE SPECIFIED APN: -117.9068 Longitude: 33.81309 Latitude: School District Funding: NONE SPECIFIED Site Mgmt Req: NO Restricted Use: Not reported Special Program: 34 Senate: 69 Assembly: Southern California Schools & Brownfields Outreach Division Branch: Shahir Haddad Supervisor: Not reported Program Manager: DTSC Lead Agency: DTSC Regulatory Agencies: NO NPL: 14.06 Acres: School Site Type Detailed: School Investigation Site Type: 404300 Site Code: 08/07/2003 Status Date: No Further Action Status: 30880003 Facility ID: ENVIROSTOR: Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: PONDEROSA ELEMENTARY SCHOOL (Continued) S105628715 TC4015472.2s Page 81 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: Not reported Comments: 07/18/2002 Completed Date: * Workplan Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: DTSC approve PEA with a No Further Action determination Comments: 08/07/2003 Completed Date: Preliminary Endangerment Assessment Report Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/13/2003 Completed Date: Site Inspections/Visit (Non LUR) Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 08/11/2003 Completed Date: Cost Recovery Closeout Memo Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Not reported Comments: 01/15/2002 Completed Date: Environmental Oversight Agreement Completed Document Type: PONDEROSA ELEMENTARY SCHOOL (Continued) S105628715 Cleanup Cypress Division Branch: Not reported Supervisor: Not reported Program Manager: NONE SPECIFIED Lead Agency: NONE SPECIFIED Regulatory Agencies: NO NPL: Not reported Acres: Tiered Permit Site Type Detailed: Tiered Permit Site Type: Not reported Site Code: Not reported Status Date: Inactive - Needs Evaluation Status: 71003438 Facility ID: ENVIROSTOR: 4410 ft. 0.835 mi. Relative: Higher Actual: 141 ft. 1/2-1 ANAHEIM, CA 92803 NNW 1313 S. HARBOR BOULEVARD MARS BLDG N/A 35 ENVIROSTOR SPECTRUM PHOTOGRAPHIC & IMAGING - HARBOR S110494321 TC4015472.2s Page 82 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: Not reported Comments: Not reported Completed Date: Not reported Completed Document Type: Not reported Completed Sub Area Name: Not reported Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 71003438 Alias Name: EPA Identification Number Alias Type: CAR000007393 Alias Name: NONE SPECIFIED Potential Description: NONE SPECIFIED Confirmed COC: NONE SPECIFIED Potential COC: NONE SPECIFIED Past Use: NONE SPECIFIED APN: -117.9145 Longitude: 33.83529 Latitude: Not reported Funding: NONE SPECIFIED Site Mgmt Req: NO Restricted Use: Not reported Special Program: 34 Senate: 69 Assembly: SPECTRUM PHOTOGRAPHIC & IMAGING - HARBOR (Continued) S110494321 13004003.00000 Person ID: 13297775.00000 Contact Sequence ID: 13003858.00000 Person ID: 13291917.00000 Contact Sequence ID: 13003854.00000 Person ID: 13286322.00000 Contact Sequence ID: CERCLIS-NFRAP Site Contact Details: NFRAP-Site does not qualify for the NPL based on existing information Non NPL Status: Not on the NPL NPL Status: Not a Federal Facility Federal Facility: 0900449 Site ID: CERC-NFRAP: 4694 ft. Site 1 of 2 in cluster L 0.889 mi. ENVIROSTOR Relative: Higher Actual: 147 ft. 1/2-1 FINDS ANAHEIM, CA 92805 ENE RCRA-SQG 1000 E KATELLA ST CAD049903271 L36 CERC-NFRAP ORANGE EMPIRE HEAT TREATING [PHONE REDACTED] TC4015472.2s Page 83 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation NOT REQUIRED Owner/operator name: Not reported Owner/Op end date: Not reported Owner/Op start date: Owner Owner/Operator Type: Private Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: DOWNEY HEAT TREATING COMPANY Owner/operator name: Owner/Operator Summary: hazardous waste at any time waste during any calendar month, and accumulates more than 1000 kg of hazardous waste at any time; or generates 100 kg or less of hazardous waste during any calendar month and accumulates less than 6000 kg of Handler: generates more than 100 and less than 1000 kg of hazardous Description: Small Small Quantity Generator Classification: 09 EPA Region: Not reported Contact email: Not reported Contact telephone: Not reported Contact country: Not reported Not reported Contact address: Not reported Contact: ANAHEIM, CA 92805 E KATELLA ST Mailing address: CAD049903271 EPA ID: ANAHEIM, CA 92805 1000 E KATELLA ST Facility address: ORANGE EMPIRE HEAT TREATING Facility name: 09/01/1996 Date form received by agency: RCRA-SQG: NFRAP-Site does not qualify for the NPL based on existing information Priority Level: 11/14/88 Date Completed: / / Date Started: PRELIMINARY ASSESSMENT Action: Not reported Priority Level: 11/14/88 Date Completed: / / Date Started: ARCHIVE SITE Action: Not reported Priority Level: 12/01/87 Date Completed: / / Date Started: DISCOVERY Action: CERCLIS-NFRAP Assessment History: CA Not reported Alias Address: ORANGE EMPIRE HEAT TREATING Alias Name: CERCLIS-NFRAP Site Alias Name(s): ORANGE EMPIRE HEAT TREATING (Continued) [PHONE REDACTED] TC4015472.2s Page 84 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation 34 Senate: 69 Assembly: Cleanup Cypress Division Branch: * Mmonroy Supervisor: Not reported Program Manager: NONE SPECIFIED Lead Agency: NONE SPECIFIED Regulatory Agencies: NO NPL: Not reported Acres: * Historical Site Type Detailed: Historical Site Type: Not reported Site Code: 04/20/1988 Status Date: Refer: Other Agency Status: 30330009 Facility ID: ENVIROSTOR: corrective action activities required under RCRA. program staff to track the notification, permit, compliance, and and treat, store, or dispose of hazardous waste. RCRAInfo allows RCRA events and activities related to facilities that generate, transport, Conservation and Recovery Act (RCRA) program through the tracking of RCRAInfo is a national information system that supports the Resource Environmental Interest/Information System 110002647734 Registry ID: FINDS: No violations found Violation Status: No Used oil transporter: No Used oil transfer facility: No Used oil Specification marketer: No Used oil fuel marketer to burner: No User oil refiner: No Used oil processor: No Used oil fuel burner: No Furnace exemption: No On-site burner exemption: No Underground injection activity: No Treater, storer or disposer of HW: No Transporter of hazardous waste: No Recycler of hazardous waste: No Mixed waste (haz. and radioactive): No U.S. importer of hazardous waste: Handler Activities Summary: Not reported Owner/Op end date: Not reported Owner/Op start date: Operator Owner/Operator Type: Private Legal status: (415) 555-1212 Owner/operator telephone: Not reported Owner/operator country: NOT REQUIRED, ME 99999 NOT REQUIRED Owner/operator address: ORANGE EMPIRE HEAT TREATING (Continued) [PHONE REDACTED] TC4015472.2s Page 85 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: SITE SCREENING DONE MORE INFO NEEDED Comments: 05/21/1987 Completed Date: Site Screening Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: PROBLEM PRELIM ASSESS DONE HISTORICAL RECORDS DO NOT INDICATE FAC WAS A Comments: 04/20/1988 Completed Date: Preliminary Assessment Report Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: DATABASE VALIDATION PROGRAM CONFIRMS NFA FOR DTSC. Comments: 10/28/1994 Completed Date: Site Screening Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: FACILITY IDENTIFIED PHONE BOOK SEARCH (1971) Comments: 09/01/1981 Completed Date: * Discovery Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 30330009 Alias Name: EPA (FRS Alias Type: 110002647734 Alias Name: EPA Identification Number Alias Type: CAD049903271 Alias Name: Alternate Name Alias Type: LEONARDO MARBLE Alias Name: NONE SPECIFIED Potential Description: NONE SPECIFIED Confirmed COC: * UNSPECIFIED AQUEOUS SOLUTION Potential COC: NONE SPECIFIED Past Use: NONE SPECIFIED APN: -117.8966 Longitude: 33.80269 Latitude: Not reported Funding: NONE SPECIFIED Site Mgmt Req: NO Restricted Use: * CERC2 Special Program: ORANGE EMPIRE HEAT TREATING (Continued) [PHONE REDACTED] TC4015472.2s Page 86 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation appeared consistent with discussions with the District’s consultant Via email on 07/03/2009, DTSC noted that the site sampling plan Comments: 07/03/2009 Completed Date: Technical Workplan Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 60001110 Alias Name: Project Code (Site Code) Alias Type: 404830 Alias Name: APN Alias Type: 375-381-35 Alias Name: APN Alias Type: 375-381-34 Alias Name: APN Alias Type: 083-751-15 Alias Name: APN Alias Type: 083-751-14 Alias Name: APN Alias Type: 083-751-01 Alias Name: SOIL, SV Potential Description: (PCBs, Trichloroethylene (TCE Tetrachloroethylene (PCE, Naphthalene, biphenyls Confirmed COC: Trichloroethylene (TCE, Naphthalene biphenyls (PCBs, Tetrachloroethylene (PCE, Potential COC: STORAGE TANKS, VEHICLE MAINTENANCE, TRANSPORTATION - WAREHOUSING ABOVE GROUND STORAGE TANKS, AGRICULTURAL - ORCHARD, UNDERGROUND Past Use: 083-751-01, 083-751-14, 083-751-15, 375-381-34, 375-381-35 APN: -117.8966 Longitude: 33.8033 Latitude: School District Funding: NO Restricted Use: 10/12/2011 Status Date: Inactive - Action Required Status: Not reported Special Program Status: 34 Senate: 69 Assembly: 404830 Site Code: Southern California Schools & Brownfields Outreach Division Branch: Shahir Haddad Supervisor: Christine Chiu Project Manager: DTSC - Site Cleanup Program Lead Agency Description: Lead Agency: Cleanup Oversight Agencies: NO National Priorities List: 3.76 Acres: NONE SPECIFIED Site Mgmt. Req.: School Site Type Detail: School Investigation Site Type: 60001110 Facility ID: SCH: 4748 ft. Site 2 of 2 in cluster L 0.899 mi. Relative: Higher Actual: 147 ft. 1/2-1 ENVIROSTOR ANAHEIM, CA 92805 ENE LUST 1016 EAST KATELLA AVENUE N/A L37 SCH PLATINUM TRIANGLE S109548352 TC4015472.2s Page 87 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: ready. however, that a summary data report will be submitted to DTSC when the Agreement effective immediately. The letter also indicates, August 12, 2009, with notification that the District is terminating On August 17, 2009, DTSC received a letter from the District, dated Comments: 08/17/2009 Completed Date: Agreement Terminated Notification Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Signed agreement sent (FedEx) to District. Comments: 06/10/2009 Completed Date: Environmental Oversight Agreement Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Recovery Unit Memorandum. On 10/23/2009, DTSC prepared & transmitted the project close out Cost Comments: 10/23/2009 Completed Date: Cost Recovery Closeout Memo Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: PCE is the primary contributor to risk and hazard. intrusion pathway as 1.5 x 10-5 and the total hazard index as 17. estimated the cancer risk due to chlorinated compounds via the vapor naphthalene; 580 ug/l of PCE; 20 ug/l of TCE. The risk evaluation concentrations in soil gas include the following: 0.15 ug/l of results from fieldwork conducted in July 2009. Maximum Report. The report summarized the soil and soil vapor sampling the District terminated the EOA (August 2009) prior to receipt of the DTSC did not review the Environmental Assessment Summary Report since Comments: 10/22/2009 Completed Date: Technical Report Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: line of sight of the proposed school property. and 1016 E. Katella properties and delivered to properties within the Work Notice and was informed that the Notice was posted at the 1010 Via email on July 7, 2009, DTSC received a final copy of the Field Comments: 07/07/2009 Completed Date: Public Notice Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: On July 10, 2009, fieldwork was completed per District’s consultant. Comments: 07/10/2009 Completed Date: Fieldwork Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: and provided comments on the site sampling plan. PLATINUM TRIANGLE (Continued) S109548352 TC4015472.2s Page 88 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Regulatory Activities: 10/24/1988 Status Date: Open - Case Begin Date Status: T0605900867 Global Id: 02/27/1990 Status Date: Completed - Case Closed Status: T0605900867 Global Id: Status History: [PHONE REDACTED] Phone Number: [EMAIL REDACTED] Email: SANTA ANA City: 1241 E. DYER ROAD SUITE 120 Address: ORANGE COUNTY LOP Organization Name: ANTHONY MARTINEZ Contact Name: Local Agency Caseworker Contact Type: T0605900867 Global Id: Not reported Phone Number: [EMAIL REDACTED] Email: RIVERSIDE City: 3737 MAIN STREET, SUITE 500 Address: SANTA ANA (REGION 8) Organization Name: PATRICIA HANNON Contact Name: Regional Board Caseworker Contact Type: T0605900867 Global Id: Contact: Click here to access the California GeoTracker records for this facility: Not reported Site History: Waste Oil / Motor / Hydraulic / Lubricating, Tetrachloroethylene (PCE) Potential Contaminants of Concern: Soil Potential Media Affect: Local Agency File Location: 88UT183 LOC Case Number: 083001097T RB Case Number: ORANGE COUNTY LOP Local Agency: AM Case Worker: ORANGE COUNTY LOP Lead Agency: 02/27/1990 Status Date: Completed - Case Closed Status: LUST Cleanup Site Case Type: -117.896483 Longitude: 33.801872 Latitude: T0605900867 Global Id: STATE Region: LUST: Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: PLATINUM TRIANGLE (Continued) S109548352 TC4015472.2s Page 89 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Completed Info: Envirostor ID Number Alias Type: 60001110 Alias Name: Project Code (Site Code) Alias Type: 404830 Alias Name: APN Alias Type: 375-381-35 Alias Name: APN Alias Type: 375-381-34 Alias Name: APN Alias Type: 083-751-15 Alias Name: APN Alias Type: 083-751-14 Alias Name: APN Alias Type: 083-751-01 Alias Name: SOIL, SV Potential Description: Trichloroethylene (TCE Tetrachloroethylene (PCE Naphthalene biphenyls (PCBs Confirmed COC: Trichloroethylene (TCE Naphthalene biphenyls (PCBs Tetrachloroethylene (PCE Potential COC: STORAGE TANKS, VEHICLE MAINTENANCE, TRANSPORTATION - WAREHOUSING ABOVE GROUND STORAGE TANKS, AGRICULTURAL - ORCHARD, UNDERGROUND Past Use: 083-751-01, 083-751-14, 083-751-15, 375-381-34, 375-381-35 APN: -117.8966 Longitude: 33.8033 Latitude: School District Funding: NONE SPECIFIED Site Mgmt Req: NO Restricted Use: Not reported Special Program: 34 Senate: 69 Assembly: Southern California Schools & Brownfields Outreach Division Branch: Shahir Haddad Supervisor: Christine Chiu Program Manager: Lead Agency: Regulatory Agencies: NO NPL: 3.76 Acres: School Site Type Detailed: School Investigation Site Type: 404830 Site Code: 10/12/2011 Status Date: Inactive - Action Required Status: 60001110 Facility ID: ENVIROSTOR: Leak Reported Action: 01/01/1950 Date: Other Action Type: T0605900867 Global Id: Leak Discovery Action: 01/01/1950 Date: Other Action Type: T0605900867 Global Id: PLATINUM TRIANGLE (Continued) S109548352 TC4015472.2s Page 90 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation the Agreement effective immediately. The letter also indicates, August 12, 2009, with notification that the District is terminating On August 17, 2009, DTSC received a letter from the District, dated Comments: 08/17/2009 Completed Date: Agreement Terminated Notification Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Signed agreement sent (FedEx) to District. Comments: 06/10/2009 Completed Date: Environmental Oversight Agreement Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Recovery Unit Memorandum. On 10/23/2009, DTSC prepared & transmitted the project close out Cost Comments: 10/23/2009 Completed Date: Cost Recovery Closeout Memo Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: PCE is the primary contributor to risk and hazard. intrusion pathway as 1.5 x 10-5 and the total hazard index as 17. estimated the cancer risk due to chlorinated compounds via the vapor naphthalene; 580 ug/l of PCE; 20 ug/l of TCE. The risk evaluation concentrations in soil gas include the following: 0.15 ug/l of results from fieldwork conducted in July 2009. Maximum Report. The report summarized the soil and soil vapor sampling the District terminated the EOA (August 2009) prior to receipt of the DTSC did not review the Environmental Assessment Summary Report since Comments: 10/22/2009 Completed Date: Technical Report Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: line of sight of the proposed school property. and 1016 E. Katella properties and delivered to properties within the Work Notice and was informed that the Notice was posted at the 1010 Via email on July 7, 2009, DTSC received a final copy of the Field Comments: 07/07/2009 Completed Date: Public Notice Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: On July 10, 2009, fieldwork was completed per District’s consultant. Comments: 07/10/2009 Completed Date: Fieldwork Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: and provided comments on the site sampling plan. appeared consistent with discussions with the District’s consultant Via email on 07/03/2009, DTSC noted that the site sampling plan Comments: 07/03/2009 Completed Date: Technical Workplan Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: PLATINUM TRIANGLE (Continued) S109548352 TC4015472.2s Page 91 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: Not reported Future Sub Area Name: Not reported Future Area Name: ready. however, that a summary data report will be submitted to DTSC when PLATINUM TRIANGLE (Continued) S109548352 Not reported Future Sub Area Name: Not reported Future Area Name: SB 1248 Orange County Comments: 02/20/2001 Completed Date: SB 1248 Notification Completed Document Type: Not reported Completed Sub Area Name: PROJECT WIDE Completed Area Name: Completed Info: Envirostor ID Number Alias Type: 30300130 Alias Name: NONE SPECIFIED Potential Description: NONE SPECIFIED Confirmed COC: NONE SPECIFIED Potential COC: NONE SPECIFIED Past Use: NONE SPECIFIED APN: -117.9009 Longitude: 33.81163 Latitude: Not Applicable Funding: NONE SPECIFIED Site Mgmt Req: NO Restricted Use: Not reported Special Program: 34 Senate: 69 Assembly: Cleanup Cypress Division Branch: Referred - Not Assigned Supervisor: Not reported Program Manager: NONE SPECIFIED Lead Agency: NONE SPECIFIED Regulatory Agencies: NO NPL: Not reported Acres: Evaluation Site Type Detailed: Evaluation Site Type: Not reported Site Code: 03/02/2001 Status Date: Refer: 1248 Local Agency Status: 30300130 Facility ID: ENVIROSTOR: 5022 ft. 0.951 mi. Relative: Higher Actual: 152 ft. 1/2-1 ANAHEIM, CA 92805 NE 611 EAST CERRITOS AVENUE N/A 38 ENVIROSTOR SILGAN PLASTICS CORPORATION S106797612 TC4015472.2s Page 92 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation Not reported Schedule Revised Date: Not reported Schedule Due Date: Not reported Schedule Document Type: Not reported Schedule Sub Area Name: Not reported Schedule Area Name: Not reported Future Due Date: Not reported Future Document Type: SILGAN PLASTICS CORPORATION (Continued) S106797612 TC4015472.2s Page 93 ---PAGE BREAK--- ORPHAN SUMMARY City EDR ID Site Name Site Address Zip Database(s) Count: 6 records. ANAHEIM S114717497 VACANT LOT 901 ANAHEIM RGA LUST ANAHEIM S114717496 VACANT LOT 901 ANAHEIM BLVD S RGA LUST ANAHEIM S106660982 ANAHEIM AUTO AFFAIR 601 ANAHEIM 92805 LUST ANAHEIM [PHONE REDACTED] ROSS PARK EXPANSION 318 HESSEL ST FINDS ANAHEIM U003785230 FUN BUS 304 KATELLA 92805 UST ORANGE U004049575 THEO LACY JAIL EXPANSION 497 CITY DRIVE SOUTH 92868 UST TC4015472.2s Page 94 ---PAGE BREAK--- To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency on a or quarterly basis, as required. Number of Days to Update: Provides confirmation that EDR is reporting records that have been updated within 90 days from the date the government agency made the information available to the public. STANDARD ENVIRONMENTAL RECORDS Federal NPL site list NPL: National Priority List National Priorities List (Superfund). The NPL is a subset of CERCLIS and identifies over 1,200 sites for priority cleanup under the Superfund Program. NPL sites may encompass relatively large areas. As such, EDR provides polygon coverage for over 1,000 NPL site boundaries produced by EPA’s Environmental Photographic Interpretation Center (EPIC) and regional EPA offices. Date of Government Version: 10/25/2013 Date Data Arrived at EDR: 11/11/2013 Date Made Active in Reports: 01/28/2014 Number of Days to Update: 78 Source: EPA Telephone: N/A Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly NPL Site Boundaries Sources: EPA’s Environmental Photographic Interpretation Center (EPIC) Telephone: [PHONE REDACTED] EPA Region 1 EPA Region 6 Telephone [PHONE REDACTED] Telephone: [PHONE REDACTED] EPA Region 3 EPA Region 7 Telephone [PHONE REDACTED] Telephone: [PHONE REDACTED] EPA Region 4 EPA Region 8 Telephone [PHONE REDACTED] Telephone: [PHONE REDACTED] EPA Region 5 EPA Region 9 Telephone [PHONE REDACTED] Telephone: [PHONE REDACTED] EPA Region 10 Telephone [PHONE REDACTED] Proposed NPL: Proposed National Priority List Sites A site that has been proposed for listing on the National Priorities List through the issuance of a proposed rule in the Federal Register. EPA then accepts public comments on the site, responds to the comments, and places on the NPL those sites that continue to meet the requirements for listing. Date of Government Version: 10/25/2013 Date Data Arrived at EDR: 11/11/2013 Date Made Active in Reports: 01/28/2014 Number of Days to Update: 78 Source: EPA Telephone: N/A Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly NPL LIENS: Federal Superfund Liens Federal Superfund Liens. Under the authority granted the USEPA by CERCLA of 1980, the USEPA has the authority to file liens against real property in order to recover remedial action expenditures or when the property owner received notification of potential liability. USEPA compiles a listing of filed notices of Superfund Liens. Date of Government Version: 10/15/1991 Date Data Arrived at EDR: 02/02/1994 Date Made Active in Reports: 03/30/1994 Number of Days to Update: 56 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 08/15/2011 Next Scheduled EDR Contact: 11/28/2011 Data Release Frequency: No Update Planned TC4015472.2s Page GR-1 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Federal Delisted NPL site list DELISTED NPL: National Priority List Deletions The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425.(e), sites may be deleted from the NPL where no further response is appropriate. Date of Government Version: 10/25/2013 Date Data Arrived at EDR: 11/11/2013 Date Made Active in Reports: 01/28/2014 Number of Days to Update: 78 Source: EPA Telephone: N/A Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly Federal CERCLIS list CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities, private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA). CERCLIS contains sites which are either proposed to or on the National Priorities List (NPL) and sites which are in the screening and assessment phase for possible inclusion on the NPL. Date of Government Version: 10/25/2013 Date Data Arrived at EDR: 11/11/2013 Date Made Active in Reports: 02/13/2014 Number of Days to Update: 94 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 05/29/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly FEDERAL FACILITY: Federal Facility Site Information listing A listing of National Priority List (NPL) and Base Realignment and Closure (BRAC) sites found in the Comprehensive Environmental Response, Compensation and Liability Information System (CERCLIS) Database where EPA Federal Facilities Restoration and Reuse Office is involved in cleanup activities. Date of Government Version: 05/31/2013 Date Data Arrived at EDR: 07/08/2013 Date Made Active in Reports: 12/06/2013 Number of Days to Update: 151 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Varies Federal CERCLIS NFRAP site List CERCLIS-NFRAP: CERCLIS No Further Remedial Action Planned Archived sites are sites that have been removed and archived from the inventory of CERCLIS sites. Archived status indicates that, to the best of EPA’s knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL), unless information indicates this decision was not appropriate or other considerations require a recommendation for listing at a later time. This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based upon available information, the location is not judged to be a potential NPL site. Date of Government Version: 10/25/2013 Date Data Arrived at EDR: 11/11/2013 Date Made Active in Reports: 02/13/2014 Number of Days to Update: 94 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 05/29/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly Federal RCRA CORRACTS facilities list CORRACTS: Corrective Action Report CORRACTS identifies hazardous waste handlers with RCRA corrective action activity. TC4015472.2s Page GR-2 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly Federal RCRA non-CORRACTS TSD facilities list RCRA-TSDF: RCRA - Treatment, Storage and Disposal RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Transporters are individuals or entities that move hazardous waste from the generator offsite to a facility that can recycle, treat, store, or dispose of the waste. treat, store, or dispose of the waste. Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: Environmental Protection Agency Telephone: (415) 495-8895 Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly Federal RCRA generators list RCRA-LQG: RCRA - Large Quantity Generators RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month. Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: Environmental Protection Agency Telephone: (415) 495-8895 Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly RCRA-SQG: RCRA - Small Quantity Generators RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month. Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: Environmental Protection Agency Telephone: (415) 495-8895 Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly RCRA-CESQG: RCRA - Conditionally Exempt Small Quantity Generators RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month. Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: Environmental Protection Agency Telephone: (415) 495-8895 Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies TC4015472.2s Page GR-3 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Federal institutional controls / engineering controls registries US ENG CONTROLS: Engineering Controls Sites List A listing of sites with engineering controls in place. Engineering controls include various forms of caps, building foundations, liners, and treatment methods to create pathway elimination for regulated substances to enter environmental media or effect human health. Date of Government Version: 03/19/2014 Date Data Arrived at EDR: 03/21/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 116 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 06/05/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies US INST CONTROL: Sites with Institutional Controls A listing of sites with institutional controls in place. Institutional controls include administrative measures, such as groundwater use restrictions, construction restrictions, property use restrictions, and post remediation care requirements intended to prevent exposure to contaminants remaining on site. Deed restrictions are generally required as part of the institutional controls. Date of Government Version: 03/19/2014 Date Data Arrived at EDR: 03/21/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 116 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 06/05/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies LUCIS: Land Use Control Information System LUCIS contains records of land use control information pertaining to the former Navy Base Realignment and Closure properties. Date of Government Version: 05/28/2014 Date Data Arrived at EDR: 05/30/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 18 Source: Department of the Navy Telephone: [PHONE REDACTED] Last EDR Contact: 05/19/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Varies Federal ERNS list ERNS: Emergency Response Notification System Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous substances. Date of Government Version: 09/30/2013 Date Data Arrived at EDR: 10/01/2013 Date Made Active in Reports: 12/06/2013 Number of Days to Update: 66 Source: National Response Center, United States Coast Guard Telephone: [PHONE REDACTED] Last EDR Contact: 07/03/2014 Next Scheduled EDR Contact: 07/14/2014 Data Release Frequency: Annually State- and tribal - equivalent NPL RESPONSE: State Response Sites Identifies confirmed release sites where DTSC is involved in remediation, either in a lead or oversight capacity. These confirmed release sites are generally high-priority and high potential risk. Date of Government Version: 06/05/2014 Date Data Arrived at EDR: 06/06/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 33 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/06/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Quarterly State- and tribal - equivalent CERCLIS TC4015472.2s Page GR-4 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- ENVIROSTOR: EnviroStor Database The Department of Toxic Substances Control’s (DTSC’s) Site Mitigation and Brownfields Reuse Program’s EnviroStor database identifes sites that have known contamination or sites for which there may be reasons to investigate further. The database includes the following site types: Federal Superfund sites (National Priorities List (NPL)); State Response, including Military Facilities and State Superfund; Voluntary Cleanup; and School sites. EnviroStor provides similar information to the information that was available in CalSites, and provides additional site information, including, but not limited to, identification of formerly-contaminated properties that have been released for reuse, properties where environmental deed restrictions have been recorded to prevent inappropriate land uses, and risk characterization information that is used to assess potential impacts to public health and the environment at contaminated sites. Date of Government Version: 06/05/2014 Date Data Arrived at EDR: 06/06/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 33 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/06/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Quarterly State and tribal landfill and/or solid waste disposal site lists SWF/LF (SWIS): Solid Waste Information System Active, Closed and Inactive Landfills. SWF/LF records typically contain an inve ntory of solid waste disposal facilities or landfills. These may be active or i nactive facilities or open dumps that failed to meet RCRA Section 4004 criteria for solid waste landfills or disposal sites. Date of Government Version: 05/19/2014 Date Data Arrived at EDR: 05/20/2014 Date Made Active in Reports: 05/22/2014 Number of Days to Update: 2 Source: Department of Resources Recycling and Recovery Telephone: [PHONE REDACTED] Last EDR Contact: 05/20/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Quarterly State and tribal leaking storage tank lists LUST REG 9: Leaking Underground Storage Tank Report Orange, Riverside, San Diego counties. For more current information, please refer to the State Water Resources Control Board’s LUST database. Date of Government Version: 03/01/2001 Date Data Arrived at EDR: 04/23/2001 Date Made Active in Reports: 05/21/2001 Number of Days to Update: 28 Source: California Regional Water Quality Control Board San Diego Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/26/2011 Next Scheduled EDR Contact: 01/09/2012 Data Release Frequency: No Update Planned LUST REG 8: Leaking Underground Storage Tanks California Regional Water Quality Control Board Santa Ana Region For more current information, please refer to the State Water Resources Control Board’s LUST database. Date of Government Version: 02/14/2005 Date Data Arrived at EDR: 02/15/2005 Date Made Active in Reports: 03/28/2005 Number of Days to Update: 41 Source: California Regional Water Quality Control Board Santa Ana Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/15/2011 Next Scheduled EDR Contact: 11/28/2011 Data Release Frequency: Varies LUST REG 7: Leaking Underground Storage Tank Case Listing Leaking Underground Storage Tank locations. Imperial, Riverside, San Diego, Santa Barbara counties. Date of Government Version: 02/26/2004 Date Data Arrived at EDR: 02/26/2004 Date Made Active in Reports: 03/24/2004 Number of Days to Update: 27 Source: California Regional Water Quality Control Board Colorado River Basin Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/01/2011 Next Scheduled EDR Contact: 11/14/2011 Data Release Frequency: No Update Planned TC4015472.2s Page GR-5 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- LUST REG 6V: Leaking Underground Storage Tank Case Listing Leaking Underground Storage Tank locations. Inyo, Kern, Los Angeles, Mono, San Bernardino counties. Date of Government Version: 06/07/2005 Date Data Arrived at EDR: 06/07/2005 Date Made Active in Reports: 06/29/2005 Number of Days to Update: 22 Source: California Regional Water Quality Control Board Victorville Branch Office Telephone: [PHONE REDACTED] Last EDR Contact: 09/12/2011 Next Scheduled EDR Contact: 12/26/2011 Data Release Frequency: No Update Planned LUST REG 6L: Leaking Underground Storage Tank Case Listing For more current information, please refer to the State Water Resources Control Board’s LUST database. Date of Government Version: 09/09/2003 Date Data Arrived at EDR: 09/10/2003 Date Made Active in Reports: 10/07/2003 Number of Days to Update: 27 Source: California Regional Water Quality Control Board Lahontan Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/12/2011 Next Scheduled EDR Contact: 12/26/2011 Data Release Frequency: No Update Planned LUST REG 5: Leaking Underground Storage Tank Database Leaking Underground Storage Tank locations. Alameda, Alpine, Amador, Butte, Colusa, Contra Costa, Calveras, El Dorado, Fresno, Glenn, Kern, Kings, Lake, Lassen, Madera, Mariposa, Merced, Modoc, Napa, Nevada, Placer, Plumas, Sacramento, San Joaquin, Shasta, Solano, Stanislaus, Sutter, Tehama, Tulare, Tuolumne, Yolo, Yuba counties. Date of Government Version: 07/01/2008 Date Data Arrived at EDR: 07/22/2008 Date Made Active in Reports: 07/31/2008 Number of Days to Update: 9 Source: California Regional Water Quality Control Board Central Valley Region Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2011 Next Scheduled EDR Contact: 10/17/2011 Data Release Frequency: No Update Planned LUST REG 4: Underground Storage Tank Leak List Los Angeles, Ventura counties. For more current information, please refer to the State Water Resources Control Board’s LUST database. Date of Government Version: 09/07/2004 Date Data Arrived at EDR: 09/07/2004 Date Made Active in Reports: 10/12/2004 Number of Days to Update: 35 Source: California Regional Water Quality Control Board Los Angeles Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/06/2011 Next Scheduled EDR Contact: 12/19/2011 Data Release Frequency: No Update Planned LUST REG 3: Leaking Underground Storage Tank Database Leaking Underground Storage Tank locations. Monterey, San Benito, San Luis Obispo, Santa Barbara, Santa Cruz counties. Date of Government Version: 05/19/2003 Date Data Arrived at EDR: 05/19/2003 Date Made Active in Reports: 06/02/2003 Number of Days to Update: 14 Source: California Regional Water Quality Control Board Central Coast Region Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2011 Next Scheduled EDR Contact: 10/31/2011 Data Release Frequency: No Update Planned LUST REG 2: Fuel Leak List Leaking Underground Storage Tank locations. Alameda, Contra Costa, Marin, Napa, San Francisco, San Mateo, Santa Clara, Solano, Sonoma counties. Date of Government Version: 09/30/2004 Date Data Arrived at EDR: 10/20/2004 Date Made Active in Reports: 11/19/2004 Number of Days to Update: 30 Source: California Regional Water Quality Control Board San Francisco Bay Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/19/2011 Next Scheduled EDR Contact: 01/02/2012 Data Release Frequency: Quarterly LUST REG 1: Active Toxic Site Investigation Del Norte, Humboldt, Lake, Mendocino, Modoc, Siskiyou, Sonoma, Trinity counties. For more current information, please refer to the State Water Resources Control Board’s LUST database. TC4015472.2s Page GR-6 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 02/01/2001 Date Data Arrived at EDR: 02/28/2001 Date Made Active in Reports: 03/29/2001 Number of Days to Update: 29 Source: California Regional Water Quality Control Board North Coast Telephone: [PHONE REDACTED] Last EDR Contact: 08/01/2011 Next Scheduled EDR Contact: 11/14/2011 Data Release Frequency: No Update Planned LUST: Geotracker’s Leaking Underground Fuel Tank Report Leaking Underground Storage Tank Incident Reports. LUST records contain an inventory of reported leaking underground storage tank incidents. Not all states maintain these records, and the information stored varies by state. For more information on a particular leaking underground storage tank sites, please contact the appropriate regulatory agency. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 23 Source: State Water Resources Control Board Telephone: see region list Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly SLIC: Statewide SLIC Cases The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/11/2014 Number of Days to Update: 24 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Varies SLIC REG 1: Active Toxic Site Investigations The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 04/03/2003 Date Data Arrived at EDR: 04/07/2003 Date Made Active in Reports: 04/25/2003 Number of Days to Update: 18 Source: California Regional Water Quality Control Board, North Coast Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/01/2011 Next Scheduled EDR Contact: 11/14/2011 Data Release Frequency: No Update Planned SLIC REG 2: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 09/30/2004 Date Data Arrived at EDR: 10/20/2004 Date Made Active in Reports: 11/19/2004 Number of Days to Update: 30 Source: Regional Water Quality Control Board San Francisco Bay Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/19/2011 Next Scheduled EDR Contact: 01/02/2012 Data Release Frequency: Quarterly SLIC REG 3: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 05/18/2006 Date Data Arrived at EDR: 05/18/2006 Date Made Active in Reports: 06/15/2006 Number of Days to Update: 28 Source: California Regional Water Quality Control Board Central Coast Region Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2011 Next Scheduled EDR Contact: 10/31/2011 Data Release Frequency: Semi-Annually SLIC REG 4: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. TC4015472.2s Page GR-7 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 11/17/2004 Date Data Arrived at EDR: 11/18/2004 Date Made Active in Reports: 01/04/2005 Number of Days to Update: 47 Source: Region Water Quality Control Board Los Angeles Region Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2011 Next Scheduled EDR Contact: 10/17/2011 Data Release Frequency: Varies SLIC REG 5: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 04/01/2005 Date Data Arrived at EDR: 04/05/2005 Date Made Active in Reports: 04/21/2005 Number of Days to Update: 16 Source: Regional Water Quality Control Board Central Valley Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/12/2011 Next Scheduled EDR Contact: 12/26/2011 Data Release Frequency: Semi-Annually SLIC REG 6V: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 05/24/2005 Date Data Arrived at EDR: 05/25/2005 Date Made Active in Reports: 06/16/2005 Number of Days to Update: 22 Source: Regional Water Quality Control Board, Victorville Branch Telephone: [PHONE REDACTED] Last EDR Contact: 08/15/2011 Next Scheduled EDR Contact: 11/28/2011 Data Release Frequency: Semi-Annually SLIC REG 6L: SLIC Sites The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 09/07/2004 Date Data Arrived at EDR: 09/07/2004 Date Made Active in Reports: 10/12/2004 Number of Days to Update: 35 Source: California Regional Water Quality Control Board, Lahontan Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/15/2011 Next Scheduled EDR Contact: 11/28/2011 Data Release Frequency: No Update Planned SLIC REG 7: SLIC List The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 11/24/2004 Date Data Arrived at EDR: 11/29/2004 Date Made Active in Reports: 01/04/2005 Number of Days to Update: 36 Source: California Regional Quality Control Board, Colorado River Basin Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/01/2011 Next Scheduled EDR Contact: 11/14/2011 Data Release Frequency: No Update Planned SLIC REG 8: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. Date of Government Version: 04/03/2008 Date Data Arrived at EDR: 04/03/2008 Date Made Active in Reports: 04/14/2008 Number of Days to Update: 11 Source: California Region Water Quality Control Board Santa Ana Region Telephone: [PHONE REDACTED] Last EDR Contact: 09/12/2011 Next Scheduled EDR Contact: 12/26/2011 Data Release Frequency: Semi-Annually SLIC REG 9: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing The SLIC (Spills, Leaks, Investigations and Cleanup) program is designed to protect and restore water quality from spills, leaks, and similar discharges. TC4015472.2s Page GR-8 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 09/10/2007 Date Data Arrived at EDR: 09/11/2007 Date Made Active in Reports: 09/28/2007 Number of Days to Update: 17 Source: California Regional Water Quality Control Board San Diego Region Telephone: [PHONE REDACTED] Last EDR Contact: 08/08/2011 Next Scheduled EDR Contact: 11/21/2011 Data Release Frequency: Annually INDIAN LUST R10: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Alaska, Idaho, Oregon and Washington. Date of Government Version: 11/06/2013 Date Data Arrived at EDR: 11/07/2013 Date Made Active in Reports: 12/06/2013 Number of Days to Update: 29 Source: EPA Region 10 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN LUST R5: Leaking Underground Storage Tanks on Indian Land Leaking underground storage tanks located on Indian Land in Michigan, Minnesota and Wisconsin. Date of Government Version: 05/12/2014 Date Data Arrived at EDR: 05/12/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 36 Source: EPA, Region 5 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies INDIAN LUST R7: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Iowa, Kansas, and Nebraska Date of Government Version: 04/28/2014 Date Data Arrived at EDR: 05/01/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 47 Source: EPA Region 7 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies INDIAN LUST R9: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Arizona, California, New Mexico and Nevada Date of Government Version: 03/01/2013 Date Data Arrived at EDR: 03/01/2013 Date Made Active in Reports: 04/12/2013 Number of Days to Update: 42 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN LUST R8: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Colorado, Montana, North Dakota, South Dakota, Utah and Wyoming. Date of Government Version: 08/27/2012 Date Data Arrived at EDR: 08/28/2012 Date Made Active in Reports: 10/16/2012 Number of Days to Update: 49 Source: EPA Region 8 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN LUST R1: Leaking Underground Storage Tanks on Indian Land A listing of leaking underground storage tank locations on Indian Land. Date of Government Version: 02/01/2013 Date Data Arrived at EDR: 05/01/2013 Date Made Active in Reports: 11/01/2013 Number of Days to Update: 184 Source: EPA Region 1 Telephone: [PHONE REDACTED] Last EDR Contact: 05/02/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies TC4015472.2s Page GR-9 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- INDIAN LUST R4: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Florida, Mississippi and North Carolina. Date of Government Version: 04/24/2014 Date Data Arrived at EDR: 04/25/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 53 Source: EPA Region 4 Telephone: [PHONE REDACTED] Last EDR Contact: 04/22/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Semi-Annually INDIAN LUST R6: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in New Mexico and Oklahoma. Date of Government Version: 05/14/2014 Date Data Arrived at EDR: 05/15/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 61 Source: EPA Region 6 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/20/2014 Data Release Frequency: Varies State and tribal registered storage tank lists UST: Active UST Facilities Active UST facilities gathered from the local regulatory agencies Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 23 Source: Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Semi-Annually AST: Aboveground Petroleum Storage Tank Facilities A listing of aboveground storage tank petroleum storage tank locations. Date of Government Version: 08/01/2009 Date Data Arrived at EDR: 09/10/2009 Date Made Active in Reports: 10/01/2009 Number of Days to Update: 21 Source: California Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly INDIAN UST R10: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 10 (Alaska, Idaho, Oregon, Washington, and Tribal Nations). Date of Government Version: 04/04/2014 Date Data Arrived at EDR: 04/08/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 70 Source: EPA Region 10 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN UST R9: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 9 (Arizona, California, Hawaii, Nevada, the Pacific Islands, and Tribal Nations). Date of Government Version: 05/12/2014 Date Data Arrived at EDR: 05/14/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 34 Source: EPA Region 9 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN UST R8: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 8 (Colorado, Montana, North Dakota, South Dakota, Utah, Wyoming and 27 Tribal Nations). TC4015472.2s Page GR-10 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 05/07/2014 Date Data Arrived at EDR: 05/09/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 39 Source: EPA Region 8 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly INDIAN UST R7: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 7 (Iowa, Kansas, Missouri, Nebraska, and 9 Tribal Nations). Date of Government Version: 05/28/2014 Date Data Arrived at EDR: 05/01/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 47 Source: EPA Region 7 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies INDIAN UST R6: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 6 (Louisiana, Arkansas, Oklahoma, New Mexico, Texas and 65 Tribes). Date of Government Version: 05/14/2014 Date Data Arrived at EDR: 05/15/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 33 Source: EPA Region 6 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Semi-Annually INDIAN UST R5: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 5 (Michigan, Minnesota and Wisconsin and Tribal Nations). Date of Government Version: 05/12/2014 Date Data Arrived at EDR: 05/12/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 36 Source: EPA Region 5 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies INDIAN UST R4: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 4 (Alabama, Florida, Georgia, Kentucky, Mississippi, North Carolina, South Carolina, Tennessee and Tribal Nations) Date of Government Version: 04/24/2014 Date Data Arrived at EDR: 04/25/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 53 Source: EPA Region 4 Telephone: [PHONE REDACTED] Last EDR Contact: 04/22/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Semi-Annually INDIAN UST R1: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 1 (Connecticut, Maine, Massachusetts, New Hampshire, Rhode Island, Vermont and ten Tribal Nations). Date of Government Version: 02/01/2013 Date Data Arrived at EDR: 05/01/2013 Date Made Active in Reports: 01/27/2014 Number of Days to Update: 271 Source: EPA, Region 1 Telephone: [PHONE REDACTED] Last EDR Contact: 05/02/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies FEMA UST: Underground Storage Tank Listing A listing of all FEMA owned underground storage tanks. TC4015472.2s Page GR-11 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 01/01/2010 Date Data Arrived at EDR: 02/16/2010 Date Made Active in Reports: 04/12/2010 Number of Days to Update: 55 Source: FEMA Telephone: [PHONE REDACTED] Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Varies State and tribal voluntary cleanup sites VCP: Voluntary Cleanup Program Properties Contains low threat level properties with either confirmed or unconfirmed releases and the project proponents have request that DTSC oversee investigation and/or cleanup activities and have agreed to provide coverage for DTSC’s costs. Date of Government Version: 06/05/2014 Date Data Arrived at EDR: 06/06/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 33 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/06/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Quarterly INDIAN VCP R1: Voluntary Cleanup Priority Listing A listing of voluntary cleanup priority sites located on Indian Land located in Region 1. Date of Government Version: 03/20/2014 Date Data Arrived at EDR: 04/01/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 77 Source: EPA, Region 1 Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies INDIAN VCP R7: Voluntary Cleanup Priority Lisitng A listing of voluntary cleanup priority sites located on Indian Land located in Region 7. Date of Government Version: 03/20/2008 Date Data Arrived at EDR: 04/22/2008 Date Made Active in Reports: 05/19/2008 Number of Days to Update: 27 Source: EPA, Region 7 Telephone: [PHONE REDACTED] Last EDR Contact: 04/20/2009 Next Scheduled EDR Contact: 07/20/2009 Data Release Frequency: Varies ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists US BROWNFIELDS: A Listing of Brownfields Sites Brownfields are real property, the expansion, redevelopment, or reuse of which may be complicated by the presence or potential presence of a hazardous substance, pollutant, or contaminant. Cleaning up and reinvesting in these properties takes development pressures off of undeveloped, open land, and both improves and protects the environment. Assessment, Cleanup and Redevelopment Exchange System (ACRES) stores information reported by EPA Brownfields grant recipients on brownfields properties assessed or cleaned up with grant funding as well as information on Targeted Brownfields Assessments performed by EPA Regions. A listing of ACRES Brownfield sites is obtained from Cleanups in My Community. Cleanups in My Community provides information on Brownfields properties for which information is reported back to EPA, as well as areas served by Brownfields grant programs. Date of Government Version: 03/20/2014 Date Data Arrived at EDR: 03/20/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 20 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/03/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Semi-Annually Local Lists of Landfill / Solid Waste Disposal Sites TC4015472.2s Page GR-12 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- ODI: Open Dump Inventory An open dump is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258 Subtitle D Criteria. Date of Government Version: 06/30/1985 Date Data Arrived at EDR: 08/09/2004 Date Made Active in Reports: 09/17/2004 Number of Days to Update: 39 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2004 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned DEBRIS REGION 9: Torres Martinez Reservation Illegal Dump Site Locations A listing of illegal dump sites location on the Torres Martinez Indian Reservation located in eastern Riverside County and northern Imperial County, California. Date of Government Version: 01/12/2009 Date Data Arrived at EDR: 05/07/2009 Date Made Active in Reports: 09/21/2009 Number of Days to Update: 137 Source: EPA, Region 9 Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: No Update Planned Recycler Database A listing of recycling facilities in California. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/11/2014 Number of Days to Update: 24 Source: Department of Conservation Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly HAULERS: Registered Waste Tire Haulers Listing A listing of registered waste tire haulers. Date of Government Version: 02/18/2014 Date Data Arrived at EDR: 02/20/2014 Date Made Active in Reports: 03/27/2014 Number of Days to Update: 35 Source: Integrated Waste Management Board Telephone: [PHONE REDACTED] Last EDR Contact: 05/19/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Varies INDIAN ODI: Report on the Status of Open Dumps on Indian Lands Location of open dumps on Indian land. Date of Government Version: 12/31/1998 Date Data Arrived at EDR: 12/03/2007 Date Made Active in Reports: 01/24/2008 Number of Days to Update: 52 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/02/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies WMUDS/SWAT: Waste Management Unit Database Waste Management Unit Database System. WMUDS is used by the State Water Resources Control Board staff and the Regional Water Quality Control Boards for program tracking and inventory of waste management units. WMUDS is composed of the following databases: Facility Information, Scheduled Inspections Information, Waste Management Unit Information, SWAT Program Information, SWAT Report Summary Information, SWAT Report Summary Data, Chapter 15 (formerly Subchapter 15) Information, Chapter 15 Monitoring Parameters, TPCA Program Information, RCRA Program Information, Closure Information, and Interested Parties Information. Date of Government Version: 04/01/2000 Date Data Arrived at EDR: 04/10/2000 Date Made Active in Reports: 05/10/2000 Number of Days to Update: 30 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 05/07/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: No Update Planned TC4015472.2s Page GR-13 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Local Lists of Hazardous waste / Contaminated Sites US CDL: Clandestine Drug Labs A listing of clandestine drug lab locations. The U.S. Department of Justice ("the Department") provides this web site as a public service. It contains addresses of some locations where law enforcement agencies reported they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites. In most cases, the source of the entries is not the Department, and the Department has not verified the entry and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example, contacting local law enforcement and local health departments. Date of Government Version: 05/28/2014 Date Data Arrived at EDR: 06/20/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 25 Source: Drug Enforcement Administration Telephone: [PHONE REDACTED] Last EDR Contact: 06/04/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Quarterly HIST CAL-SITES: Calsites Database The Calsites database contains potential or confirmed hazardous substance release properties. In 1996, California EPA reevaluated and significantly reduced the number of sites in the Calsites database. No longer updated by the state agency. It has been replaced by ENVIROSTOR. Date of Government Version: 08/08/2005 Date Data Arrived at EDR: 08/03/2006 Date Made Active in Reports: 08/24/2006 Number of Days to Update: 21 Source: Department of Toxic Substance Control Telephone: [PHONE REDACTED] Last EDR Contact: 02/23/2009 Next Scheduled EDR Contact: 05/25/2009 Data Release Frequency: No Update Planned SCH: School Property Evaluation Program This category contains proposed and existing school sites that are being evaluated by DTSC for possible hazardous materials contamination. In some cases, these properties may be listed in the CalSites category depending on the level of threat to public health and safety or the environment they pose. Date of Government Version: 06/05/2014 Date Data Arrived at EDR: 06/06/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 33 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/06/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Quarterly TOXIC PITS: Toxic Pits Cleanup Act Sites Toxic PITS Cleanup Act Sites. TOXIC PITS identifies sites suspected of containing hazardous substances where cleanup has not yet been completed. Date of Government Version: 07/01/1995 Date Data Arrived at EDR: 08/30/1995 Date Made Active in Reports: 09/26/1995 Number of Days to Update: 27 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 01/26/2009 Next Scheduled EDR Contact: 04/27/2009 Data Release Frequency: No Update Planned CDL: Clandestine Drug Labs A listing of drug lab locations. Listing of a location in this database does not indicate that any illegal drug lab materials were or were not present there, and does not constitute a determination that the location either requires or does not require additional cleanup work. Date of Government Version: 12/31/2013 Date Data Arrived at EDR: 02/28/2014 Date Made Active in Reports: 03/20/2014 Number of Days to Update: 20 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 07/14/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Varies TC4015472.2s Page GR-14 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- US HIST CDL: National Clandestine Laboratory Register A listing of clandestine drug lab locations. The U.S. Department of Justice ("the Department") provides this web site as a public service. It contains addresses of some locations where law enforcement agencies reported they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites. In most cases, the source of the entries is not the Department, and the Department has not verified the entry and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example, contacting local law enforcement and local health departments. Date of Government Version: 05/28/2014 Date Data Arrived at EDR: 06/20/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 25 Source: Drug Enforcement Administration Telephone: [PHONE REDACTED] Last EDR Contact: 06/04/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: No Update Planned Local Lists of Registered Storage Tanks CA FID UST: Facility Inventory Database The Facility Inventory Database (FID) contains a historical listing of active and inactive underground storage tank locations from the State Water Resource Control Board. Refer to local/county source for current data. Date of Government Version: 10/31/1994 Date Data Arrived at EDR: 09/05/1995 Date Made Active in Reports: 09/29/1995 Number of Days to Update: 24 Source: California Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 12/28/1998 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned UST MENDOCINO: Mendocino County UST Database A listing of underground storage tank locations in Mendocino County. Date of Government Version: 09/23/2009 Date Data Arrived at EDR: 09/23/2009 Date Made Active in Reports: 10/01/2009 Number of Days to Update: 8 Source: Department of Public Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/02/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Annually HIST UST: Hazardous Substance Storage Container Database The Hazardous Substance Storage Container Database is a historical listing of UST sites. Refer to local/county source for current data. Date of Government Version: 10/15/1990 Date Data Arrived at EDR: 01/25/1991 Date Made Active in Reports: 02/12/1991 Number of Days to Update: 18 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 07/26/2001 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned SWEEPS UST: SWEEPS UST Listing Statewide Environmental Evaluation and Planning System. This underground storage tank listing was updated and maintained by a company contacted by the in the early 1990’s. The listing is no longer updated or maintained. The local agency is the contact for more information on a site on the SWEEPS list. Date of Government Version: 06/01/1994 Date Data Arrived at EDR: 07/07/2005 Date Made Active in Reports: 08/11/2005 Number of Days to Update: 35 Source: State Water Resources Control Board Telephone: N/A Last EDR Contact: 06/03/2005 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned Local Land Records LIENS 2: CERCLA Lien Information A Federal CERCLA (’Superfund’) lien can exist by operation of law at any site or property at which EPA has spent Superfund monies. These monies are spent to investigate and address releases and threatened releases of contamination. CERCLIS provides information as to the identity of these sites and properties. TC4015472.2s Page GR-15 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 02/18/2014 Date Data Arrived at EDR: 03/18/2014 Date Made Active in Reports: 04/24/2014 Number of Days to Update: 37 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies LIENS: Environmental Liens Listing A listing of property locations with environmental liens for California where DTSC is a lien holder. Date of Government Version: 05/05/2014 Date Data Arrived at EDR: 05/06/2014 Date Made Active in Reports: 05/19/2014 Number of Days to Update: 13 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies DEED: Deed Restriction Listing Site Mitigation and Brownfields Reuse Program Facility Sites with Deed Restrictions & Hazardous Waste Management Program Facility Sites with Deed / Land Use Restriction. The DTSC Site Mitigation and Brownfields Reuse Program list includes sites cleaned up under the program’s oversight and generally does not include current or former hazardous waste facilities that required a hazardous waste facility permit. The list represents deed restrictions that are active. Some sites have multiple deed restrictions. The DTSC Hazardous Waste Management Program (HWMP) has developed a list of current or former hazardous waste facilities that have a recorded land use restriction at the local county recorder’s office. The land use restrictions on this list were required by the DTSC HWMP as a result of the presence of hazardous substances that remain on site after the facility (or part of the facility) has been closed or cleaned up. The types of land use restriction include deed notice, deed restriction, or a land use restriction that binds current and future owners. Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 28 Source: DTSC and Telephone: [PHONE REDACTED] Last EDR Contact: 06/11/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Semi-Annually Records of Emergency Release Reports HMIRS: Hazardous Materials Information Reporting System Hazardous Materials Incident Report System. HMIRS contains hazardous material spill incidents reported to DOT. Date of Government Version: 03/31/2014 Date Data Arrived at EDR: 04/01/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 105 Source: U.S. Department of Transportation Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Annually CHMIRS: California Hazardous Material Incident Report System California Hazardous Material Incident Reporting System. CHMIRS contains information on reported hazardous material incidents (accidental releases or spills). Date of Government Version: 02/04/2014 Date Data Arrived at EDR: 04/29/2014 Date Made Active in Reports: 05/09/2014 Number of Days to Update: 10 Source: Office of Emergency Services Telephone: [PHONE REDACTED] Last EDR Contact: 04/29/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies LDS: Land Disposal Sites Listing The Land Disposal program regulates of waste discharge to land for treatment, storage and disposal in waste management units. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 23 Source: State Water Qualilty Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly TC4015472.2s Page GR-16 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- MCS: Military Cleanup Sites Listing The State Water Resources Control Board and nine Regional Water Quality Control Boards partner with the Department of Defense (DoD) through the Defense and State Memorandum of Agreement (DSMOA) to oversee the investigation and remediation of water quality issues at military facilities. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 23 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly SPILLS 90: SPILLS90 data from FirstSearch Spills 90 includes those spill and release records available exclusively from FirstSearch databases. Typically, they may include chemical, oil and/or hazardous substance spills recorded after 1990. Duplicate records that are already included in EDR incident and release records are not included in Spills 90. Date of Government Version: 06/06/2012 Date Data Arrived at EDR: 01/03/2013 Date Made Active in Reports: 02/22/2013 Number of Days to Update: 50 Source: FirstSearch Telephone: N/A Last EDR Contact: 01/03/2013 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned Other Ascertainable Records RCRA NonGen / NLR: RCRA - Non Generators RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Non-Generators do not presently generate hazardous waste. Date of Government Version: 03/11/2014 Date Data Arrived at EDR: 03/13/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 27 Source: Environmental Protection Agency Telephone: (415) 495-8895 Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies DOT OPS: Incident and Accident Data Department of Transporation, Office of Pipeline Safety Incident and Accident data. Date of Government Version: 07/31/2012 Date Data Arrived at EDR: 08/07/2012 Date Made Active in Reports: 09/18/2012 Number of Days to Update: 42 Source: Department of Transporation, Office of Pipeline Safety Telephone: [PHONE REDACTED] Last EDR Contact: 05/06/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies DOD: Department of Defense Sites This data set consists of federally owned or administered lands, administered by the Department of Defense, that have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands. Date of Government Version: 12/31/2005 Date Data Arrived at EDR: 11/10/2006 Date Made Active in Reports: 01/11/2007 Number of Days to Update: 62 Source: USGS Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Semi-Annually FUDS: Formerly Used Defense Sites The listing includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers is actively working or will take necessary cleanup actions. TC4015472.2s Page GR-17 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 02/28/2014 Date Made Active in Reports: 04/24/2014 Number of Days to Update: 55 Source: U.S. Army Corps of Engineers Telephone: [PHONE REDACTED] Last EDR Contact: 06/04/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies CONSENT: Superfund (CERCLA) Consent Decrees Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released periodically by United States District Courts after settlement by parties to litigation matters. Date of Government Version: 12/31/2013 Date Data Arrived at EDR: 01/24/2014 Date Made Active in Reports: 02/24/2014 Number of Days to Update: 31 Source: Department of Justice, Consent Decree Library Telephone: Varies Last EDR Contact: 06/30/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies ROD: Records Of Decision Record of Decision. ROD documents mandate a permanent remedy at an NPL (Superfund) site containing technical and health information to aid in the cleanup. Date of Government Version: 11/25/2013 Date Data Arrived at EDR: 12/12/2013 Date Made Active in Reports: 02/24/2014 Number of Days to Update: 74 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 06/10/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Annually UMTRA: Uranium Mill Tailings Sites Uranium ore was mined by private companies for federal government use in national defense programs. When the mills shut down, large piles of the sand-like material (mill tailings) remain after uranium has been extracted from the ore. Levels of human exposure to radioactive materials from the piles are low; however, in some cases tailings were used as construction materials before the potential health hazards of the tailings were recognized. Date of Government Version: 09/14/2010 Date Data Arrived at EDR: 10/07/2011 Date Made Active in Reports: 03/01/2012 Number of Days to Update: 146 Source: Department of Energy Telephone: [PHONE REDACTED] Last EDR Contact: 02/25/2014 Next Scheduled EDR Contact: 06/09/2014 Data Release Frequency: Varies US MINES: Mines Master Index File Contains all mine identification numbers issued for mines active or opened since 1971. The data also includes violation information. Date of Government Version: 01/30/2014 Date Data Arrived at EDR: 03/05/2014 Date Made Active in Reports: 07/15/2014 Number of Days to Update: 132 Source: Department of Labor, Mine Safety and Health Administration Telephone: [PHONE REDACTED] Last EDR Contact: 06/06/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Semi-Annually TRIS: Toxic Chemical Release Inventory System Toxic Release Inventory System. TRIS identifies facilities which release toxic chemicals to the air, water and land in reportable quantities under SARA Title III Section 313. Date of Government Version: 12/31/2011 Date Data Arrived at EDR: 07/31/2013 Date Made Active in Reports: 09/13/2013 Number of Days to Update: 44 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 05/30/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Annually TSCA: Toxic Substances Control Act Toxic Substances Control Act. TSCA identifies manufacturers and importers of chemical substances included on the TSCA Chemical Substance Inventory list. It includes data on the production volume of these substances by plant site. TC4015472.2s Page GR-18 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 12/31/2006 Date Data Arrived at EDR: 09/29/2010 Date Made Active in Reports: 12/02/2010 Number of Days to Update: 64 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 06/25/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Every 4 Years FTTS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA, TSCA and EPCRA (Emergency Planning and Community Right-to-Know Act). To maintain currency, EDR contacts the Agency on a quarterly basis. Date of Government Version: 04/09/2009 Date Data Arrived at EDR: 04/16/2009 Date Made Active in Reports: 05/11/2009 Number of Days to Update: 25 Source: EPA/Office of Prevention, Pesticides and Toxic Substances Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly FTTS INSP: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) A listing of FIFRA/TSCA Tracking System (FTTS) inspections and enforcements. Date of Government Version: 04/09/2009 Date Data Arrived at EDR: 04/16/2009 Date Made Active in Reports: 05/11/2009 Number of Days to Update: 25 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly HIST FTTS: FIFRA/TSCA Tracking System Administrative Case Listing A complete administrative case listing from the FIFRA/TSCA Tracking System (FTTS) for all ten EPA regions. The information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation of FIFRA (Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some EPA regions are now closing out records. Because of that, and the fact that some EPA regions are not providing EPA Headquarters with updated records, it was decided to create a HIST FTTS database. It included records that may not be included in the newer FTTS database updates. This database is no longer updated. Date of Government Version: 10/19/2006 Date Data Arrived at EDR: 03/01/2007 Date Made Active in Reports: 04/10/2007 Number of Days to Update: 40 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 12/17/2007 Next Scheduled EDR Contact: 03/17/2008 Data Release Frequency: No Update Planned HIST FTTS INSP: FIFRA/TSCA Tracking System Inspection & Enforcement Case Listing A complete inspection and enforcement case listing from the FIFRA/TSCA Tracking System (FTTS) for all ten EPA regions. The information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation of FIFRA (Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some EPA regions are now closing out records. Because of that, and the fact that some EPA regions are not providing EPA Headquarters with updated records, it was decided to create a HIST FTTS database. It included records that may not be included in the newer FTTS database updates. This database is no longer updated. Date of Government Version: 10/19/2006 Date Data Arrived at EDR: 03/01/2007 Date Made Active in Reports: 04/10/2007 Number of Days to Update: 40 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 12/17/2008 Next Scheduled EDR Contact: 03/17/2008 Data Release Frequency: No Update Planned SSTS: Section 7 Tracking Systems Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 829) requires all registered pesticide-producing establishments to submit a report to the Environmental Protection Agency by March 1st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices being produced, and those having been produced and sold or distributed in the past year. TC4015472.2s Page GR-19 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 12/31/2009 Date Data Arrived at EDR: 12/10/2010 Date Made Active in Reports: 02/25/2011 Number of Days to Update: 77 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Annually ICIS: Integrated Compliance Information System The Integrated Compliance Information System (ICIS) supports the information needs of the national enforcement and compliance program as well as the unique needs of the National Pollutant Discharge Elimination System (NPDES) program. Date of Government Version: 05/06/2014 Date Data Arrived at EDR: 05/16/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 32 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 10/09/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Quarterly PADS: PCB Activity Database System PCB Activity Database. PADS Identifies generators, transporters, commercial storers and/or brokers and disposers of PCB’s who are required to notify the EPA of such activities. Date of Government Version: 06/01/2013 Date Data Arrived at EDR: 07/17/2013 Date Made Active in Reports: 11/01/2013 Number of Days to Update: 107 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Annually MLTS: Material Licensing Tracking System MLTS is maintained by the Nuclear Regulatory Commission and contains a list of approximately 8,100 sites which possess or use radioactive materials and which are subject to NRC licensing requirements. To maintain currency, EDR contacts the Agency on a quarterly basis. Date of Government Version: 07/22/2013 Date Data Arrived at EDR: 08/02/2013 Date Made Active in Reports: 11/01/2013 Number of Days to Update: 91 Source: Nuclear Regulatory Commission Telephone: [PHONE REDACTED] Last EDR Contact: 06/05/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Quarterly RADINFO: Radiation Information Database The Radiation Information Database (RADINFO) contains information about facilities that are regulated by U.S. Environmental Protection Agency (EPA) regulations for radiation and radioactivity. Date of Government Version: 04/08/2014 Date Data Arrived at EDR: 04/09/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 69 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/10/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly FINDS: Facility Index System/Facility Registry System Facility Index System. FINDS contains both facility information and ’pointers’ to other sources that contain more detail. EDR includes the following FINDS databases in this report: PCS (Permit Compliance System), AIRS (Aerometric Information Retrieval System), DOCKET (Enforcement Docket used to manage and track information on civil judicial enforcement cases for all environmental statutes), FURS (Federal Underground Injection Control), C-DOCKET (Criminal Docket System used to track criminal enforcement actions for all environmental statutes), FFIS (Federal Facilities Information System), STATE (State Environmental Laws and Statutes), and PADS (PCB Activity Data System). Date of Government Version: 11/18/2013 Date Data Arrived at EDR: 02/27/2014 Date Made Active in Reports: 03/12/2014 Number of Days to Update: 13 Source: EPA Telephone: (415) 947-8000 Last EDR Contact: 06/13/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Quarterly TC4015472.2s Page GR-20 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- RAATS: RCRA Administrative Action Tracking System RCRA Administration Action Tracking System. RAATS contains records based on enforcement actions issued under RCRA pertaining to major violators and includes administrative and civil actions brought by the EPA. For administration actions after September 30, 1995, data entry in the RAATS database was discontinued. EPA will retain a copy of the database for historical records. It was necessary to terminate RAATS because a decrease in agency resources made it impossible to continue to update the information contained in the database. Date of Government Version: 04/17/1995 Date Data Arrived at EDR: 07/03/1995 Date Made Active in Reports: 08/07/1995 Number of Days to Update: 35 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 06/02/2008 Next Scheduled EDR Contact: 09/01/2008 Data Release Frequency: No Update Planned RMP: Risk Management Plans When Congress passed the Clean Air Act Amendments of 1990, it required EPA to publish regulations and guidance for chemical accident prevention at facilities using extremely hazardous substances. The Risk Management Program Rule (RMP Rule) was written to implement Section 112(r) of these amendments. The rule, which built upon existing industry codes and standards, requires companies of all sizes that use certain flammable and toxic substances to develop a Risk Management Program, which includes a(n): Hazard assessment that details the potential effects of an accidental release, an accident history of the last five years, and an evaluation of worst-case and alternative accidental releases; Prevention program that includes safety precautions and maintenance, monitoring, and employee training measures; and Emergency response program that spells out emergency health care, employee training measures and procedures for informing the public and response agencies (e.g the fire department) should an accident occur. Date of Government Version: 11/01/2013 Date Data Arrived at EDR: 12/12/2013 Date Made Active in Reports: 02/13/2014 Number of Days to Update: 63 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies BRS: Biennial Reporting System The Biennial Reporting System is a national system administered by the EPA that collects data on the generation and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG) and Treatment, Storage, and Disposal Facilities. Date of Government Version: 12/31/2011 Date Data Arrived at EDR: 02/26/2013 Date Made Active in Reports: 04/19/2013 Number of Days to Update: 52 Source: EPA/NTIS Telephone: [PHONE REDACTED] Last EDR Contact: 05/30/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Biennially CA BOND EXP. PLAN: Bond Expenditure Plan Department of Health Services developed a site-specific expenditure plan as the basis for an appropriation of Hazardous Substance Cleanup Bond Act funds. It is not updated. Date of Government Version: 01/01/1989 Date Data Arrived at EDR: 07/27/1994 Date Made Active in Reports: 08/02/1994 Number of Days to Update: 6 Source: Department of Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 05/31/1994 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned NPDES: NPDES Permits Listing A listing of NPDES permits, including stormwater. Date of Government Version: 05/19/2014 Date Data Arrived at EDR: 05/20/2014 Date Made Active in Reports: 05/28/2014 Number of Days to Update: 8 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 05/20/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Quarterly TC4015472.2s Page GR-21 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- UIC: UIC Listing A listing of wells identified as underground injection wells, in the California Oil and Gas Wells database. Date of Government Version: 01/15/2014 Date Data Arrived at EDR: 03/18/2014 Date Made Active in Reports: 04/24/2014 Number of Days to Update: 37 Source: Deaprtment of Conservation Telephone: [PHONE REDACTED] Last EDR Contact: 06/20/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Varies CORTESE: "Cortese" Hazardous Waste & Substances Sites List The sites for the list are designated by the State Water Resource Control Board (LUST), the Integrated Waste Board (SWF/LS), and the Department of Toxic Substances Control (Cal-Sites). Date of Government Version: 03/31/2014 Date Data Arrived at EDR: 04/02/2014 Date Made Active in Reports: 04/29/2014 Number of Days to Update: 27 Source: CAL EPA/Office of Emergency Information Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly HIST CORTESE: Hazardous Waste & Substance Site List The sites for the list are designated by the State Water Resource Control Board [LUST], the Integrated Waste Board [SWF/LS], and the Department of Toxic Substances Control [CALSITES]. This listing is no longer updated by the state agency. Date of Government Version: 04/01/2001 Date Data Arrived at EDR: 01/22/2009 Date Made Active in Reports: 04/08/2009 Number of Days to Update: 76 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 01/22/2009 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned NOTIFY 65: Proposition 65 Records Listings of all Proposition 65 incidents reported to counties by the State Water Resources Control Board and the Regional Water Quality Control Board. This database is no longer updated by the reporting agency. Date of Government Version: 10/21/1993 Date Data Arrived at EDR: 11/01/1993 Date Made Active in Reports: 11/19/1993 Number of Days to Update: 18 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: No Update Planned Cleaner Facilities A list of related facilities that have EPA ID numbers. These are facilities with certain SIC codes: power laundries, family and commercial; garment pressing and cleaner’s agents; linen supply; coin-operated laundries and cleaning; plants, except rugs; carpet and upholster cleaning; industrial launderers; laundry and garment services. Date of Government Version: 09/10/2013 Date Data Arrived at EDR: 09/11/2013 Date Made Active in Reports: 10/16/2013 Number of Days to Update: 35 Source: Department of Toxic Substance Control Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Annually WIP: Well Investigation Program Case List Well Investigation Program case in the San Gabriel and San Fernando Valley area. Date of Government Version: 07/03/2009 Date Data Arrived at EDR: 07/21/2009 Date Made Active in Reports: 08/03/2009 Number of Days to Update: 13 Source: Los Angeles Water Quality Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/25/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies TC4015472.2s Page GR-22 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- ENF: Enforcement Action Listing A listing of Water Board Enforcement Actions. Formal is everything except Oral/Verbal Communication, Notice of Violation, Expedited Payment Letter, and Staff Enforcement Letter. Date of Government Version: 05/30/2014 Date Data Arrived at EDR: 05/30/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 38 Source: State Water Resoruces Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies HAZNET: Facility and Manifest Data Facility and Manifest Data. The data is extracted from the copies of hazardous waste manifests received each year by the DTSC. The annual volume of manifests is typically 700,000 - 1,000,000 annually, representing approximately 350,000 - 500,000 shipments. Data are from the manifests submitted without correction, and therefore many contain some invalid values for data elements such as generator ID, TSD ID, waste category, and disposal method. Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 07/16/2013 Date Made Active in Reports: 08/26/2013 Number of Days to Update: 41 Source: California Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Annually EMI: Emissions Inventory Data Toxics and criteria pollutant emissions data collected by the ARB and local air pollution agencies. Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 03/25/2014 Date Made Active in Reports: 04/28/2014 Number of Days to Update: 34 Source: California Air Resources Board Telephone: [PHONE REDACTED] Last EDR Contact: 06/26/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Varies INDIAN RESERV: Indian Reservations This map layer portrays Indian administered lands of the United States that have any area equal to or greater than 640 acres. Date of Government Version: 12/31/2005 Date Data Arrived at EDR: 12/08/2006 Date Made Active in Reports: 01/11/2007 Number of Days to Update: 34 Source: USGS Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Semi-Annually SCRD State Coalition for Remediation of Listing The State Coalition for Remediation of was established in 1998, with support from the U.S. EPA Office of Superfund Remediation and Technology Innovation. It is comprised of representatives of states with established remediation programs. Currently the member states are Alabama, Connecticut, Florida, Illinois, Kansas, Minnesota, Missouri, North Carolina, Oregon, South Carolina, Tennessee, Texas, and Wisconsin. Date of Government Version: 03/07/2011 Date Data Arrived at EDR: 03/09/2011 Date Made Active in Reports: 05/02/2011 Number of Days to Update: 54 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/21/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Varies FEDLAND: Federal and Indian Lands Federally and Indian administrated lands of the United States. Lands included are administrated by: Army Corps of Engineers, Bureau of Reclamation, National Wild and Scenic River, National Wildlife Refuge, Public Domain Land, Wilderness, Wilderness Study Area, Wildlife Management Area, Bureau of Indian Affairs, Bureau of Land Management, Department of Justice, Forest Service, Fish and Wildlife Service, National Park Service. TC4015472.2s Page GR-23 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 12/31/2005 Date Data Arrived at EDR: 02/06/2006 Date Made Active in Reports: 01/11/2007 Number of Days to Update: 339 Source: U.S. Geological Survey Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: N/A US FIN ASSUR: Financial Assurance Information All owners and operators of facilities that treat, store, or dispose of hazardous waste are required to provide proof that they will have sufficient funds to pay for the clean up, closure, and post-closure care of their facilities. Date of Government Version: 02/25/2014 Date Data Arrived at EDR: 02/27/2014 Date Made Active in Reports: 04/09/2014 Number of Days to Update: 41 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/16/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Quarterly Financial Assurance 2: Financial Assurance Information Listing A listing of financial assurance information for solid waste facilities. Financial assurance is intended to ensure that resources are available to pay for the cost of closure, post-closure care, and corrective measures if the owner or operator of a regulated facility is unable or unwilling to pay. Date of Government Version: 05/19/2014 Date Data Arrived at EDR: 05/20/2014 Date Made Active in Reports: 05/22/2014 Number of Days to Update: 2 Source: California Integrated Waste Management Board Telephone: [PHONE REDACTED] Last EDR Contact: 05/19/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Varies Financial Assurance 1: Financial Assurance Information Listing Financial Assurance information Date of Government Version: 05/05/2014 Date Data Arrived at EDR: 05/14/2014 Date Made Active in Reports: 05/22/2014 Number of Days to Update: 8 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies PROC: Certified Processors Database A listing of certified processors. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 23 Source: Department of Conservation Telephone: [PHONE REDACTED] Last EDR Contact: 06/17/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly PCB TRANSFORMER: PCB Transformer Registration Database The database of PCB transformer registrations that includes all PCB registration submittals. Date of Government Version: 02/01/2011 Date Data Arrived at EDR: 10/19/2011 Date Made Active in Reports: 01/10/2012 Number of Days to Update: 83 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/02/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies COAL ASH EPA: Coal Combustion Residues Surface Impoundments List A listing of coal combustion residues surface impoundments with high hazard potential ratings. Date of Government Version: 08/17/2010 Date Data Arrived at EDR: 01/03/2011 Date Made Active in Reports: 03/21/2011 Number of Days to Update: 77 Source: Environmental Protection Agency Telephone: N/A Last EDR Contact: 06/11/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies TC4015472.2s Page GR-24 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- MWMP: Medical Waste Management Program Listing The Medical Waste Management Program (MWMP) ensures the proper handling and disposal of medical waste by permitting and inspecting medical waste Offsite Treatment Facilities (PDF) and Transfer Stations (PDF) throughout the state. MWMP also oversees all Medical Waste Transporters. Date of Government Version: 05/23/2014 Date Data Arrived at EDR: 06/13/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 26 Source: Department of Public Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies COAL ASH DOE: Sleam-Electric Plan Operation Data A listing of power plants that store ash in surface ponds. Date of Government Version: 12/31/2005 Date Data Arrived at EDR: 08/07/2009 Date Made Active in Reports: 10/22/2009 Number of Days to Update: 76 Source: Department of Energy Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Varies HWT: Registered Hazardous Waste Transporter Database A listing of hazardous waste transporters. In California, unless specifically exempted, it is unlawful for any person to transport hazardous wastes unless the person holds a valid registration issued by DTSC. A hazardous waste transporter registration is valid for one year and is assigned a unique registration number. Date of Government Version: 04/14/2014 Date Data Arrived at EDR: 04/15/2014 Date Made Active in Reports: 04/24/2014 Number of Days to Update: 9 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 07/15/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Quarterly HWP: EnviroStor Permitted Facilities Listing Detailed information on permitted hazardous waste facilities and corrective action ("cleanups") tracked in EnviroStor. Date of Government Version: 05/27/2014 Date Data Arrived at EDR: 05/28/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 40 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 05/28/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly LEAD SMELTER 1: Lead Smelter Sites A listing of former lead smelter site locations. Date of Government Version: 01/29/2013 Date Data Arrived at EDR: 02/14/2013 Date Made Active in Reports: 02/27/2013 Number of Days to Update: 13 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Varies LEAD SMELTER 2: Lead Smelter Sites A list of several hundred sites in the U.S. where secondary lead smelting was done from 1931and 1964. These sites may pose a threat to public health through ingestion or inhalation of contaminated soil or dust Date of Government Version: 04/05/2001 Date Data Arrived at EDR: 10/27/2010 Date Made Active in Reports: 12/02/2010 Number of Days to Update: 36 Source: American Journal of Public Health Telephone: [PHONE REDACTED] Last EDR Contact: 12/02/2009 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned TC4015472.2s Page GR-25 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- WDS: Waste Discharge System Sites which have been issued waste discharge requirements. Date of Government Version: 06/19/2007 Date Data Arrived at EDR: 06/20/2007 Date Made Active in Reports: 06/29/2007 Number of Days to Update: 9 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Quarterly PRP: Potentially Responsible Parties A listing of verified Potentially Responsible Parties Date of Government Version: 04/15/2013 Date Data Arrived at EDR: 07/03/2013 Date Made Active in Reports: 09/13/2013 Number of Days to Update: 72 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly 2020 COR ACTION: 2020 Corrective Action Program List The EPA has set ambitious goals for the RCRA Corrective Action program by creating the 2020 Corrective Action Universe. This RCRA cleanup baseline includes facilities expected to need corrective action. The 2020 universe contains a wide variety of sites. Some properties are heavily contaminated while others were contaminated but have since been cleaned up. Still others have not been fully investigated yet, and may require little or no remediation. Inclusion in the 2020 Universe does not necessarily imply failure on the part of a facility to meet its RCRA obligations. Date of Government Version: 11/11/2011 Date Data Arrived at EDR: 05/18/2012 Date Made Active in Reports: 05/25/2012 Number of Days to Update: 7 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/16/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Varies EPA WATCH LIST: EPA WATCH LIST EPA maintains a "Watch List" to facilitate dialogue between EPA, state and local environmental agencies on enforcement matters relating to facilities with alleged violations identified as either significant or high priority. Being on the Watch List does not mean that the facility has actually violated the law only that an investigation by EPA or a state or local environmental agency has led those organizations to allege that an unproven violation has in fact occurred. Being on the Watch List does not represent a higher level of concern regarding the alleged violations that were detected, but instead indicates cases requiring additional dialogue between EPA, state and local agencies - primarily because of the length of time the alleged violation has gone unaddressed or unresolved. Date of Government Version: 08/30/2013 Date Data Arrived at EDR: 03/21/2014 Date Made Active in Reports: 06/17/2014 Number of Days to Update: 88 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/16/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly US AIRS (AFS): Aerometric Information Retrieval System Facility (AFS) The database is a sub-system of Aerometric Information Retrieval System (AIRS). AFS contains compliance data on air pollution point sources regulated by the U.S. EPA and/or state and local air regulatory agencies. This information comes from source reports by various stationary sources of air pollution, such as electric power plants, steel mills, factories, and universities, and provides information about the air pollutants they produce. Action, air program, air program pollutant, and general level plant data. It is used to track emissions and compliance data from industrial plants. Date of Government Version: 10/23/2013 Date Data Arrived at EDR: 11/06/2013 Date Made Active in Reports: 12/06/2013 Number of Days to Update: 30 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 06/25/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Annually TC4015472.2s Page GR-26 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- US AIRS MINOR: Air Facility System Data A listing of minor source facilities. Date of Government Version: 10/23/2013 Date Data Arrived at EDR: 11/06/2013 Date Made Active in Reports: 12/06/2013 Number of Days to Update: 30 Source: EPA Telephone: [PHONE REDACTED] Last EDR Contact: 06/25/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Annually EDR HIGH RISK HISTORICAL RECORDS EDR Exclusive Records EDR MGP: EDR Proprietary Manufactured Gas Plants The EDR Proprietary Manufactured Gas Plant Database includes records of coal gas plants (manufactured gas plants) compiled by EDR’s researchers. Manufactured gas sites were used in the United States from the 1800’s to 1950’s to produce a gas that could be distributed and used as fuel. These plants used whale oil, rosin, coal, or a mixture of coal, oil, and water that also produced a significant amount of waste. Many of the byproducts of the gas production, such as coal tar (oily waste containing volatile and non-volatile chemicals), sludges, oils and other compounds are potentially hazardous to human health and the environment. The byproduct from this process was frequently disposed of directly at the plant site and can remain or spread slowly, serving as a continuous source of soil and groundwater contamination. Date of Government Version: N/A Date Data Arrived at EDR: N/A Date Made Active in Reports: N/A Number of Days to Update: N/A Source: EDR, Inc. Telephone: N/A Last EDR Contact: N/A Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned EDR US Hist Auto Stat: EDR Exclusive Historic Gas Stations EDR has searched selected national collections of business directories and has collected listings of potential gas station/filling station/service station sites that were available to EDR researchers. EDR’s review was limited to those categories of sources that might, in EDR’s opinion, include gas station/filling station/service station establishments. The categories reviewed included, but were not limited to gas, gas station, gasoline station, filling station, auto, automobile repair, auto service station, service station, etc. This database falls within a category of information EDR classifies as "High Risk Historical Records", or HRHR. EDR’s HRHR effort presents unique and sometimes proprietary data about past sites and operations that typically create environmental concerns, but may not show up in current government records searches. Date of Government Version: N/A Date Data Arrived at EDR: N/A Date Made Active in Reports: N/A Number of Days to Update: N/A Source: EDR, Inc. Telephone: N/A Last EDR Contact: N/A Next Scheduled EDR Contact: N/A Data Release Frequency: Varies EDR US Hist Cleaners: EDR Exclusive Historic Dry Cleaners EDR has searched selected national collections of business directories and has collected listings of potential dry cleaner sites that were available to EDR researchers. EDR’s review was limited to those categories of sources that might, in EDR’s opinion, include dry cleaning establishments. The categories reviewed included, but were not limited to dry cleaners, cleaners, laundry, laundromat, cleaning/laundry, wash & dry etc. This database falls within a category of information EDR classifies as "High Risk Historical Records", or HRHR. EDR’s HRHR effort presents unique and sometimes proprietary data about past sites and operations that typically create environmental concerns, but may not show up in current government records searches. Date of Government Version: N/A Date Data Arrived at EDR: N/A Date Made Active in Reports: N/A Number of Days to Update: N/A Source: EDR, Inc. Telephone: N/A Last EDR Contact: N/A Next Scheduled EDR Contact: N/A Data Release Frequency: Varies TC4015472.2s Page GR-27 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- EDR RECOVERED GOVERNMENT ARCHIVES Exclusive Recovered Govt. Archives RGA LF: Recovered Government Archive Solid Waste Facilities List The EDR Recovered Government Archive Landfill database provides a list of landfills derived from historical databases and includes many records that no longer appear in current government lists. Compiled from Records formerly available from the Department of Resources Recycling and Recovery in California. Date of Government Version: N/A Date Data Arrived at EDR: 07/01/2013 Date Made Active in Reports: 01/13/2014 Number of Days to Update: 196 Source: Department of Resources Recycling and Recovery Telephone: N/A Last EDR Contact: 06/01/2012 Next Scheduled EDR Contact: N/A Data Release Frequency: Varies RGA LUST: Recovered Government Archive Leaking Underground Storage Tank The EDR Recovered Government Archive Leaking Underground Storage Tank database provides a list of LUST incidents derived from historical databases and includes many records that no longer appear in current government lists. Compiled from Records formerly available from the State Water Resources Control Board in California. Date of Government Version: N/A Date Data Arrived at EDR: 07/01/2013 Date Made Active in Reports: 12/30/2013 Number of Days to Update: 182 Source: State Water Resources Control Board Telephone: N/A Last EDR Contact: 06/01/2012 Next Scheduled EDR Contact: N/A Data Release Frequency: Varies COUNTY RECORDS ALAMEDA COUNTY: Contaminated Sites A listing of contaminated sites overseen by the Toxic Release Program (oil and groundwater contamination from chemical releases and spills) and the Leaking Underground Storage Tank Program (soil and ground water contamination from leaking petroleum USTs). Date of Government Version: 04/22/2014 Date Data Arrived at EDR: 04/24/2014 Date Made Active in Reports: 05/09/2014 Number of Days to Update: 15 Source: Alameda County Environmental Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 06/30/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Semi-Annually Underground Tanks Underground storage tank sites located in Alameda county. Date of Government Version: 04/22/2014 Date Data Arrived at EDR: 04/24/2014 Date Made Active in Reports: 05/12/2014 Number of Days to Update: 18 Source: Alameda County Environmental Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 06/30/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Semi-Annually AMADOR COUNTY: CUPA Facility List Cupa Facility List Date of Government Version: 03/24/2014 Date Data Arrived at EDR: 03/24/2014 Date Made Active in Reports: 04/30/2014 Number of Days to Update: 37 Source: Amador County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/19/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Varies BUTTE COUNTY: TC4015472.2s Page GR-28 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- CUPA Facility Listing Cupa facility list. Date of Government Version: 08/01/2013 Date Data Arrived at EDR: 08/02/2013 Date Made Active in Reports: 08/22/2013 Number of Days to Update: 20 Source: Public Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: No Update Planned CALVERAS COUNTY: CUPA Facility Listing Cupa Facility Listing Date of Government Version: 04/01/2014 Date Data Arrived at EDR: 04/03/2014 Date Made Active in Reports: 04/29/2014 Number of Days to Update: 26 Source: Calveras County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/26/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly COLUSA COUNTY: CUPA Facility List Cupa facility list. Date of Government Version: 06/11/2014 Date Data Arrived at EDR: 06/13/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 24 Source: Health & Human Services Telephone: [PHONE REDACTED] Last EDR Contact: 05/30/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Varies CONTRA COSTA COUNTY: Site List List includes sites from the underground tank, hazardous waste generator and business plan/2185 programs. Date of Government Version: 02/24/2014 Date Data Arrived at EDR: 02/25/2014 Date Made Active in Reports: 03/18/2014 Number of Days to Update: 21 Source: Contra Costa Health Services Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/05/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Semi-Annually DEL NORTE COUNTY: CUPA Facility List Cupa Facility list Date of Government Version: 05/05/2014 Date Data Arrived at EDR: 05/06/2014 Date Made Active in Reports: 05/13/2014 Number of Days to Update: 7 Source: Del Norte County Environmental Health Division Telephone: [PHONE REDACTED] Last EDR Contact: 05/05/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies EL DORADO COUNTY: TC4015472.2s Page GR-29 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- CUPA Facility List CUPA facility list. Date of Government Version: 05/29/2014 Date Data Arrived at EDR: 05/30/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 38 Source: El Dorado County Environmental Management Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/05/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies FRESNO COUNTY: CUPA Resources List Certified Unified Program Agency. CUPA’s are responsible for implementing a unified hazardous materials and hazardous waste management regulatory program. The agency provides oversight of businesses that deal with hazardous materials, operate underground storage tanks or aboveground storage tanks. Date of Government Version: 03/31/2014 Date Data Arrived at EDR: 04/15/2014 Date Made Active in Reports: 05/01/2014 Number of Days to Update: 16 Source: Dept. of Community Health Telephone: [PHONE REDACTED] Last EDR Contact: 07/11/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Semi-Annually HUMBOLDT COUNTY: CUPA Facility List CUPA facility list. Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 26 Source: Humboldt County Environmental Health Telephone: N/A Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies IMPERIAL COUNTY: CUPA Facility List Cupa facility list. Date of Government Version: 04/28/2014 Date Data Arrived at EDR: 04/30/2014 Date Made Active in Reports: 05/13/2014 Number of Days to Update: 13 Source: San Diego Border Field Office Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies INYO COUNTY: CUPA Facility List Cupa facility list. Date of Government Version: 09/10/2013 Date Data Arrived at EDR: 09/11/2013 Date Made Active in Reports: 10/14/2013 Number of Days to Update: 33 Source: Inyo County Environmental Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies KERN COUNTY: TC4015472.2s Page GR-30 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Underground Storage Tank Sites & Tank Listing Kern County Sites and Tanks Listing. Date of Government Version: 08/31/2010 Date Data Arrived at EDR: 09/01/2010 Date Made Active in Reports: 09/30/2010 Number of Days to Update: 29 Source: Kern County Environment Health Services Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/12/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly KINGS COUNTY: CUPA Facility List A listing of sites included in the county’s Certified Unified Program Agency database. California’s Secretary for Environmental Protection established the unified hazardous materials and hazardous waste regulatory program as required by chapter 6.11 of the California Health and Safety Code. The Unified Program consolidates the administration, permits, inspections, and enforcement activities. Date of Government Version: 05/28/2014 Date Data Arrived at EDR: 05/30/2014 Date Made Active in Reports: 06/20/2014 Number of Days to Update: 21 Source: Kings County Department of Public Health Telephone: [PHONE REDACTED] Last EDR Contact: 05/27/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies LAKE COUNTY: CUPA Facility List Cupa facility list Date of Government Version: 04/22/2014 Date Data Arrived at EDR: 04/24/2014 Date Made Active in Reports: 05/13/2014 Number of Days to Update: 19 Source: Lake County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Varies LOS ANGELES COUNTY: San Gabriel Valley Areas of Concern San Gabriel Valley areas where VOC contamination is at or above the MCL as designated by region 9 EPA office. Date of Government Version: 03/30/2009 Date Data Arrived at EDR: 03/31/2009 Date Made Active in Reports: 10/23/2009 Number of Days to Update: 206 Source: EPA Region 9 Telephone: [PHONE REDACTED] Last EDR Contact: 06/19/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: No Update Planned HMS: Street Number List Industrial Waste and Underground Storage Tank Sites. Date of Government Version: 03/31/2014 Date Data Arrived at EDR: 06/06/2014 Date Made Active in Reports: 07/17/2014 Number of Days to Update: 41 Source: Department of Public Works Telephone: [PHONE REDACTED] Last EDR Contact: 07/21/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Semi-Annually List of Solid Waste Facilities Solid Waste Facilities in Los Angeles County. TC4015472.2s Page GR-31 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 04/21/2014 Date Data Arrived at EDR: 04/22/2014 Date Made Active in Reports: 05/19/2014 Number of Days to Update: 27 Source: La County Department of Public Works Telephone: [PHONE REDACTED] Last EDR Contact: 07/21/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Varies City of Los Angeles Landfills Landfills owned and maintained by the City of Los Angeles. Date of Government Version: 03/05/2009 Date Data Arrived at EDR: 03/10/2009 Date Made Active in Reports: 04/08/2009 Number of Days to Update: 29 Source: Engineering & Construction Division Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Varies Site Mitigation List Industrial sites that have had some sort of spill or complaint. Date of Government Version: 01/07/2014 Date Data Arrived at EDR: 02/25/2014 Date Made Active in Reports: 03/25/2014 Number of Days to Update: 28 Source: Community Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 07/16/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Annually City of El Segundo Underground Storage Tank Underground storage tank sites located in El Segundo city. Date of Government Version: 04/23/2014 Date Data Arrived at EDR: 04/25/2014 Date Made Active in Reports: 05/22/2014 Number of Days to Update: 27 Source: City of El Segundo Fire Department Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Semi-Annually City of Long Beach Underground Storage Tank Underground storage tank sites located in the city of Long Beach. Date of Government Version: 02/25/2014 Date Data Arrived at EDR: 02/27/2014 Date Made Active in Reports: 04/14/2014 Number of Days to Update: 46 Source: City of Long Beach Fire Department Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Annually City of Torrance Underground Storage Tank Underground storage tank sites located in the city of Torrance. Date of Government Version: 01/13/2014 Date Data Arrived at EDR: 03/27/2014 Date Made Active in Reports: 04/28/2014 Number of Days to Update: 32 Source: City of Torrance Fire Department Telephone: [PHONE REDACTED] Last EDR Contact: 07/11/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Semi-Annually MADERA COUNTY: CUPA Facility List A listing of sites included in the county’s Certified Unified Program Agency database. California’s Secretary for Environmental Protection established the unified hazardous materials and hazardous waste regulatory program as required by chapter 6.11 of the California Health and Safety Code. The Unified Program consolidates the administration, permits, inspections, and enforcement activities. TC4015472.2s Page GR-32 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 06/27/2014 Number of Days to Update: 16 Source: Madera County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 05/02/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies MARIN COUNTY: Underground Storage Tank Sites Currently permitted USTs in Marin County. Date of Government Version: 01/03/2014 Date Data Arrived at EDR: 01/09/2014 Date Made Active in Reports: 02/12/2014 Number of Days to Update: 34 Source: Public Works Department Waste Management Telephone: [PHONE REDACTED] Last EDR Contact: 07/02/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Semi-Annually MERCED COUNTY: CUPA Facility List CUPA facility list. Date of Government Version: 05/27/2014 Date Data Arrived at EDR: 05/29/2014 Date Made Active in Reports: 06/24/2014 Number of Days to Update: 26 Source: Merced County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 05/27/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies MONO COUNTY: CUPA Facility List CUPA Facility List Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/13/2014 Date Made Active in Reports: 06/27/2014 Number of Days to Update: 14 Source: Mono County Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 06/02/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Varies MONTEREY COUNTY: CUPA Facility Listing CUPA Program listing from the Environmental Health Division. Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 28 Source: Monterey County Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies NAPA COUNTY: Sites With Reported Contamination A listing of leaking underground storage tank sites located in Napa county. TC4015472.2s Page GR-33 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 12/05/2011 Date Data Arrived at EDR: 12/06/2011 Date Made Active in Reports: 02/07/2012 Number of Days to Update: 63 Source: Napa County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 05/30/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: No Update Planned Closed and Operating Underground Storage Tank Sites Underground storage tank sites located in Napa county. Date of Government Version: 01/15/2008 Date Data Arrived at EDR: 01/16/2008 Date Made Active in Reports: 02/08/2008 Number of Days to Update: 23 Source: Napa County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 05/30/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: No Update Planned NEVADA COUNTY: CUPA Facility List CUPA facility list. Date of Government Version: 11/06/2013 Date Data Arrived at EDR: 11/07/2013 Date Made Active in Reports: 12/04/2013 Number of Days to Update: 27 Source: Community Development Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/13/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies ORANGE COUNTY: List of Industrial Site Cleanups Petroleum and non-petroleum spills. Date of Government Version: 05/01/2014 Date Data Arrived at EDR: 05/15/2014 Date Made Active in Reports: 05/22/2014 Number of Days to Update: 7 Source: Health Care Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/07/2014 Next Scheduled EDR Contact: 08/28/2014 Data Release Frequency: Annually List of Underground Storage Tank Cleanups Orange County Underground Storage Tank Cleanups (LUST). Date of Government Version: 05/01/2014 Date Data Arrived at EDR: 05/15/2014 Date Made Active in Reports: 05/28/2014 Number of Days to Update: 13 Source: Health Care Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/07/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly List of Underground Storage Tank Facilities Orange County Underground Storage Tank Facilities (UST). Date of Government Version: 05/01/2014 Date Data Arrived at EDR: 05/14/2014 Date Made Active in Reports: 05/21/2014 Number of Days to Update: 7 Source: Health Care Agency Telephone: [PHONE REDACTED] Last EDR Contact: 05/07/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly PLACER COUNTY: TC4015472.2s Page GR-34 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Master List of Facilities List includes aboveground tanks, underground tanks and cleanup sites. Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/10/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 29 Source: Placer County Health and Human Services Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Semi-Annually RIVERSIDE COUNTY: Listing of Underground Tank Cleanup Sites Riverside County Underground Storage Tank Cleanup Sites (LUST). Date of Government Version: 04/15/2014 Date Data Arrived at EDR: 04/17/2014 Date Made Active in Reports: 04/24/2014 Number of Days to Update: 7 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/23/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Quarterly Underground Storage Tank Tank List Underground storage tank sites located in Riverside county. Date of Government Version: 04/15/2014 Date Data Arrived at EDR: 04/17/2014 Date Made Active in Reports: 05/09/2014 Number of Days to Update: 22 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/23/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Quarterly SACRAMENTO COUNTY: Toxic Site Clean-Up List List of sites where unauthorized releases of potentially hazardous materials have occurred. Date of Government Version: 02/06/2014 Date Data Arrived at EDR: 04/08/2014 Date Made Active in Reports: 04/29/2014 Number of Days to Update: 21 Source: Sacramento County Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 07/11/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly Master Hazardous Materials Facility List Any business that has hazardous materials on site - hazardous material storage sites, underground storage tanks, waste generators. Date of Government Version: 02/06/2014 Date Data Arrived at EDR: 04/08/2014 Date Made Active in Reports: 04/29/2014 Number of Days to Update: 21 Source: Sacramento County Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 07/08/2014 Next Scheduled EDR Contact: 10/20/2014 Data Release Frequency: Quarterly SAN BERNARDINO COUNTY: Hazardous Material Permits This listing includes underground storage tanks, medical waste handlers/generators, hazardous materials handlers, hazardous waste generators, and waste oil generators/handlers. TC4015472.2s Page GR-35 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 05/30/2014 Date Data Arrived at EDR: 05/30/2014 Date Made Active in Reports: 07/07/2014 Number of Days to Update: 38 Source: San Bernardino County Fire Department Hazardous Materials Division Telephone: [PHONE REDACTED] Last EDR Contact: 05/12/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly SAN DIEGO COUNTY: Hazardous Materials Management Division Database The database includes: HE58 - This report contains the business name, site address, business phone number, establishment permit number, type of permit, and the business status. HE17 - In addition to providing the same information provided in the HE58 listing, HE17 provides inspection dates, violations received by the establishment, hazardous waste generated, the quantity, method of storage, treatment/disposal of waste and the hauler, and information on underground storage tanks. Unauthorized Release List - Includes a summary of environmental contamination cases in San Diego County (underground tank cases, non-tank cases, groundwater contamination, and soil contamination are included.) Date of Government Version: 09/23/2013 Date Data Arrived at EDR: 09/24/2013 Date Made Active in Reports: 10/17/2013 Number of Days to Update: 23 Source: Hazardous Materials Management Division Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Quarterly Solid Waste Facilities San Diego County Solid Waste Facilities. Date of Government Version: 10/31/2013 Date Data Arrived at EDR: 11/19/2013 Date Made Active in Reports: 12/31/2013 Number of Days to Update: 42 Source: Department of Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies Environmental Case Listing The listing contains all underground tank release cases and projects pertaining to properties contaminated with hazardous substances that are actively under review by the Site Assessment and Mitigation Program. Date of Government Version: 03/23/2010 Date Data Arrived at EDR: 06/15/2010 Date Made Active in Reports: 07/09/2010 Number of Days to Update: 24 Source: San Diego County Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/04/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: No Update Planned SAN FRANCISCO COUNTY: Local Oversite Facilities A listing of leaking underground storage tank sites located in San Francisco county. Date of Government Version: 09/19/2008 Date Data Arrived at EDR: 09/19/2008 Date Made Active in Reports: 09/29/2008 Number of Days to Update: 10 Source: Department Of Public Health San Francisco County Telephone: [PHONE REDACTED] Last EDR Contact: 05/09/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly Underground Storage Tank Information Underground storage tank sites located in San Francisco county. Date of Government Version: 11/29/2010 Date Data Arrived at EDR: 03/10/2011 Date Made Active in Reports: 03/15/2011 Number of Days to Update: 5 Source: Department of Public Health Telephone: [PHONE REDACTED] Last EDR Contact: 05/09/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Quarterly SAN JOAQUIN COUNTY: TC4015472.2s Page GR-36 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- San Joaquin Co. UST A listing of underground storage tank locations in San Joaquin county. Date of Government Version: 06/20/2014 Date Data Arrived at EDR: 06/23/2014 Date Made Active in Reports: 07/11/2014 Number of Days to Update: 18 Source: Environmental Health Department Telephone: N/A Last EDR Contact: 06/19/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Semi-Annually SAN LUIS OBISPO COUNTY: CUPA Facility List Cupa Facility List. Date of Government Version: 06/11/2014 Date Data Arrived at EDR: 06/13/2014 Date Made Active in Reports: 07/09/2014 Number of Days to Update: 26 Source: San Luis Obispo County Public Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies SAN MATEO COUNTY: Business Inventory List includes Hazardous Materials Business Plan, hazardous waste generators, and underground storage tanks. Date of Government Version: 04/03/2014 Date Data Arrived at EDR: 04/04/2014 Date Made Active in Reports: 05/01/2014 Number of Days to Update: 27 Source: San Mateo County Environmental Health Services Division Telephone: [PHONE REDACTED] Last EDR Contact: 06/16/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Annually Fuel Leak List A listing of leaking underground storage tank sites located in San Mateo county. Date of Government Version: 06/16/2014 Date Data Arrived at EDR: 06/19/2014 Date Made Active in Reports: 07/10/2014 Number of Days to Update: 21 Source: San Mateo County Environmental Health Services Division Telephone: [PHONE REDACTED] Last EDR Contact: 06/13/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Semi-Annually SANTA BARBARA COUNTY: CUPA Facility Listing CUPA Program Listing from the Environmental Health Services division. Date of Government Version: 09/08/2011 Date Data Arrived at EDR: 09/09/2011 Date Made Active in Reports: 10/07/2011 Number of Days to Update: 28 Source: Santa Barbara County Public Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies SANTA CLARA COUNTY: Cupa Facility List Cupa facility list TC4015472.2s Page GR-37 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 06/02/2014 Date Data Arrived at EDR: 06/03/2014 Date Made Active in Reports: 06/23/2014 Number of Days to Update: 20 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/02/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Varies HIST LUST - Fuel Leak Site Activity Report A listing of open and closed leaking underground storage tanks. This listing is no longer updated by the county. Leaking underground storage tanks are now handled by the Department of Environmental Health. Date of Government Version: 03/29/2005 Date Data Arrived at EDR: 03/30/2005 Date Made Active in Reports: 04/21/2005 Number of Days to Update: 22 Source: Santa Clara Valley Water District Telephone: [PHONE REDACTED] Last EDR Contact: 03/23/2009 Next Scheduled EDR Contact: 06/22/2009 Data Release Frequency: No Update Planned LOP Listing A listing of leaking underground storage tanks located in Santa Clara county. Date of Government Version: 03/03/2014 Date Data Arrived at EDR: 03/05/2014 Date Made Active in Reports: 03/18/2014 Number of Days to Update: 13 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/02/2014 Next Scheduled EDR Contact: 09/15/2014 Data Release Frequency: Annually Hazardous Material Facilities Hazardous material facilities, including underground storage tank sites. Date of Government Version: 05/12/2014 Date Data Arrived at EDR: 05/19/2014 Date Made Active in Reports: 05/28/2014 Number of Days to Update: 9 Source: City of San Jose Fire Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/12/2014 Next Scheduled EDR Contact: 08/25/2014 Data Release Frequency: Annually SANTA CRUZ COUNTY: CUPA Facility List CUPA facility listing. Date of Government Version: 05/27/2014 Date Data Arrived at EDR: 05/28/2014 Date Made Active in Reports: 06/20/2014 Number of Days to Update: 23 Source: Santa Cruz County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 05/27/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies SHASTA COUNTY: CUPA Facility List Cupa Facility List. Date of Government Version: 06/10/2014 Date Data Arrived at EDR: 06/12/2014 Date Made Active in Reports: 06/20/2014 Number of Days to Update: 8 Source: Shasta County Department of Resource Management Telephone: [PHONE REDACTED] Last EDR Contact: 05/22/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Varies SOLANO COUNTY: TC4015472.2s Page GR-38 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Leaking Underground Storage Tanks A listing of leaking underground storage tank sites located in Solano county. Date of Government Version: 04/25/2014 Date Data Arrived at EDR: 04/01/2014 Date Made Active in Reports: 04/28/2014 Number of Days to Update: 27 Source: Solano County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 06/13/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly Underground Storage Tanks Underground storage tank sites located in Solano county. Date of Government Version: 03/25/2014 Date Data Arrived at EDR: 04/01/2014 Date Made Active in Reports: 05/05/2014 Number of Days to Update: 34 Source: Solano County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 06/13/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly SONOMA COUNTY: Cupa Facility List Cupa Facility list Date of Government Version: 12/31/2013 Date Data Arrived at EDR: 01/02/2014 Date Made Active in Reports: 02/11/2014 Number of Days to Update: 40 Source: County of Sonoma Fire & Emergency Services Department Telephone: [PHONE REDACTED] Last EDR Contact: 06/26/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies Leaking Underground Storage Tank Sites A listing of leaking underground storage tank sites located in Sonoma county. Date of Government Version: 04/01/2014 Date Data Arrived at EDR: 04/03/2014 Date Made Active in Reports: 04/28/2014 Number of Days to Update: 25 Source: Department of Health Services Telephone: [PHONE REDACTED] Last EDR Contact: 06/26/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Quarterly SUTTER COUNTY: Underground Storage Tanks Underground storage tank sites located in Sutter county. Date of Government Version: 06/09/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 07/17/2014 Number of Days to Update: 36 Source: Sutter County Department of Agriculture Telephone: [PHONE REDACTED] Last EDR Contact: 06/09/2014 Next Scheduled EDR Contact: 09/22/2014 Data Release Frequency: Semi-Annually TUOLUMNE COUNTY: CUPA Facility List Cupa facility list Date of Government Version: 05/16/2014 Date Data Arrived at EDR: 05/16/2014 Date Made Active in Reports: 06/13/2014 Number of Days to Update: 28 Source: Divison of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Varies VENTURA COUNTY: TC4015472.2s Page GR-39 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Business Plan, Hazardous Waste Producers, and Operating Underground Tanks The BWT list indicates by site address whether the Environmental Health Division has Business Plan Waste Producer and/or Underground Tank information. Date of Government Version: 04/28/2014 Date Data Arrived at EDR: 05/20/2014 Date Made Active in Reports: 05/27/2014 Number of Days to Update: 7 Source: Ventura County Environmental Health Division Telephone: [PHONE REDACTED] Last EDR Contact: 05/16/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Quarterly Inventory of Illegal Abandoned and Inactive Sites Ventura County Inventory of Closed, Illegal Abandoned, and Inactive Sites. Date of Government Version: 12/01/2011 Date Data Arrived at EDR: 12/01/2011 Date Made Active in Reports: 01/19/2012 Number of Days to Update: 49 Source: Environmental Health Division Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Annually Listing of Underground Tank Cleanup Sites Ventura County Underground Storage Tank Cleanup Sites (LUST). Date of Government Version: 05/29/2008 Date Data Arrived at EDR: 06/24/2008 Date Made Active in Reports: 07/31/2008 Number of Days to Update: 37 Source: Environmental Health Division Telephone: [PHONE REDACTED] Last EDR Contact: 05/16/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Quarterly Medical Waste Program List To protect public health and safety and the environment from potential exposure to disease causing agents, the Environmental Health Division Medical Waste Program regulates the generation, handling, storage, treatment and disposal of medical waste throughout the County. Date of Government Version: 04/28/2014 Date Data Arrived at EDR: 04/30/2014 Date Made Active in Reports: 05/19/2014 Number of Days to Update: 19 Source: Ventura County Resource Management Agency Telephone: [PHONE REDACTED] Last EDR Contact: 04/28/2014 Next Scheduled EDR Contact: 08/11/2014 Data Release Frequency: Quarterly Underground Tank Closed Sites List Ventura County Operating Underground Storage Tank Sites (UST)/Underground Tank Closed Sites List. Date of Government Version: 05/27/2014 Date Data Arrived at EDR: 06/17/2014 Date Made Active in Reports: 07/11/2014 Number of Days to Update: 24 Source: Environmental Health Division Telephone: [PHONE REDACTED] Last EDR Contact: 06/16/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Quarterly YOLO COUNTY: Underground Storage Tank Comprehensive Facility Report Underground storage tank sites located in Yolo county. Date of Government Version: 04/01/2014 Date Data Arrived at EDR: 04/08/2014 Date Made Active in Reports: 05/05/2014 Number of Days to Update: 27 Source: Yolo County Department of Health Telephone: [PHONE REDACTED] Last EDR Contact: 06/19/2014 Next Scheduled EDR Contact: 10/06/2014 Data Release Frequency: Annually YUBA COUNTY: TC4015472.2s Page GR-40 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- CUPA Facility List CUPA facility listing for Yuba County. Date of Government Version: 05/19/2014 Date Data Arrived at EDR: 05/22/2014 Date Made Active in Reports: 06/19/2014 Number of Days to Update: 28 Source: Yuba County Environmental Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 05/19/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Varies OTHER DATABASE(S) Depending on the geographic area covered by this report, the data provided in these specialty databases may or may not be complete. For example, the existence of wetlands information data in a specific report does not mean that all wetlands in the area covered by the report are included. Moreover, the absence of any reported wetlands information does not necessarily mean that wetlands do not exist in the area covered by the report. CT MANIFEST: Hazardous Waste Manifest Data Facility and manifest data. Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a tsd facility. Date of Government Version: 07/30/2013 Date Data Arrived at EDR: 08/19/2013 Date Made Active in Reports: 10/03/2013 Number of Days to Update: 45 Source: Department of Energy & Environmental Protection Telephone: [PHONE REDACTED] Last EDR Contact: 05/23/2014 Next Scheduled EDR Contact: 09/01/2014 Data Release Frequency: Annually NJ MANIFEST: Manifest Information Hazardous waste manifest information. Date of Government Version: 12/31/2011 Date Data Arrived at EDR: 07/19/2012 Date Made Active in Reports: 08/28/2012 Number of Days to Update: 40 Source: Department of Environmental Protection Telephone: N/A Last EDR Contact: 07/17/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Annually NY MANIFEST: Facility and Manifest Data Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a TSD facility. Date of Government Version: 05/01/2014 Date Data Arrived at EDR: 05/07/2014 Date Made Active in Reports: 06/10/2014 Number of Days to Update: 34 Source: Department of Environmental Conservation Telephone: [PHONE REDACTED] Last EDR Contact: 05/07/2014 Next Scheduled EDR Contact: 08/18/2014 Data Release Frequency: Annually PA MANIFEST: Manifest Information Hazardous waste manifest information. Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 07/24/2013 Date Made Active in Reports: 08/19/2013 Number of Days to Update: 26 Source: Department of Environmental Protection Telephone: [PHONE REDACTED] Last EDR Contact: 07/18/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Annually RI MANIFEST: Manifest information Hazardous waste manifest information Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 06/21/2013 Date Made Active in Reports: 08/05/2013 Number of Days to Update: 45 Source: Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 05/27/2014 Next Scheduled EDR Contact: 09/08/2014 Data Release Frequency: Annually TC4015472.2s Page GR-41 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- WI MANIFEST: Manifest Information Hazardous waste manifest information. Date of Government Version: 12/31/2012 Date Data Arrived at EDR: 08/09/2013 Date Made Active in Reports: 09/27/2013 Number of Days to Update: 49 Source: Department of Natural Resources Telephone: N/A Last EDR Contact: 06/16/2014 Next Scheduled EDR Contact: 09/29/2014 Data Release Frequency: Annually Oil/Gas Pipelines: This data was obtained by EDR from the USGS in 1994. It is referred to by USGS as GeoData Digital Line Graphs from 1:100,000-Scale Maps. It was extracted from the transportation category including some oil, but primarily gas pipelines. Electric Power Transmission Line Data Source: Rextag Strategies Corp. Telephone: (281) 769-2247 U.S. Electric Transmission and Power Plants Systems Digital GIS Data Sensitive Receptors: There are individuals deemed sensitive receptors due to their fragile immune systems and special sensitivity to environmental discharges. These sensitive receptors typically include the elderly, the sick, and children. While the location of all sensitive receptors cannot be determined, EDR indicates those buildings and facilities - schools, daycares, hospitals, medical centers, and nursing homes - where individuals who are sensitive receptors are likely to be located. AHA Hospitals: Source: American Hospital Association, Inc. Telephone: [PHONE REDACTED] The database includes a listing of hospitals based on the American Hospital Association’s annual survey of hospitals. Medical Centers: Provider of Services Listing Source: Centers for Medicare & Medicaid Services Telephone: [PHONE REDACTED] A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services, a federal agency within the U.S. Department of Health and Human Services. Nursing Homes Source: National Institutes of Health Telephone: [PHONE REDACTED] Information on Medicare and Medicaid certified nursing homes in the United States. Public Schools Source: National Center for Education Statistics Telephone: [PHONE REDACTED] The National Center for Education Statistics’ primary database on elementary and secondary public education in the United States. It is a comprehensive, annual, national statistical database of all public elementary and secondary schools and school districts, which contains data that are comparable across all states. Private Schools Source: National Center for Education Statistics Telephone: [PHONE REDACTED] The National Center for Education Statistics’ primary database on private school locations in the United States. Daycare Centers: Licensed Facilities Source: Department of Social Services Telephone: [PHONE REDACTED] Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal Emergency Management Agency (FEMA). Data depicts 100-year and 500-year flood zones as defined by FEMA. NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002, 2005 and 2010 from the U.S. Fish and Wildlife Service. Scanned Digital USGS 7.5’ Topographic Map (DRG) Source: United States Geologic Survey A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images are made by scanning published paper maps on high-resolution scanners. The raster image is georeferenced and fit to the Universal Transverse Mercator (UTM) projection. TC4015472.2s Page GR-42 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- STREET AND ADDRESS INFORMATION © 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material. TC4015472.2s Page GR-43 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- TC4015472.2s Page A-1 geologic strata. of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the Groundwater flow direction may be impacted by surface topography, hydrology, hydrogeology, characteristics 2. Groundwater flow velocity. 1. Groundwater flow direction, and Assessment of the impact of contaminant migration generally has two principal investigative components: forming an opinion about the impact of potential contaminant migration. EDR’s GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional in 1981 Most Recent Revision: 33117-G8 ANAHEIM, CA Target Property Map: USGS TOPOGRAPHIC MAP 137 ft. above sea level Elevation: 3740138.2 UTM Y (Meters): 415606.2 UTM X (Meters): Zone 11 Universal Tranverse Mercator: 117.9117 - 117˚ 54’ 42.12’’ Longitude (West): 33.7998 - 33˚ 47’ 59.28’’ Latitude (North): TARGET PROPERTY COORDINATES ANAHEIM, CA 92802 1854 S. HARBOR BOULEVARD TOY STORY PARKING LOT EXPANSION TARGET PROPERTY ADDRESS ® GEOCHECK - PHYSICAL SETTING SOURCE ADDENDUM ® ---PAGE BREAK--- TC4015472.2s Page A-2 should be field verified. on a relative (not an absolute) basis. Relative elevation information between sites of close proximity Source: Topography has been determined from the USGS 7.5’ Digital Elevation Model and should be evaluated SURROUNDING TOPOGRAPHY: ELEVATION PROFILES Elevation (ft) Elevation (ft) TP TP 0 1/2 1 Miles ✩Target Property Elevation: 137 ft. North South West East 117 121 123 125 126 126 127 130 132 137 136 135 137 139 141 143 144 145 148 118 120 122 123 124 125 128 131 134 137 137 135 136 138 140 141 143 145 146 General SW General Topographic Gradient: TARGET PROPERTY TOPOGRAPHY should contamination exist on the target property, what downgradient sites might be impacted. assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to TOPOGRAPHIC INFORMATION collected on nearby properties, and regional groundwater flow information (from deep aquifers). sources of information, such as surface topographic information, hydrologic information, hydrogeologic data using site-specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other Groundwater flow direction for a particular site is best determined by a qualified environmental professional GROUNDWATER FLOW DIRECTION INFORMATION ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-3 Not Reported 1/4 - 1/2 Mile SW 2 GENERAL DIRECTION LOCATION GROUNDWATER FLOW FROM TP MAP ID hydrogeologically, and the depth to water table. authorities at select sites and has extracted the date of the report, groundwater flow direction as determined flow at specific points. EDR has reviewed reports submitted by environmental professionals to regulatory EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater AQUIFLOW® Search Radius: 1.000 Mile. * ©1996 Site−specific hydrogeological data gathered by CERCLIS Alerts, Inc., Bainbridge Island, WA. All rights reserved. All of the information and opinions presented are those of the cited EPA report(s), which were completed under a Comprehensive Environmental Response Compensation and Liability Information System (CERCLIS) investigation. Information is inferred in the CERCLIS investigation report(s) Data Quality: No information about a sole source aquifer is available Sole Source Aquifer: clay layers. upper 100 feet of the subsurface. The Talbert aquifer underlies these The site area is characterized by discontinuous clay layers within the Hydraulic Connection: approximately 100 feet. Inferred Depth to Water: S IN THE TALBERT AQUIFER. Groundwater Flow Direction: CAD982359879 Site EPA ID Number: ITASCO Site Name: 1 - 2 Miles ENE Location Relative to TP: 1.25 miles Search Radius: Site-Specific Hydrogeological Data*: * ©1996 Site−specific hydrogeological data gathered by CERCLIS Alerts, Inc., Bainbridge Island, WA. All rights reserved. All of the information and opinions presented are those of the cited EPA report(s), which were completed under a Comprehensive Environmental Response Compensation and Liability Information System (CERCLIS) investigation. contamination exist on the target property, what downgradient sites might be impacted. environmental professional in forming an opinion about the impact of nearby contaminated properties or, should of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the Hydrogeologic information obtained by installation of wells on a specific site can often be an indicator HYDROGEOLOGIC INFORMATION YES - refer to the Overview Map and Detail Map ANAHEIM NATIONAL WETLAND INVENTORY NWI Electronic Data Coverage NWI Quad at Target Property Not Reported Additional Panels in search area: 06059C - FEMA DFIRM Flood data Flood Plain Panel at Target Property: YES - refer to the Overview Map and Detail Map ORANGE, CA FEMA FLOOD ZONE FEMA Flood Electronic Data Target Property County and bodies of water). Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways contamination exist on the target property, what downgradient sites might be impacted. the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should Surface water can act as a hydrologic barrier to groundwater flow. Such hydrologic information can be used to assist HYDROLOGIC INFORMATION ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-4 For additional site information, refer to Physical Setting Source Map Findings. Not Reported 1/2 - 1 Mile ENE B15 Not Reported 1/2 - 1 Mile ENE B13 SW 1/2 - 1 Mile SSW 10 SW 1/2 - 1 Mile WNW 9 N 1/4 - 1/2 Mile NE 5 Not Reported 1/4 - 1/2 Mile NW 3 GENERAL DIRECTION LOCATION GROUNDWATER FLOW FROM TP MAP ID ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-5 Map, USGS Digital Data Series DDS - 11 (1994). of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology ROCK STRATIGRAPHIC UNIT GEOLOGIC AGE IDENTIFICATION Stratifed Sequence Category: Cenozoic Era: Quaternary System: Quaternary Series: Q Code: (decoded above as Era, System & Series) at which contaminant migration may be occurring. Geologic information can be used by the environmental professional in forming an opinion about the relative speed GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY move more quickly through sandy-gravelly types of soils than silty-clayey types of soils. characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes to rely on other sources of information, including geologic age identification, rock stratigraphic unit and soil using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional GROUNDWATER FLOW VELOCITY INFORMATION ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. 3 1 2 0 1/16 1/8 1/4 Miles ---PAGE BREAK--- TC4015472.2s Page A-7 Somewhat excessively drained Soil Drainage Class: excessively drained sands and gravels. Class A - High infiltration rates. Soils are deep, well drained to Hydrologic Group: loamy sand Soil Surface Texture: METZ Soil Component Name: Soil Map ID: 2 Min: 6.6 Max: 8.4 Min: 4 Max: 14 Silty Sand. Sands with fines, SOILS, Sands, COARSE-GRAINED and Sand. Clayey Gravel 200), Silty, or passing No. pct. or less materials (35 Granular loam to fine sandy stratified sand 62 inches 16 inches 2 Min: 6.6 Max: 8.4 Min: 4 Max: 14 Silty Sand. Sands with fines, SOILS, Sands, COARSE-GRAINED and Sand. Clayey Gravel 200), Silty, or passing No. pct. or less materials (35 Granular loamy sand 16 inches 0 inches 1 Soil Layer Information Boundary Classification Saturated hydraulic conductivity micro m/sec Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Soil Reaction (pH) > 0 inches Depth to Watertable Min: > 0 inches Depth to Bedrock Min: High Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric Somewhat excessively drained Soil Drainage Class: excessively drained sands and gravels. Class A - High infiltration rates. Soils are deep, well drained to Hydrologic Group: loamy sand Soil Surface Texture: METZ Soil Component Name: Soil Map ID: 1 in a landscape. The following information is based on Soil Conservation Service SSURGO data. for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information The U.S. Department of Agriculture’s (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-8 Min: 7.4 Max: 8.4 Min: 14 Max: 42 Not reported Not reported fine sandy loam 27 inches 0 inches 1 Soil Layer Information Boundary Classification Saturated hydraulic conductivity micro m/sec Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Soil Reaction (pH) > 0 inches Depth to Watertable Min: > 0 inches Depth to Bedrock Min: High Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric Soil Drainage Class: textures. moderately well and well drained soils with moderately coarse Class B - Moderate infiltration rates. Deep and moderately deep, Hydrologic Group: fine sandy loam Soil Surface Texture: HUENEME Soil Component Name: Soil Map ID: 3 Min: 6.6 Max: 8.4 Min: 1 Max: 14.11 Not reported Not reported sandy clay loam stratified 59 inches 46 inches 4 Min: 6.6 Max: 8.4 Min: 4 Max: 14 Not reported Not reported silt loam 46 inches 40 inches 3 Min: 6.6 Max: 8.4 Min: 4 Max: 14 Not reported Not reported loam to sandy clay stratified sand 40 inches 16 inches 2 Min: 6.6 Max: 8.4 Min: 42 Max: 141 Not reported Not reported loamy sand 16 inches 0 inches 1 Soil Layer Information Boundary Classification Saturated hydraulic conductivity micro m/sec Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Soil Reaction (pH) > 0 inches Depth to Watertable Min: > 0 inches Depth to Bedrock Min: High Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-9 1/4 - 1/2 Mile West 5155 4 0 - 1/8 Mile NE CADW50000003277 1 STATE DATABASE WELL INFORMATION LOCATION FROM TP WELL ID MAP ID Note: PWS System location is not always the same as well location. No PWS System Found FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION LOCATION FROM TP WELL ID MAP ID 1/2 - 1 Mile SW USGS40000138184 D22 1/2 - 1 Mile NW USGS40000138328 C16 1/2 - 1 Mile SE USGS40000138205 11 1/4 - 1/2 Mile NW USGS40000138308 A6 FEDERAL USGS WELL INFORMATION LOCATION FROM TP WELL ID MAP ID 1.000 State Database Nearest PWS within 1 mile Federal FRDS PWS 1.000 Federal USGS WELL SEARCH DISTANCE INFORMATION SEARCH DISTANCE (miles) DATABASE opinion about the impact of contaminant migration on nearby drinking water wells. professional in assessing sources that may impact ground water flow direction, and in forming an EDR Local/Regional Water Agency records provide water well information to assist the environmental LOCAL / REGIONAL WATER AGENCY RECORDS Min: 7.4 Max: 8.4 Min: 14 Max: 42 Not reported Not reported to silt loam stratified sand 59 inches 27 inches 2 Soil Layer Information Boundary Classification Saturated hydraulic conductivity micro m/sec Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Soil Reaction (pH) ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4015472.2s Page A-10 1/2 - 1 Mile WSW CAOG9A000015343 2 1/4 - 1/2 Mile South CAOG9A000015334 1 STATE OIL/GAS WELL INFORMATION LOCATION FROM TP WELL ID MAP ID OTHER STATE DATABASE INFORMATION 1/2 - 1 Mile East 5149 E24 1/2 - 1 Mile East 5150 E23 1/2 - 1 Mile SW CADW50000003226 D21 1/2 - 1 Mile NW CADW50000003312 C20 1/2 - 1 Mile SSE CADW50000003215 19 1/2 - 1 Mile NNE 5143 18 1/2 - 1 Mile North 5142 17 1/2 - 1 Mile NNW CADW50000003336 14 1/2 - 1 Mile North CADW50000003340 12 1/2 - 1 Mile ENE CADW50000003293 8 1/4 - 1/2 Mile WNW CADW50000003291 A7 STATE DATABASE WELL INFORMATION LOCATION FROM TP WELL ID MAP ID ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. EDR Inc. 160 160 160 160 1 6 0 1 6 0 1 60 1 6 0 1 6 0 1 2 0 120 120 1 20 1 2 0 1 2 0 1 2 0 CA ---PAGE BREAK--- TC4015472.2s Page A-12 NITRATE (AS NO3) Chemical: 16.71 MG/L Findings: 06-JAN-11 Sample Collected: ANAHEIM Area Served: 57397 Connections: 292900 Pop Served: ANAHEIM, CA 92805 P.O. BOX 3222 (#559) Organization That Operates System: City of Anaheim System Name: 3010001 System Number: WELL 041 Source Name: 1 Mile (One Minute) Precision: 334800.0 1175500.0 Source Lat/Long: Active Untreated Well Status: Well/Groundwater Water Type: WELL/AMBNT/MUN/INTAKE Station Type: 08 District Number: Orange County: [PHONE REDACTED] FRDS Number: TEE User ID: 04S/10W-27D03 S Prime Station Code: Water System Information: 4 West 1/4 - 1/2 Mile Lower 5155 CA WELLS Date: 02/06/1998 Average Water Depth: Not Reported Deep Water Depth: 86.6 Shallow Water Depth: 74.1 Groundwater Flow: Not Reported Site ID: 083001662T 3 NW 1/4 - 1/2 Mile Lower 54915 AQUIFLOW Date: 03/31/1994 Average Water Depth: 85 Deep Water Depth: Not Reported Shallow Water Depth: Not Reported Groundwater Flow: Not Reported Site ID: 083000341T 2 SW 1/4 - 1/2 Mile Lower 65047 AQUIFLOW CADW50000003277 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W27A001S Casgem sta: 338005N1179110W001 Site code: 117.911 Longitude : 33.8005 Latitude : 1 NE 0 - 1/8 Mile Higher CADW50000003277 CA WELLS Map ID Direction Distance Elevation EDR ID Number Database ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-13 NITRATE + NITRITE (AS N) Chemical: 3690. UG/L Findings: 07-JUL-11 Sample Collected: BROMIDE Chemical: 0.17 MG/L Findings: 07-JUL-11 Sample Collected: NITRATE (AS NO3) Chemical: 16.3 MG/L Findings: 07-JUL-11 Sample Collected: TOTAL DISSOLVED SOLIDS Chemical: 644. MG/L Findings: 07-JUL-11 Sample Collected: VANADIUM Chemical: 3.6 UG/L Findings: 07-JUL-11 Sample Collected: BORON Chemical: 170. UG/L Findings: 07-JUL-11 Sample Collected: FLUORIDE (NATURAL-SOURCE) Chemical: 0.46 MG/L Findings: 07-JUL-11 Sample Collected: CHLORIDE Chemical: 90. MG/L Findings: 07-JUL-11 Sample Collected: POTASSIUM Chemical: 4.4 MG/L Findings: 07-JUL-11 Sample Collected: SODIUM Chemical: 67.7 MG/L Findings: 07-JUL-11 Sample Collected: MAGNESIUM Chemical: 19.3 MG/L Findings: 07-JUL-11 Sample Collected: CALCIUM Chemical: 106. MG/L Findings: 07-JUL-11 Sample Collected: HARDNESS (TOTAL) AS CACO3 Chemical: 344. MG/L Findings: 07-JUL-11 Sample Collected: TOTAL ORGANIC CARBON (TOC) Chemical: 0.35 MG/L Findings: 07-JUL-11 Sample Collected: BICARBONATE ALKALINITY Chemical: 195. MG/L Findings: 07-JUL-11 Sample Collected: ALKALINITY (TOTAL) AS CACO3 Chemical: 195. MG/L Findings: 07-JUL-11 Sample Collected: PH, LABORATORY Chemical: 8. Findings: 07-JUL-11 Sample Collected: SPECIFIC CONDUCTANCE Chemical: 971. US Findings: 07-JUL-11 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4130. UG/L Findings: 12-APR-11 Sample Collected: NITRATE (AS NO3) Chemical: 18.3 MG/L Findings: 12-APR-11 Sample Collected: TRICHLOROETHYLENE Chemical: 0.6 UG/L Findings: 12-APR-11 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 3780. UG/L Findings: 06-JAN-11 Sample Collected: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-14 NITRATE + NITRITE (AS N) Chemical: 3940. UG/L Findings: 16-APR-13 Sample Collected: NITRATE (AS NO3) Chemical: 17.43 MG/L Findings: 16-APR-13 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4110. UG/L Findings: 16-JAN-13 Sample Collected: NITRATE (AS NO3) Chemical: 18.2 MG/L Findings: 16-JAN-13 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4110. UG/L Findings: 01-OCT-12 Sample Collected: NITRATE (AS NO3) Chemical: 18.17 MG/L Findings: 01-OCT-12 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4020. UG/L Findings: 09-JUL-12 Sample Collected: NITRATE (AS NO3) Chemical: 17.8 MG/L Findings: 09-JUL-12 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4120. UG/L Findings: 03-APR-12 Sample Collected: NITRATE (AS NO3) Chemical: 18.2 MG/L Findings: 03-APR-12 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4170. UG/L Findings: 04-JAN-12 Sample Collected: NITRATE (AS NO3) Chemical: 18.45 MG/L Findings: 04-JAN-12 Sample Collected: TRICHLOROETHYLENE Chemical: 0.6 UG/L Findings: 04-JAN-12 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4260. UG/L Findings: 05-OCT-11 Sample Collected: NITRATE (AS NO3) Chemical: 18.84 MG/L Findings: 05-OCT-11 Sample Collected: TRICHLOROETHYLENE Chemical: 0.8 UG/L Findings: 05-OCT-11 Sample Collected: TURBIDITY, LABORATORY Chemical: 0.3 NTU Findings: 13-JUL-11 Sample Collected: TURBIDITY, LABORATORY Chemical: 0.1 NTU Findings: 13-JUL-11 Sample Collected: URANIUM COUNTING ERROR Chemical: 1.16 PCI/L Findings: 07-JUL-11 Sample Collected: URANIUM (PCI/L) Chemical: 11. PCI/L Findings: 07-JUL-11 Sample Collected: GROSS ALPHA COUNTING ERROR Chemical: 1.98 PCI/L Findings: 07-JUL-11 Sample Collected: GROSS ALPHA Chemical: 11. PCI/L Findings: 07-JUL-11 Sample Collected: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-15 Not Reported Formation type: California Coastal Basin aquifers Aquifername: US NGVD29 Vert coord refsys: Interpolated from topographic map Vertcollection method: feet Vert accmeasure units: 2.5 Vertacc measure val: feet Vert measure units: 128.00 Vert measure val: NAD83 Horiz coord refsys: Interpolated from map Horiz Collection method: seconds Horiz Acc measure units: 1 Horiz Acc measure: 24000 Sourcemap scale: -[PHONE REDACTED] Longitude: 33.8030715 Latitude: Not Reported Contrib drainagearea units: Not Reported Contrib drainagearea: Not Reported Drainagearea Units: Not Reported Drainagearea value: 18070201 Huc code: Not Reported Monloc desc: Well Monloc type: 004S010W27C002S Monloc name: USGS-334811117550001 Monloc Identifier: USGS California Water Science Center Formal name: USGS-CA Org. Identifier: A6 NW 1/4 - 1/2 Mile Lower USGS40000138308 FED USGS Date: 02/1997 Average Water Depth: Not Reported Deep Water Depth: 79.81 Shallow Water Depth: 74.85 Groundwater Flow: N Site ID: 083001732T 5 NE 1/4 - 1/2 Mile Higher 66475 AQUIFLOW NITRATE + NITRITE (AS N) Chemical: 4020. UG/L Findings: 21-JAN-14 Sample Collected: NITRATE (AS NO3) Chemical: 17.8 MG/L Findings: 21-JAN-14 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4130. UG/L Findings: 01-OCT-13 Sample Collected: NITRATE (AS NO3) Chemical: 18.3 MG/L Findings: 01-OCT-13 Sample Collected: TRICHLOROETHYLENE Chemical: 0.6 UG/L Findings: 01-OCT-13 Sample Collected: CHROMIUM, HEXAVALENT Chemical: 1.4 UG/L Findings: 19-AUG-13 Sample Collected: CHROMIUM, HEXAVALENT Chemical: 1.4 UG/L Findings: 19-AUG-13 Sample Collected: NITRATE + NITRITE (AS N) Chemical: 4170. UG/L Findings: 01-JUL-13 Sample Collected: NITRATE (AS NO3) Chemical: 18.4 MG/L Findings: 01-JUL-13 Sample Collected: TRICHLOROETHYLENE Chemical: 0.6 UG/L Findings: 01-JUL-13 Sample Collected: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-16 A7 WNW 1/4 - 1/2 Mile Lower CADW50000003291 CA WELLS 1969-06-30 79.10 1969-09-02 80.60 1969-08-06 79.40 1969-11-03 78.80 1969-10-03 79.30 1970-02-03 75.20 1969-12-31 76.70 1970-04-01 76.70 1970-03-10 76.10 1970-06-01 77.40 1970-04-29 77.10 1970-08-06 79.20 1970-06-30 78.20 1970-10-05 88.00 1970-08-31 80.00 1970-12-10 81.70 1970-11-02 81.30 1971-04-08 84.50 1971-03-03 81.00 1971-06-09 82.80 1971-04-30 81.90 1971-08-30 86.50 1971-07-09 83.00 1972-01-11 89.80 1971-11-02 88.90 1972-05-01 92.20 1972-02-29 90.30 1972-08-31 95.50 1972-07-06 94.40 1973-01-05 100.10 1972-11-02 99.20 1973-05-10 98.00 1973-03-05 102.30 1973-09-12 103.10 1973-07-06 101.70 1974-01-24 104.30 1973-11-02 104.00 1974-04-30 102.90 1974-03-19 105.60 1974-08-30 105.80 1974-07-03 105.20 1975-01-02 104.70 1974-10-22 105.80 1975-04-30 103.30 1975-03-19 104.10 1975-09-02 105.80 1975-07-02 107.10 1976-01-07 107.50 1975-11-06 106.40 1976-05-04 107.20 1976-03-08 106.90 1976-12-28 110.80 1976-10-29 107.00 1977-10-28 115.00 1977-03-08 111.20 1978-11-01 105.34 1978-09-26 106.21 1979-05-02 97.65 1979-02-06 101.27 1979-11-13 94.69 1979-08-06 95.35 1980-06-11 89.06 1980-02-08 94.10 1980-08-28 85.97 1980-08-08 86.54 1981-02-05 82.47 1980-10-28 79.29 1981-07-31 79.20 1981-05-07 79.96 1982-01-27 81.39 1981-11-04 80.89 1982-08-05 79.83 1982-04-29 80.58 1983-02-11 80.75 1982-11-04 80.84 1983-08-12 76.03 1983-05-20 77.53 1984-02-15 69.20 1983-11-02 73.75 1984-09-06 70.13 1984-05-17 67.68 1985-02-14 72.73 1984-11-14 72.42 1985-08-17 73.02 1985-05-09 71.17 1986-02-12 75.67 1985-11-05 75.06 1986-08-29 76.37 1986-05-06 74.70 Date Feet below Surface Feet to Sealevel Date Feet below Surface Feet to Sealevel Ground-water levels, Number of Measurements: 89 ft Wellholedepth units: 226 Wellholedepth: ft Welldepth units: 190 Welldepth: Not Reported Construction date: Not Reported Aquifer type: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-17 Not Reported Sourcemap scale: -[PHONE REDACTED] Longitude: 33.7919607 Latitude: Not Reported Contrib drainagearea units: Not Reported Contrib drainagearea: Not Reported Drainagearea Units: Not Reported Drainagearea value: Not Reported Huc code: NAWQA DATA ENTRY COM + VER 01/08/2002 SNHAMLIN Monloc desc: Well Monloc type: 004S010W26N001S Monloc name: USGS-334731117540401 Monloc Identifier: USGS California Water Science Center Formal name: USGS-CA Org. Identifier: 11 SE 1/2 - 1 Mile Lower USGS40000138205 FED USGS Date: 05/27/1997 Average Water Depth: 130 Deep Water Depth: Not Reported Shallow Water Depth: Not Reported Groundwater Flow: SW Site ID: 083002246T 10 SSW 1/2 - 1 Mile Lower 67218 AQUIFLOW Date: 12/04/1992 Average Water Depth: 100 Deep Water Depth: Not Reported Shallow Water Depth: Not Reported Groundwater Flow: SW Site ID: 083002178T 9 WNW 1/2 - 1 Mile Lower 49805 AQUIFLOW CADW50000003293 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W26C001S Casgem sta: 338039N1179024W001 Site code: 117.9024 Longitude : 33.8039 Latitude : 8 ENE 1/2 - 1 Mile Higher CADW50000003293 CA WELLS CADW50000003291 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W27C002S Casgem sta: 338031N1179185W001 Site code: 117.9185 Longitude : 33.8031 Latitude : ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-18 CADW50000003336 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W22L002S Casgem sta: 338106N1179177W001 Site code: 117.9177 Longitude : 33.8106 Latitude : 14 NNW 1/2 - 1 Mile Higher CADW50000003336 CA WELLS Date: 10/23/1997 Average Water Depth: Not Reported Deep Water Depth: 82.11 Shallow Water Depth: 76.83 Groundwater Flow: Not Reported Site ID: 083000719T B13 ENE 1/2 - 1 Mile Higher 66476 AQUIFLOW CADW50000003340 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W22G001S Casgem sta: 338111N1179107W001 Site code: 117.9107 Longitude : 33.8111 Latitude : 12 North 1/2 - 1 Mile Higher CADW50000003340 CA WELLS 2000-08-15 75 Date Feet below Surface Feet to Sealevel Ground-water levels, Number of Measurements: 1 ft Wellholedepth units: 216 Wellholedepth: ft Welldepth units: 216 Welldepth: 19240412 Construction date: Confined single aquifer Aquifer type: Quaternary Alluvium Formation type: California Coastal Basin aquifers Aquifername: US NGVD29 Vert coord refsys: Interpolated from topographic map Vertcollection method: feet Vert accmeasure units: 2.5 Vertacc measure val: feet Vert measure units: 131 Vert measure val: NAD83 Horiz coord refsys: Interpolated from map Horiz Collection method: seconds Horiz Acc measure units: 1 Horiz Acc measure: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-19 1972-07-06 95.50 1972-02-29 91.00 1973-01-05 101.00 1972-11-02 99.30 1973-05-10 99.00 1973-03-05 101.50 1973-09-12 104.40 1973-07-09 100.50 1974-05-04 108.70 1974-01-24 102.60 1974-08-30 107.30 1974-07-03 106.50 1975-04-30 104.80 1975-03-19 105.40 1976-01-07 108.50 1975-09-02 104.70 1976-12-28 112.20 1976-10-28 108.40 1978-09-26 108.59 1977-10-28 119.20 1979-02-06 103.63 1978-11-01 107.74 1979-08-06 98.23 1979-05-02 100.03 1980-02-08 95.98 1979-11-13 96.92 Note: The well was destroyed (no water level is recorded). 1980-06-11 Date Feet below Surface Feet to Sealevel Date Feet below Surface Feet to Sealevel Ground-water levels, Number of Measurements: 62 Not Reported Wellholedepth units: Not Reported Wellholedepth: Not Reported Welldepth units: Not Reported Welldepth: Not Reported Construction date: Not Reported Aquifer type: Not Reported Formation type: California Coastal Basin aquifers Aquifername: US NGVD29 Vert coord refsys: Interpolated from topographic map Vertcollection method: feet Vert accmeasure units: 2.5 Vertacc measure val: feet Vert measure units: 128.00 Vert measure val: NAD83 Horiz coord refsys: Interpolated from map Horiz Collection method: seconds Horiz Acc measure units: 1 Horiz Acc measure: 24000 Sourcemap scale: -117.92367 Longitude: 33.8069603 Latitude: Not Reported Contrib drainagearea units: Not Reported Contrib drainagearea: Not Reported Drainagearea Units: Not Reported Drainagearea value: 18070201 Huc code: Not Reported Monloc desc: Well Monloc type: 004S010W22N001S Monloc name: USGS-334825117552201 Monloc Identifier: USGS California Water Science Center Formal name: USGS-CA Org. Identifier: C16 NW 1/2 - 1 Mile Lower USGS40000138328 FED USGS Date: 02/01/1993 Average Water Depth: 100 Deep Water Depth: Not Reported Shallow Water Depth: Not Reported Groundwater Flow: Not Reported Site ID: 083001680T B15 ENE 1/2 - 1 Mile Higher 69434 AQUIFLOW Map ID Direction Distance Elevation EDR ID Number Database ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-20 C STREET WELL Source Name: 1,000 Feet (10 Seconds) Precision: 334844.4 1175428.8 Source Lat/Long: Active Untreated Well Status: Well/Groundwater Water Type: WELL/AMBNT/MUN/INTAKE Station Type: 08 District Number: Orange County: [PHONE REDACTED] FRDS Number: TEE User ID: 04S/10W-22H02 S Prime Station Code: Water System Information: 18 NNE 1/2 - 1 Mile Higher 5143 CA WELLS Not Reported Area Served: 145 Connections: 200 Pop Served: Anaheim, CA 92805 200 W. Midway Dr. Organization That Operates System: Midway Trailer City System Name: 3000962 System Number: O STREET WELL Source Name: 100 Feet (one Second) Precision: 334844.0 1175438.0 Source Lat/Long: Active Untreated Well Status: Well/Groundwater Water Type: WELL/AMBNT/MUN/INTAKE/SUPPLY Station Type: 08 District Number: Orange County: [PHONE REDACTED] FRDS Number: TEE User ID: 04S/10W-22G01 S Prime Station Code: Water System Information: 17 North 1/2 - 1 Mile Higher 5142 CA WELLS 1968-03-05 81.00 1968-06-11 83.40 1968-04-08 73.80 1968-08-08 84.40 1968-07-08 83.70 1969-01-09 85.70 1968-11-05 56.40 1969-04-29 82.30 1969-04-03 74.50 1969-06-30 79.60 1969-06-05 81.50 1969-09-02 80.30 1969-08-06 80.30 1969-11-03 80.10 1969-10-03 80.10 1970-02-03 78.00 1969-12-31 78.70 1970-04-01 77.60 1970-03-10 77.10 1970-06-01 78.40 1970-04-29 78.10 1970-08-06 80.10 1970-06-30 79.30 1970-10-05 82.00 1970-08-31 80.40 1970-12-10 82.50 1970-11-02 82.10 1971-04-08 82.30 1971-03-02 82.70 1971-06-09 83.30 1971-04-30 82.70 1971-08-30 87.50 1971-07-09 84.90 1972-01-11 90.50 1971-11-02 89.70 Date Feet below Surface Feet to Sealevel Date Feet below Surface Feet to Sealevel Ground-water levels, continued. ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-21 D22 SW 1/2 - 1 Mile Lower USGS40000138184 FED USGS CADW50000003226 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W27N002S Casgem sta: 337891N1179216W001 Site code: 117.9216 Longitude : 33.7891 Latitude : D21 SW 1/2 - 1 Mile Lower CADW50000003226 CA WELLS CADW50000003312 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W22N001S Casgem sta: 338070N1179246W001 Site code: 117.9246 Longitude : 33.807 Latitude : C20 NW 1/2 - 1 Mile Lower CADW50000003312 CA WELLS CADW50000003215 Site id: Southern Region Office Org unit n: Coastal Plain Of Orange County Basin desc: 8-1 Basin cd: 30 County id: Unknown Casgem s 1: Not Reported Local well: 04S10W34A004S Casgem sta: 337876N1179065W001 Site code: 117.9065 Longitude : 33.7876 Latitude : 19 SSE 1/2 - 1 Mile Lower CADW50000003215 CA WELLS Not Reported Area Served: 145 Connections: 200 Pop Served: Anaheim, CA 92805 200 W. Midway Dr. Organization That Operates System: Midway Trailer City System Name: 3000962 System Number: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-22 E24 East 1/2 - 1 Mile Higher 5149 CA WELLS Not Reported Area Served: Unknown, Small System Connections: Unknown, Small System Pop Served: Not Reported Organization That Operates System: KEESEE TANK&PUMP CO System Name: 3000817 System Number: WELL 01 - DESTROYED Source Name: 1,000 Feet (10 Seconds) Precision: 334800.0 1175338.0 Source Lat/Long: Destroyed Well Status: Well/Groundwater Water Type: WELL/AMBNT/MUN/INTAKE Station Type: 08 District Number: Orange County: [PHONE REDACTED] FRDS Number: TEE User ID: 04S/10W-26C06 S Prime Station Code: Water System Information: E23 East 1/2 - 1 Mile Higher 5150 CA WELLS 2000-06-07 23.9 Date Feet below Surface Feet to Sealevel Ground-water levels, Number of Measurements: 1 ft Wellholedepth units: 38.5 Wellholedepth: ft Welldepth units: 38.5 Welldepth: 19991122 Construction date: Unconfined single aquifer Aquifer type: Quaternary Alluvium Formation type: California Coastal Basin aquifers Aquifername: US NGVD29 Vert coord refsys: Interpolated from topographic map Vertcollection method: feet Vert accmeasure units: 2.5 Vertacc measure val: feet Vert measure units: 115 Vert measure val: NAD83 Horiz coord refsys: Global positioning system (GPS), uncorrected Horiz Collection method: seconds Horiz Acc measure units: .5 Horiz Acc measure: 24000 Sourcemap scale: -[PHONE REDACTED] Longitude: 33.7889722 Latitude: Not Reported Contrib drainagearea units: Not Reported Contrib drainagearea: Not Reported Drainagearea Units: Not Reported Drainagearea value: 18070203 Huc code: NAWQA DATA ENTRY COM + VER 06/15/2000 SDIONNE Monloc desc: Well Monloc type: 004S010W27N003S Monloc name: USGS-334720117551901 Monloc Identifier: USGS California Water Science Center Formal name: USGS-CA Org. Identifier: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-23 Not Reported Area Served: Unknown, Small System Connections: Unknown, Small System Pop Served: Not Reported Organization That Operates System: TV MOTEL APARTMENTS System Name: 3000520 System Number: WELL 01 - DESTROYED Source Name: 1,000 Feet (10 Seconds) Precision: 334759.0 1175337.0 Source Lat/Long: Destroyed Well Status: Well/Groundwater Water Type: WELL/AMBNT/MUN/INTAKE Station Type: 08 District Number: Orange County: [PHONE REDACTED] FRDS Number: TEE User ID: 04S/10W-26C05 S Prime Station Code: Water System Information: ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-24 CAOG9A000015343 Site id: PDH / / Completion: / / Abandonedd: Not Reported Redrillfoo: Not Reported Welldeptha: 30-DEC-99 Spuddate: N Confidenti: N Hydraulica: N Epawell: 1-1 Wellnumber: Garden Grove Unit Leasename: Not Reported Comments: hud Gissourcec: -117.926147 Glong: 33.795442 Glat: Not Reported Locationde: Not Reported Elevation: SB Basemeridi: 10W Range: 04S Township: 28 Section: Any Area Areaname: Any Field Fieldname: Orange Countyname: The Superior Oil Company Operatorna: P Wellstatus: N Dryhole: Not Reported Redrillcan: N Blmwell: 05901226 Apinumber: 1 Districtnu: 2 WSW 1/2 - 1 Mile CAOG9A000015343 OIL_GAS CAOG9A000015334 Site id: PDH / / Completion: / / Abandonedd: Not Reported Redrillfoo: Not Reported Welldeptha: 30-DEC-99 Spuddate: N Confidenti: N Hydraulica: N Epawell: 1 Wellnumber: Reed-Burbank Leasename: Not Reported Comments: hud Gissourcec: -117.910724 Glong: 33.795354 Glat: Not Reported Locationde: Not Reported Elevation: SB Basemeridi: 10W Range: 04S Township: 27 Section: Any Area Areaname: Any Field Fieldname: Orange Countyname: Lawrence Barker, Jr. & Roy Naftzger, Jr. Operatorna: P Wellstatus: N Dryhole: Not Reported Redrillcan: N Blmwell: 05900869 Apinumber: 1 Districtnu: 1 South 1/4 - 1/2 Mile CAOG9A000015334 OIL_GAS Map ID Direction Distance EDR ID Number Database ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ® ---PAGE BREAK--- TC4015472.2s Page A-25 Not Reported Not Reported Not Reported Not Reported Basement Not Reported Not Reported Not Reported Not Reported Living Area - 2nd Floor 0% 0% 100% 0.763 pCi/L Living Area - 1st Floor % >20 pCi/L % 4-20 pCi/L % <4 pCi/L Average Activity Area Number of sites tested: 30 Federal Area Radon Information for ORANGE COUNTY, CA : Zone 3 indoor average level < 2 pCi/L. : Zone 2 indoor average level 2 pCi/L and 4 pCi/L. Note: Zone 1 indoor average level > 4 pCi/L. Federal EPA Radon Zone for ORANGE County: 3 0 17 92802 > 4 pCi/L Num Tests Zipcode Radon Test Results State Database: CA Radon AREA RADON INFORMATION ® GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS RADON ® ---PAGE BREAK--- TOPOGRAPHIC INFORMATION USGS 7.5’ Digital Elevation Model (DEM) Source: United States Geologic Survey EDR acquired the USGS 7.5’ Digital Elevation Model in 2002 and updated it in 2006. The 7.5 minute DEM corresponds to the USGS 1:24,000- and 1:25,000-scale topographic quadrangle maps. The DEM provides elevation data with consistent elevation units and projection. Scanned Digital USGS 7.5’ Topographic Map (DRG) Source: United States Geologic Survey A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images are made by scanning published paper maps on high-resolution scanners. The raster image is georeferenced and fit to the Universal Transverse Mercator (UTM) projection. HYDROLOGIC INFORMATION Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal Emergency Management Agency (FEMA). Data depicts 100-year and 500-year flood zones as defined by FEMA. NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002, 2005 and 2010 from the U.S. Fish and Wildlife Service. HYDROGEOLOGIC INFORMATION AQUIFLOW Information System R Source: EDR proprietary database of groundwater flow information EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table information. GEOLOGIC INFORMATION Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - A digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994). STATSGO: State Soil Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services The U.S. Department of Agriculture’s (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps. SSURGO: Soil Survey Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services (NRCS) Telephone: [PHONE REDACTED] SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Services, mapping scales generally range from 1:12,000 to 1:63,360. Field mapping methods using national standards are used to construct the soil maps in the Soil Survey Geographic (SSURGO) database. SSURGO digitizing duplicates the original soil survey maps. This level of mapping is designed for use by landowners, townships and county natural resource planning and management. TC4015472.2s Page PSGR-1 PHYSICAL SETTING SOURCE RECORDS SEARCHED ---PAGE BREAK--- LOCAL / REGIONAL WATER AGENCY RECORDS FEDERAL WATER WELLS PWS: Public Water Systems Source: EPA/Office of Drinking Water Telephone: [PHONE REDACTED] Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources. PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPA/Office of Drinking Water Telephone: [PHONE REDACTED] Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS). USGS Water Wells: USGS National Water Inventory System (NWIS) This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundwater. The groundwater data includes information on wells, springs, and other sources of groundwater. STATE RECORDS Water Well Database Source: Department of Water Resources Telephone: [PHONE REDACTED] California Drinking Water Quality Database Source: Department of Public Health Telephone: [PHONE REDACTED] The database includes all drinking water compliance and special studies monitoring for the state of California since 1984. It consists of over 3,200,000 individual analyses along with well and water system information. OTHER STATE DATABASE INFORMATION California Oil and Gas Well Locations Source: Department of Conservation Telephone: [PHONE REDACTED] Oil and Gas well locations in the state. RADON State Database: CA Radon Source: Department of Health Services Telephone: [PHONE REDACTED] Radon Database for California Area Radon Information Source: USGS Telephone: [PHONE REDACTED] The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey. The study covers the years 1986 - 1992. Where necessary data has been supplemented by information collected at private sources such as universities and research institutions. EPA Radon Zones Source: EPA Telephone: [PHONE REDACTED] Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor radon levels. TC4015472.2s Page PSGR-2 PHYSICAL SETTING SOURCE RECORDS SEARCHED ---PAGE BREAK--- OTHER Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, [PHONE REDACTED] Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration California Earthquake Fault Lines: The fault lines displayed on EDR’s Topographic map are digitized quaternary fault lines, prepared in 1975 by the United State Geological Survey. Additional information (also from 1975) regarding activity at specific fault lines comes from California’s Preliminary Fault Activity Map prepared by the California Division of Mines and Geology. STREET AND ADDRESS INFORMATION © 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material. TC4015472.2s Page PSGR-3 PHYSICAL SETTING SOURCE RECORDS SEARCHED ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX C PRELIMINARY WATER QUALITY MANAGEMENT PLAN ---PAGE BREAK--- ---PAGE BREAK--- WQ XX-XXXX County of Orange/Santa Ana Region Priority Project Water Quality Management Plan (WQMP) Project Name: Toy Story CUP Amendment PRELIMINARY WQMP 1900 S. HARBOR BLVD, Anaheim, CA APN 137-181-12, 137-181-13, 137-291-04 DEV 2014-00064 OTH AMENDMENT TO CUP2008-05390 (MASTER WQMP OTH2009-00480) Prepared for: Disneyland Resort 1313 South Harbor Boulevard, Anaheim, CA 92803 (714) 781-4000 Prepared by: Barbara L. Hall, P.E., Inc. 318 W. Evergreen Avenue, Monrovia, CA 91016 (626) 256-3220 [EMAIL REDACTED] July 15, 2014, Revised September 15, 2014 ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Owner’s Certification Toy Story CUP Amendment WQMP 09‐15‐14 Page i This Preliminary Water Quality Management Plan (WQMP) has been prepared for The Disneyland Resort by Barbara L. Hall, P.E., Inc. The WQMP is intended to comply with the requirements of the County of Orange NPDES Stormwater Program requiring the preparation of the plan. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan , including the ongoing operation and maintenance of all best management practices (BMPs), and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity. Owner: Deanna Detchemendy Title Vice President Company Walt Disney Parks and Resorts U.S., Inc. Address 500 South Buena Vista Street, Burbank CA 91521-1205 Email [EMAIL REDACTED] Telephone # I understand my responsibility to implement the provisions of this WQMP including the ongoing operation and maintenance of the best management practices (BMPs) described herein. Owner Signature Date Project Owner’s Certification Planning Application No. (If applicable) DEV 2014-00064 Grading Permit No. N/A Tract/Parcel Map and Lot(s) No. N/A Building Permit No. N/A Address of Project Site and APN (If no address, specify Tract/Parcel Map and Lot Numbers) 1900 S. Harbor Blvd, Anaheim, CA APN 137-181-12, 137-181-13, 137-291-04 ---PAGE BREAK--- ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Table of Contents Toy Story CUP Amendment WQMP 09‐15‐14 Page iii Contents Page No. Section I Permit(s) and Water Quality Conditions of Approval or Issuance 1 Section II Project Description 3 Section III Site Description 8 Section IV Best Management Practices (BMPs) 10 Section V Inspection/Maintenance Responsibility for BMPs 24 Section VI BMP Exhibit (Site Plan) 25 Section VII Educational Materials 26 Attachments Attachment A . Educational Materials ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section I Toy Story CUP Amendment WQMP 09‐15‐14 Page 1 Section I Permit(s) and Water Quality Conditions of Approval or Issuance Provide discretionary or grading/building permit information and water quality conditions of approval, or permit issuance, applied to the project. If conditions are unknown, please request applicable conditions from staff. Refer to Section 2.1 in the Technical Guidance Document (TGD) available on the OC Planning website (ocplanning.net). Project Infomation Permit/Application No. (If applicable) DEV 2014-00064 Grading or Building Permit No. (If applicable) N/A Address of Project Site (or Tract Map and Lot Number if no address) and APN 1854 S. Harbor Blvd, Anaheim, CA APN 137-181-12, 137-181-13, 137-291-04 Water Quality Conditions of Approval or Issuance Water Quality Conditions of Approval or Issuance applied to this project. (Please list verbatim.) Prior to the issuance of any grading or building permits, the applicant shall submit to the City, for review and approval, a Project WQMP. Discretionary Permits are required per The Anaheim Resort Specific Plan No. 92-2 and all Amendments as noted below. These Conditions of Approval are incorporated herein by reference. Specific Plan No. 92-2 (The Anaheim Resort Specific Plan), includes a list of conditions of approval adopted by the City of Anaheim. These conditions of approval have been amended since their initial adoption. These amended conditions of approval apply to all development within The Anaheim Resort. The Conditions of Approval for Specific Plan 92-2 with Amendments 1 through 14, inclusive, are incorporated herein by reference. Modified Mitigation Monitoring Program No. 85C (Program) (adopted by the City Council) contains the project design features and mitigation measures to be implemented as required by the certified environmental impact report (FEIR) approved in conjunction with the Anaheim Resort Specific Plan. Development within the Anaheim Resort is required to implement the provisions of this Program. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section I Toy Story CUP Amendment WQMP 09‐15‐14 Page 2 Compliance with The Anaheim Resort Specific Plan conditions of approval and the FEIR project design features / mitigation measures is documented by the City as part of the plan check/permit issuance process for individual projects within The Anaheim Resort. Conceptual WQMP Was a Conceptual Water Quality Management Plan previously approved for this project? N/A Watershed-Based Plan Conditions Provide applicable conditions from watershed - based plans including WIHMPs and Anaheim Bay-Huntington Harbor WIHMP not yet available. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 3 Section II Project Description II.1 Project Description Provide a detailed project description including:  Project areas;  Land uses;  Land cover;  Design elements;  A general description not broken down by drainage management areas (DMAs). Include attributes relevant to determining applicable source controls. Refer to Section 2.2 in the Technical Guidance Document (TGD) for information that must be included in the project description. Description of Proposed Project Development Category (From Model WQMP, Table 7.11-2; or 6. Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce. 8. All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. If the redevelopment results in the addition or replacement of less than 50 percent of the impervious area on-site and the existing development was not subject to WQMP requirement, the numeric sizing criteria discussed in Section 7.II-2.0 only applies to the addition or replacement area. If the addition or replacement accounts for 50 percent or more of the impervious area, the Project WQMP requirements apply to the entire development. Project Area (ft2): 2,167,110 Number of Dwelling Units: 0 SIC Code: NA Project Area Pervious Impervious ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 4 Area (acres or sq ft) Percentage Area (acres or sq ft) Percentage Pre-Project Conditions 1,002,751 SF 46% 1,164,359 SF 53% Post-Project Conditions 778,417 SF 36% 1,388,693 SF 64% Drainage Patterns/Connections Existing surface drainage patterns in the project area will be preserved by the proposed project. The westerly portion of the project site (approximately 8.57 acres) is composed of a large area of permeable paving and presently drains to an existing infiltration basin on Harbor Boulevard. The easterly portion drains to the existing detention basin (approximately 29 AF of capacity) in the southeast corner of the site. An existing parking area south of Pongo drains to a separate infiltration basin located east of the lot. The total Design Capture Volume (DCV) for the existing developed site is 84,843 CF. Of this, 5,556 is tributary to the infiltration area along Harbor Boulevard. Copies of the calculations from the approved WQMP for SP‐9 parking lot and the original Drainage Map can be found in Section VI. The proposed project expansion areas will drain to the existing detention basin. The BMPs selected for the proposed project are consistent with the Disneyland Resort Master Water Quality Management Plan (Master WQMP), dated May, 2011. New bioswales or Filterra biotreatment units will be constructed to pre‐ treat runoff from the added paved areas prior to discharge into the detention basin, consistent with current BMPs constructed on the site. The added DCV for the proposed expansion is 14,731 CF, for a total DCV of 94,018 cf. This equals 2.16 acre‐feet of DCV. Copies of the calculation for the DCV for the added area can be found in Section VI, as well as a proposed condition Drainage Map. The existing detention basin has an approximate capacity of 29 acre‐feet. An estimate of the drawdown time for the detention basin, based on the developed DCV of 94,018 cf (2.16 acre feet) was calculated. The drawdown time was computed based on the estimated infiltration rate provided in the Basic Infiltration Testing Report prepared by GeoMat Testing Laboratories (Project No. 8066‐01) (Geotechnical Report) for the SP‐9 parking lot dated August 18, 2008. The raw infiltration rate was determined to be 20 inches per hour. A factor of safety of 2 was applied to this rate, resulting in an infiltration rate of 10 inches per hour. The resulting drawdown calculation can be found in Section VI, along with a copy of the report. The drawdown time was computed to be 0.7 hours, or 42 minutes. Outflow from the existing detention basin is metered by the 24 inch diameter outlet, which connects to an existing 48” RCP pipe in Clementine Street, and connects to the existing MS4 system in Orangewood Avenue. The MS4 system in Orangewood Avenue flows west to Harbor Boulevard. Comparison of the existing allowable outflow and the effects of the proposed project on the basin will be provided in the project Final WQMP and Final Drainage Report. Capacity ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 5 of the existing detention basin will be reviewed and amended as needed. Narrative Project Description: (Use as much space as necessary.) The project consists of the construction of a new surface parking expansion for Guest use. New 20 foot wide landscaping buffers are proposed along the east and south property lines, and a new 16 foot screen/sound wall is proposed on the east and south property lines, adjacent to existing residential uses. The parking lot expansion will have the same access controls presently used in the existing Guest Parking area, and will be for permit parking only. Shuttle bus service is used to carry Guests from the new lot to the Resort. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 6 II.2 Potential Stormwater Pollutants Determine and list expected stormwater pollutants based on land uses and site activities. Refer to Section 2.2.2 and Table 2.1 in the Technical Guidance Document (TGD) for guidance. Pollutants of Concern Pollutant Check One for each: E=Expected to be of concern N=Not Expected to be of concern Additional Information and Comments Suspended-Solid/ Sediment E N Nutrients E N Heavy Metals E N Pathogens (Bacteria/Virus) E N Pesticides E N Oil and Grease E N Toxic Organic Compounds E N Trash and Debris E N II.3 Hydrologic Conditions of Concern Determine if streams located from the project area are potentially susceptible to hydromodification impacts. Refer to Section 2.2.3.1 in the Technical Guidance Document (TGD) for North Orange County or Section 2.2.3.2 for South Orange County. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 7 No – Show map Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the Technical Guidance Document (TGD). It is presumed that there are no potential HCOCs because the immediate receiving waters (City of Anaheim MS4 to Anaheim Barber City Channel) are “engineered, hardened and regularly maintained to ensure design flow capacity, and no sensitive stream habitat areas will be affected” ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 8 II.4 Post Development Drainage Characteristics Describe post development drainage characteristics. Refer to Section 2.2.4 in the Technical Guidance Document (TGD). Existing surface drainage patterns in the project area are generally preserved by the proposed parking lot expansion project. The new paved areas will discharge into the existing detention basin. Outflow from the existing detention basin is metered by the 24 inch diameter outlet, which connects to an existing 48” RCP pipe in Clementine Street, and connects to the existing MS4 system in Orangewood Avenue. The MS4 system in Orangewood Avenue flows west to Harbor Boulevard. Impacts to the MS4 system will be mitigated at the detention basin if needed. Outflow from the basin will not be increased. The immediate receiving water from the City of Anaheim’s MS4 is the Anaheim Barber City Channel, which connects to the Bolsa Chica Channel and drains to Sunset‐Huntington Harbour through Anaheim Bay to the Pacific Ocean. II.5 Property Ownership/Management Describe property ownership/management. Refer to Section 2.2.5 in the Technical Guidance Document (TGD). ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section II Toy Story CUP Amendment WQMP 09‐15‐14 Page 9 Property is owned and maintained by the Disneyland Resort, and will comply with the maintenance requirements previously established for the Disneyland Resort for landscape and parking lot maintenance. These procedures are on file at the City of Anaheim as part of the Anaheim Resort Specific Plan Monitoring Program. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section III Toy Story CUP Amendment WQMP 09‐15‐14 Page 10 Section III Site Description III.1 Physical Setting Fill out table with relevant information. Refer to Section 2.3.1 in the Technical Guidance Document (TGD). Name of Planned Community/Planning Area (if applicable) The Anaheim Resort Location/Address 1900 S. Harbor Blvd. Anaheim, CA 92803 General Plan Land Use Designation Parking Zoning Anaheim Resort Specific Plan 92-2 Acreage of Project Site 52.50 acres total Predominant Soil Type A III.2 Site Characteristics Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.2 in the Technical Guidance Document (TGD). Site Characteristics Precipitation Zone Zone 3 Topography The project area is presently developed as a Guest Parking Lot and is relatively flat and level. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section III Toy Story CUP Amendment WQMP 09‐15‐14 Page 11 Drainage Patterns/Connections Existing surface drainage patterns in the project area will generally be preserved by the proposed project, which is southerly to an existing detention basin in the southeast corner of the project site. Soil Type, Geology, and Infiltration Properties Soil Type A Hydrogeologic (Groundwater) Conditions Groundwater is more than 50 feet below ground surface, as documented in the Geotechnical Report for the SP-9 project. Geotechnical Conditions (relevant to infiltration) Infiltration is approved for this site, based on the information provided in the Geotechnical Report for the SP-9 project. Off-Site Drainage There are no sources of tributary drainage from off site. Utility and Infrastructure Information The presence of existing utility infrastructure does not reduce the area available for infiltration BMPs. The underground utilities present in the project area include storm drain, electrical and irrigation. III.3 Watershed Description Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.3 in the Technical Guidance Document (TGD). Receiving Waters Anaheim Barber City Channel, Bolsa Chica Channel, Anaheim Bay, Huntington Harbour 303(d) Listed Impairments Anaheim Bay – on 2006/2010 lists for metals, pesticides, toxicity, and other organics Bolsa Chica Channel – on 2006/2010 lists for metals Huntington Harbour – on 2006/2010 lists for pathogens, metals, pesticides, toxicity, and other organics Applicable N/A Pollutants of Concern for the Project Suspended solids/sediments, nutrients, heavy metals, pathogens (bacteria/virus), pesticides, oil & grease, toxic organic compounds, and trash & debris ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section III Toy Story CUP Amendment WQMP 09‐15‐14 Page 12 Environmentally Sensitive and Special Biological Significant Areas There are no Environmentally Sensitive Areas (ESAs) or Areas of Special Biological Significance (ASBSs) within the vicinity of the projects. The closest ESA is the Santa Ana River, which is approximately 0.5 miles west of the site and the closest ASBS is the Newport Beach Marine Life Refuge, which is approximately 18 miles south of the site. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 13 Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria Describe project performance criteria. Several steps must be followed in order to determine what performance criteria will apply to a project. These steps include:  If the project has an approved WIHMP or equivalent, then any watershed specific criteria must be used and the project can evaluate participation in the approved regional or sub- regional opportunities. (Please ask your assigned planner or plan checker regarding whether your project is part of an approved WIHMP or equivalent.)  Determine applicable hydromodification control performance criteria. Refer to Section 7.II- 2.4.2.2 of the Model WQMP.  Determine applicable LID performance criteria. Refer to Section 7.II-2.4.3 of the Model WQMP.  Determine applicable treatment control BMP performance criteria. Refer to Section 7.II-3.2.2 of the Model WQMP.  Calculate the LID design storm capture volume for the project. Refer to Section 7.II-2.4.3 of the Model WQMP. (NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis? YES NO If yes, describe WIHMP feasibility criteria or regional/sub-regional LID opportunities. Anaheim Bay‐Huntington Harbour WIHMP not yet available. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 14 Project Performance Criteria If HCOC exists, list applicable hydromodification control performance criteria (Section 7.II-2.4.2.2 in N/A List applicable LID performance criteria (Section 7.II-2.4.3 from Priority Projects must infiltrate, harvest and use, evapotranspire, or biotreat/biofilter, the 85th percentile, 24‐hour storm event (Design Capture Volume) List applicable treatment control BMP performance criteria (Section 7.II-3.2.2 from If it is not feasible to meet LID performance criteria through retention and/or biotreatment provided on‐site or at a sub‐regional/regional scale, then treatment control BMPs shall be provided on‐site or offsite prior to discharge to waters of the US. Sizing of treatment control BMP(s) shall be based on either the unmet volume after claiming applicable water quality credits, if appropriate (See Section 7.II‐3.1 Water Quality Credits) and as calculated in TGD Appendix VI. If treatment control BMPs can treat all of the remaining unmet volume and have a medium to high effectiveness for reducing the primary POCs, the project is considered to be in compliance; a waiver application and participation in an alternative program is not required. If the cost of providing treatment control BMPs greatly outweighs the pollution control benefits they would provide, a waiver of treatment control and LID requirements can be requested and alternative compliance approaches must be used to fulfill the remaining unmet volume (See Section 7.II‐3.3). Calculate LID design storm capture volume for Project. DCV = C x d x A = (0.75 x 0.888 +0.15=0.8161) x 0.85 in x 254,826 SF x 1 ft/12 in = 14,731 CF ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 15 IV.2. Site Design and Drainage Describe site design and drainage including  A narrative of site design practices utilized or rationale for not using practices;  A narrative of how site is designed to allow BMPs to be incorporated to the MEP  A table of DMA characteristics and list of LID BMPs proposed in each DMA.  Reference to the WQMP “BMP Exhibit.”  Calculation of Design Capture Volume (DCV) for each drainage area.  A listing of GIS coordinates for LID and Treatment Control BMPs. Refer to Section 2.4.2 in the Technical Guidance Document (TGD). The project is an expansion of the exiting Toy Story Parking Lot for Guest use. The expansion area will have new catch basins to intercept the runoff from the parking areas and landscaping. The project will incorporate pre‐treatment for runoff using biofiltration/bioretention devices to remove sediment, oil, grease and floatables prior to discharge to the underground infiltration system. Each catch basin or storm drain will have a means of prefiltration/biofiltration. This includes the use of bioretention systems, such as Filterra or Urban Green Biofilter or a bioswale of suitable size to allow for pre‐filtration. The catch basins will discharge to the existing detention basin via HDPE pipe through an existing outlet into the detention basin. Sufficient capacity in the existing detention basin is available to store and infiltrate the full DCV of 14,731 CF. The total storage volume available for the project The project may use permeable asphalt pavement for reduction of impervious surfaces. Additional biofilter areas have been added within the undeveloped area to provide biofiltration prior to discharge to the existing detention basin for infiltration of the DCV. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 16 IV.3 LID BMP Selection and Project Conformance Analysis Each sub-section below documents that the proposed design features conform to the applicable project performance criteria via check boxes, tables, calculations, narratives, and/or references to worksheets. Refer to Section 2.4.2.3 in the Technical Guidance Document (TGD) for selecting LID BMPs and Section 2.4.3 in the Technical Guidance Document (TGD) for conducting conformance analysis with project performance criteria. IV.3.1 Hydrologic Source Controls (HSCs) If required HSCs are included, fill out applicable check box forms. If the retention criteria are otherwise met with other LID BMPs, include a statement indicating HSCs not required. Name Included? Localized on-lot infiltration Impervious area dispersion (e.g. roof top disconnection) Street trees (canopy interception) Residential rain barrels (not actively managed) Green roofs/Brown roofs Blue roofs Impervious area reduction (e.g. permeable pavers, site design) (possible) Other: Other: Other: Other: Other: Other: Other: Other: ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 17 IV.3.2 Infiltration BMPs Identify infiltration BMPs to be used in project. If design volume cannot be met, state why. Name Included? Bioretention without underdrains (possible) Rain gardens Porous landscaping Infiltration planters Retention swales Infiltration trenches Infiltration basins Drywells Subsurface infiltration galleries French drains Permeable asphalt (possible) Permeable concrete Permeable concrete pavers Other: Other: Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with infiltration BMPs. If not, document how much can be met with infiltration and document why it is not feasible to meet the full volume with infiltration BMPs. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 18 The full volume will be met with infiltration BMPs. The project is presently using the existing detention basin for infiltration of the full DCV. However, the project is contemplating use of permeable asphalt paving in certain areas for pretreatment and possible reduction of the DCV. IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, describe any evapotranspiration and/or rainwater harvesting BMPs included. Name Included? All HSCs; See Section IV.3.1 Surface-based infiltration BMPs Biotreatment BMPs Above-ground cisterns and basins Underground detention Other: Other: Other: ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 19 Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with evapotranspiration and/or rainwater harvesting BMPs in combination with infiltration BMPs. If not, document below how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. Not applicable. The full DCV will be infiltrated onsite. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 20 IV.3.4 Biotreatment BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, and/or evapotranspiration and rainwater harvesting BMPs, describe biotreatment BMPs included. Include sections for selection, suitability, sizing, and infeasibility, as applicable. Name Included? Bioretention with underdrains Stormwater planter boxes with underdrains Rain gardens with underdrains Constructed wetlands Vegetated swales Vegetated filter strips Proprietary vegetated biotreatment systems Wet extended detention basin Dry extended detention basins Other: Other: Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with infiltration, evapotranspiration, rainwater harvesting and/or biotreatment BMPs. If not, document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. Not applicable. The full DCV will be infiltrated on site, with bioremediation prior to infiltration. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 21 IV.3.5 Hydromodification Control BMPs Describe hydromodification control BMPs. See Section 5 of the Technical Guidance Document (TGD). Include sections for selection, suitability, sizing, and infeasibility, as applicable. Detail compliance with Prior Conditions of Approval (if applicable). Hydromodification Control BMPs BMP Name BMP Description Not applicable. Full DCV is infiltrated on site. IV.3.6 Regional/Sub-Regional LID BMPs Describe regional/sub-regional LID BMPs in which the project will participate. Refer to Section 7.II- 2.4.3.2 of the Model WQMP. Regional/Sub-Regional LID BMPs Not applicable. Full DCV is infiltrated onsite. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 22 IV.3.7 Treatment Control BMPs Treatment control BMPs can only be considered if the project conformance analysis indicates that it is not feasible to retain the full design capture volume with LID BMPs. Describe treatment control BMPs including sections for selection, sizing, and infeasibility, as applicable. Treatment Control BMPs BMP Name BMP Description Not applicable. Full DCV is infiltrated on site. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 23 IV.3.8 Non-structural Source Control BMPs Fill out non-structural source control check box forms or provide a brief narrative explaining if non- structural source controls were not used. Non-Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable N1 Education for Property Owners, Tenants and Occupants N2 Activity Restrictions Not applicable N3 Common Area Landscape Management N4 BMP Maintenance N5 Title 22 CCR Compliance (How development will comply) No hazardous waste stored as part of this project N6 Local Industrial Permit Compliance Not an industrial use N7 Spill Contingency Plan No hazardous waste stored as part of this project N8 Underground Storage Tank Compliance No underground storage tanks on project site N9 Hazardous Materials Disclosure Compliance N10 Uniform Fire Code Implementation N11 Common Area Litter Control N12 Employee Training N13 Housekeeping of Loading Docks No loading docks on project site N14 Common Area Catch Basin Inspection N15 Street Sweeping Private Streets and Parking Lots N16 Retail Gasoline Outlets No retail gasoline outlets on project site ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 24 IV.3.9 Structural Source Control BMPs Fill out structural source control check box forms or provide a brief narrative explaining if structural source controls were not used. Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable S1 Provide storm drain system stenciling and signage S2 Design and construct outdoor material storage areas to reduce pollution introduction No outdoor storage areas included in this project S3 Design and construct trash and waste storage areas to reduce pollution introduction No trash and waste storage areas included in this project. Trash cans will be provided for collection at the shuttle drop off and pick up areas. Trash will be collected by Resort personnel in compliance with established practices. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control S5 Protect slopes and channels and provide energy dissipation No slopes or channels subject to erosion Incorporate requirements applicable to individual priority project categories (from NPDES Permit) S6 Dock areas No dock areas in this project S7 Maintenance bays No maintenance bays in this project S8 Vehicle wash areas No vehicle wash areas in this project S9 Outdoor processing areas No outdoor processing areas in this project S10 Equipment wash areas No equipment wash areas in this project S11 Fueling areas No fueling areas in this project S12 Hillside landscaping No hillsides in this project ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 25 S13 Wash water control for food preparation areas No food preparation areas in this project S14 Community car wash racks No wash racks in this project ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 26 IV.4 Alternative Compliance Plan (If Applicable) Describe an alternative compliance plan (if applicable). Include alternative compliance obligations gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the WQMP. IV.4.1 Water Quality Credits Determine if water quality credits are applicable for the project. Refer to Section 3.1 of the Model WQMP for description of credits and Appendix VI of the Technical Guidance Document (TGD) for calculation methods for applying water quality credits. Description of Proposed Project Project Types that Qualify for Water Quality Credits (Select all that apply): Redevelopment projects that reduce the overall impervious footprint of the project site. Brownfield redevelopment, meaning redevelopment, expansion, or reuse of real property which may be complicated by the presence or potential presence of hazardous substances, pollutants or contaminants, and which have the potential to contribute to adverse ground or surface WQ if not redeveloped. Higher density development projects which include two distinct categories (credits can only be taken for one category): those with more than seven units per acre of development (lower credit allowance); vertical density developments, for example, those with a Floor to Area Ratio (FAR) of 2 or those having more than 18 units per acre (greater credit allowance). Mixed use development, such as a combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that can demonstrate environmental benefits that would not be realized through single use projects (e.g. reduced vehicle trip traffic with the potential to reduce sources of water or air pollution). Transit-oriented developments, such as a mixed use residential or commercial area designed to maximize access to public transportation; similar to above criterion, but where the development center is within one half mile of a mass transit center (e.g. bus, rail, light rail or commuter train station). Such projects would not be able to take credit for both categories, but may have greater credit assigned Redevelopment projects in an established historic district, historic preservation area, or similar significant city area including core City Center areas (to be defined through mapping). Developments with dedication of undeveloped portions to parks, preservation areas and other pervious uses. Developments in a city center area. Developments in historic districts or historic preservation areas. Live-work developments, a variety of developments designed to support residential and vocational needs together – similar to criteria to mixed use development; would not be able to take credit for both categories. In-fill projects, the conversion of empty lots and other underused spaces into more beneficially used spaces, such as residential or commercial areas. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section IV Toy Story CUP Amendment WQMP 09‐15‐14 Page 27 Calculation of Water Quality Credits (if applicable) Water Quality Credits are not requested and are not applicable to this project. The full DCV will be infiltrated on site. IV.4.2 Alternative Compliance Plan Information Describe an alternative compliance plan (if applicable). Include alternative compliance obligations gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the Model WQMP. Not Applicable. Entire DCV will be infiltrated onsite. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section V Toy Story CUP Amendment WQMP 09‐15‐14 Page 28 Section V Inspection/Maintenance Responsibility for BMPs Fill out information in table below. Prepare and attach an Operation and Maintenance Plan. Identify the funding mechanism through which BMPs will be maintained. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Refer to Section 7.II 4.0 in the Model WQMP. BMP Inspection/Maintenance BMP Responsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities N1, Education for Property Owners, Tenants and Occupants Director, Environmental Affairs and Conservation Owner, tenants, and contracted personnel are provided training using specified materials. Educational Materials updated as needed N3, Common Area Landscape Management Director, Horticulture and Resort Enhancement Verify that the irrigation system is working properly; Check for broken sprinkler heads and verify proper coverage. Adjust valve run times to avoid over‐ watering and/or ponding in landscape areas. Ongoing; system to be repaired or replaced as necessary N4, BMP Maintenance Director, Engineering Services Verify BMP is operating as intended; verify that no damage has occurred after storm events. Inspected and/or cleaned quarterly, and as needed N9, Hazardous Materials Disclosure Compliance General Manager, Security & Emergency Services Comply with County/City ordinances on Hazardous Materials Disclosure. Ongoing ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section V Toy Story CUP Amendment WQMP 09‐15‐14 Page 29 N10, Uniform Fire Code Implementation General Manager, Security & Emergency Services Comply with Article 80 of the Uniform Fire Code. Ongoing N11, Common Area Litter Control General Manager, Park Operations and Guest Services Pick up debris and trash to maintain a clean site. Sweep out trash storage area(s) and pick up loose debris and trash. Daily litter removal N12, Employee Training Director, Environmental Affairs and Conservation Employees responsible for the implementation of this WQMP shall be familiar with this document and shall be provided with classes, seminars, etc. to satisfy on‐going BMP training. Training within one month of start date, annually thereafter (prior to October 1st) N14, Common Area Catch Basin Inspection Director, Engineering Services Inspect drain inlets and catch basins. Ensure that area drains in landscaped areas are clear of debris and sediment. Rainy Season: Once prior to October 1st and or as needed thereafter Dry Season: As needed N15, Street Sweeping Private Streets and Parking Lots General Manager, Park Operations and Guest Services Sweep parking lot using street sweepers. Twice per week. S1, Provide storm drain stencilling and signage Director, Engineering Services Verify legibility of prohibitive language markers and signs at storm drain inlets and catch basins and replace as needed. Annually, replace as needed S4, Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control Director, Horticulture and Resort Enhancement Implement application methods of irrigation water to minimize runoff of excess irrigation water into the storm water correct as needed ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section V Toy Story CUP Amendment WQMP 09‐15‐14 Page 30 conveyance system, correct as necessary. TC‐11 Infiltration Basin Director, Engineering Services Rainy Season: Inspected prior to October 1st then weekly and after major storm events Dry Season: quarterly or as needed and clean as needed Inspect biofiltration pre‐treatment devices for accumulation of floatables and sediment weekly and after every major storm event. Inspect the sediment trap/filter of the StormChamber™ weekly and after every major storm event. Clean as needed. ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section VI Toy Story CUP Amendment WQMP 09‐15‐14 Page 31 Section VI BMP Exhibit (Site Plan) VI.1 BMP Exhibit (Site Plan) Include a BMP Exhibit (Site Plan), at a size no less than 24” by 36,” which includes the following minimum information:  Insert in the title block (lower right hand corner) of BMP Exhibit: the WQMP Number (assigned by staff) and the grading/building or Planning Application permit numbers  Project location (address, tract/lot number(s), etc.)  Site boundary  Land uses and land covers, as applicable  Suitability/feasibility constraints  Structural BMP locations  Drainage delineations and flow information  Delineate the area being treated by each structural BMP  GIS coordinates for LID and Treatment Control BMPs  Drainage connections  BMP details  Preparer name and stamp Please do not include any areas outside of the project area or any information not related to drainage or water quality. The approved BMP Exhibit (Site Plan) shall be submitted as a plan sheet on all grading and building plan sets submitted for plan check review and approval. The BMP Exhibit shall be at the same size as the rest of the plan sheets in the submittal and shall have an approval stamp and signature prior to plan check submittal. VI.2 Submittal and Recordation of Water Quality Management Plan Following approval of the Final Project-Specific WQMP, three copies of the approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be submitted. In addition, these documents shall be submitted in a PDF format. Each approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be recorded in the Orange County Clerk-Recorder’s Office, prior to close-out of grading and/or building permit. Educational Materials are not required to be included. ---PAGE BREAK--- Toy Story CUP Amendment – DESIGN CAPTURE VOLUME Total Project Area: 254,826 SF (5.85 ac) Pervious Area: 29,621 SF (0.68 ac) Impervious Area: 225,205 SF (5.17 ac) Volume-based BMP sizing is based upon the Design Capture Volume (DCV), which is the 85th percentile, 24-hour storm event, and is calculated by Equation III.1 in the TGD: 𝐷𝐶𝑉= 𝐶 𝑥 𝑑 𝑥 𝐴 𝑥 43,560 𝑆𝐹 𝑎𝑐 𝑥 1 𝑓𝑡 12 𝑖𝑛 Where C = runoff coefficient = 0.75 x impervious fraction of drainage area + 0.15 d = storm depth (inches, Figure III.1 in TGD) = 0.85 in for Disneyland Resort A = tributary area (acres) Design Capture Volume For the Total Project Area: DCV = C x d x AT = (0.75 x 0.888+0.15=0.8161) x 0.85 in x 254,826 SF x 1 ft/12 in = 14,731 CF ---PAGE BREAK--- Job: Toy Story CUP Amendment Conceptual WQMP Calculated by: Barbara L. Hall, P.E., Inc. Date: 9/15/2014 Page 1 of 1 Size of Detention Basin: DCV tributary to Detention Basin = 94, 018 CF = 2.16 acre‐feet Volume of Detention Basin = 29.1 acre‐feet Area of Detention Basin, from grading plan = 164,000 sf BMP: Design for Infiltration Trench Given:  DCV = 94,018 ft3  Area of detention basin estimated to be min = 164,000 ft2  R = Ksat, measured = 20.0 in/hour (from Infiltration test)  Factor of Safety = 2  R = Ksat/2 = 20 in/hr / 2 = 10 in/hr Calculation: i. Drawdown Time for detention basin: D = Required Depth of Detention Basin = 94018 cf/164000 sf = 0.6 feet T = Time for Drawdown to occur R = Infiltration rate = 10 inches/hour T=D/R T= (0.6 ft * 12 in/ft)/ (10.0 in/hour) = 0.7 hours T= 0.7 hours < 48 hours ∴ Ok. ---PAGE BREAK--- WOODY LOT SP-9 BUZZ LOT SP-8 PONGO LOT SP-3B EXISTING DETENTION BASIN VOLUME = ~29 AC-FT SEDIMENT FOREBAY VOLUME = 0.25 AC-FT A B C F G E H I # # # # # # # # # !C !C "J E FIGURE 3-3-B Disneyland Resort Offsite Drainage Basins and Treatment BMP's Compass Rose GIS May 27, 2011 0 100 200 300 50 FEET 1 inch = 250 feet Legend ( Connection Point ) Sampling Point Drain Inlet Filter % Dry Well Infiltration Trench Oil/Water Separator % Porous Pavement Detention k Rain Diversion Valve X Underground Filtration Basin # Vegetated (Grass) Swales Drainage Basin Detention Basin "J Infiltration Basin !C ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Priority Project Water Quality Management Plan (WQMP) Toy Story CUP Amendment DISNEYLAND RESORT Section VII Toy Story CUP Amendment WQMP 09‐15‐14 Page 32 Section VII Educational Materials Refer to the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. Please only attach the educational materials specifically applicable to this project. Other materials specific to the project may be included as well and must be attached. Education Materials Residential Material (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If Applicable The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable Water Use Proper Maintenance Practices for Your Business Household Tips Other Material Check If Attached Proper Disposal of Household Hazardous Waste Recycle at Your Local Used Oil Collection Center (North County) Recycle at Your Local Used Oil Collection Center (Central County) Recycle at Your Local Used Oil Collection Center (South County) Tips for Maintaining a Septic Tank System Responsible Pest Control Sewer Spill Tips for the Home Improvement Projects Tips for Horse Care Tips for Landscaping and Gardening Tips for Pet Care Tips for Pool Maintenance Tips for Residential Pool, Landscape and Hardscape Drains Tips for Projects Using Paint ---PAGE BREAK--- APPENDIX D DRAINAGE REPORT ---PAGE BREAK--- ---PAGE BREAK--- Preliminary Drainage Report Toy Story Parking Lot Expansion 1900-2000 S Harbor Boulevard, Anaheim, CA DEV2014-00064 (CUP2006-05103B & CUP 2008-05390) OTH 2014-00723 Prepared: August 12, 2014 Revised: August 29, 2014 Prepared for: Disneyland Resort 1313 South Harbor Boulevard Anaheim, CA 92803 Prepared by: Barbara L. Hall, P. Inc. 318 W. Evergreen Avenue Monrovia, CA 91016 (626) 256-3220 Filename: P:\SHARED\D\SP9\DOCS\HYDROLOGY\HYDRO_BUZZ & PONGO.DOCX ---PAGE BREAK--- Table of Contents Existing Proposed Drainage System Methodology and Conclusions Recommendations Appendix A: Hydrology Calculations Appendix B: Hydrology Maps ii ---PAGE BREAK--- Purpose The purpose of this report is to determine the anticipated storm water runoff from the proposed expansion of the Toy Story Parking Lot project and compare the runoff developed from pre and post development conditions. This preliminary report reviews the size of the existing on-site detention basin to determine if sufficient capacity is available for the incremental runoff from the parking area expansion. Existing Conditions The project site is located at 1900-2000 South Harbor Boulevard (Location Map – Exhibit The site is in the Anaheim Resort Specific Plan 92-2, and is known as the Toy Story Parking Lot (SP-3B, SP-8, & SP-9) for guest parking at the Disneyland Resort. The existing parking lot has a gross area of approximately 55.5 acres. The site is zoned commercial recreation (CR). Standard Industrial Code (SIC) for automobile parking is 7521. The previous expansion for this parking lot was approved under CUP 2008-05390 and grading permit GRA 2008-02726. A Vicinity Map showing the Toy Story Parking Lot and the surrounding area is included as Exhibit 2. The site is bounded on the north by the existing Disney cast member parking lot, Katella Cast Member Lot (KCML) and a hotel along Katella Avenue, on the west by Harbor Boulevard (and the Anaheim Convention Center), on the south by multi-family residential along Orangewood Avenue, and on the east by multi-family residential along Haster Boulevard. The site is used for guest parking for the Disneyland Resort. A portion of the site presently serves as overflow parking for the KCML parking lot (referred to as the Pongo Lot) and for the Anaheim Convention Center (referred to as the Buzz Lot). In addition, there is a large existing detention basin in the southeast corner that serves as a mitigation measure for large, peak storm events. Existing Site Hydrology The site is in Drainage Area 25 of the City of Anaheim Master Plan of Storm Drainage for East Garden Grove Wintersburg Area (EGGWA Plan) for Drainage Basin 25. The site is divided into two drainage areas, 2553 and 2566. Drainage Area 2553 is approximately 19 acres, and is tributary to Harbor Boulevard. Drainage Area 2566 is approximately 36.5 acres, and is tributary to an existing storm drain system in an easement located in vacated Clementine Street. The site is part of the larger drainage area tributary to the existing Haster Retarding Basin located in the City of Garden Grove and is part of the Westminster Watershed. Storm flows are delivered to this basin through the existing MS4 system in Harbor Boulevard. Discharge from the Haster Basin is a trapezoidal channel delineated as C05 which eventually runs southwesterly, approximately 12 miles to its outfall at Bolsa Chica Ecological Reserve (see enclosed Orange County Flood Control Maps, Attachment No off-site runoff enters the project area from any direction. The existing parking lot drains in two directions as identified in the EGGWA Plan. The site Pre-Development Hydrology Map is included in Appendix B. The site was raised approximately 5 feet midway between the Pongo Lot and Harbor Boulevard to allow a majority of the site to drain toward the existing detention basin Preliminary Drainage Report 1 Toy Story Parking Lot Expansion ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- located in the south east portion of the site. This grading was performed under Permit GRA 2008-02726. Runoff from the site is collected on-site in a private storm drain system consisting of curb cut inlets leading to an extensive system of bioswales/v-channels. Approximately 1200 lf of bioswale/v-channel collects runoff from the westerly 37% of the site and conveys both first flush and higher flows for retention to an infiltration basin trench running parallel to Harbor Boulevard. The remaining 63% of flows is conveyed through 2200 lf of bioswale/v-channel to two existing storm drain pipes and then to the existing sediment forbay, prior to flowing into the existing detention basin. From the existing detention basin, an existing 24” RCP conveys overflow storm water to an existing 48” RCP which extends in an easement in vacated Clementine Street and connects to the MS4 system in Orangewood Avenue and then to Harbor Boulevard. The existing connection to the public storm drain restricts outflow from the detention basin to a predetermined amount. At present, the detention basin has a documented storage capacity of 29.1 ac ft. The sizing calculations are included in the supporting hydrology study and WQMP approved for GRA 2008-02776. Copies of the tabulated results of this study can be found in Appendix A. The remaining 37% of the parking lot is covered with permeable asphalt pavement. This is designated as area A on the Pre-Development Hydrology Map. This area drains westerly, toward Harbor Boulevard, into the existing infiltration basin, parallel to Harbor Boulevard. The location of this infiltration basin is found on the Pre-Development Hydrology Map. Proposed Project The proposed project consists of expanding the existing parking areas designated as Pongo and Buzz (see Exhibit 2) within the existing SP-9 parking lot. This expansion is considered part of the build out for this property. The Post-Development Hydrology Map showing the post development drainage areas can be found in Appendix B. The existing drainage conditions are preserved as part of the expansion project. The paving of the two expansion areas increases the amount of anticipated runoff, as documented in the preliminary drainage calculations, found in Appendix A. All other drainage patterns and flow conditions remain unchanged. The Pongo area of the parking lot consists of a total of 7.85 acres (drainage areas E and a portion of of which 4.91 is existing paved parking to be restriped as guest speed parking, and 2.94 acres is new paved guest parking area with speed parking layout. The remainder of drainage area H (6.22 acres) is the existing detention basin. Area H has been divided into 2 areas, area H (the Pongo expansion area) and Area D, which is the detention basin. The Buzz portion of the Lot consists of a total of 12.77 acres (drainage areas F and of which 9.73 acres is existing paved parking to remain as presently striped, and 3.04 acres is new paved guest parking area with speed parking layout. New landscaping buffers and a 16 foot tall sound wall are proposed along the east and south property lines, where the new parking areas are adjacent to existing residential uses. The sound Preliminary Drainage Report 2 Toy Story Parking Lot Expansion ---PAGE BREAK--- walls are required to mitigate noise from the parking areas impacting the adjacent residential uses. The parking lot will use the existing access controls and will be for permit parking only. The parking expansion areas will drain to the existing detention basin, as they do in their present, undeveloped condition. In compliance with the Project Preliminary WQMP, new bioswales will be constructed for pretreatment of storm water from these areas, prior to discharge into the detention basin for infiltration of the full Design Capture Volume (DCV). The detention basin has a documented storage capacity of 29.1 ac ft. and a measured outflow to limit the runoff entering the City storm drain system. This outflow is only be used when the runoff exceeds the capacity of the detention basin. Drainage System, Methodology and Calculations The project is located in Drainage Area 25 of the City of Anaheim Master Plan of Drainage for the East Garden Grove Wintersburg Channel Tributary Area. There are no public storm drain facilities identified for improvement within the project site. The soil type for this site is Type A, as shown on the Soil Maps included in the Hydrology Manual. Post development condition hydrology calculations for the expansion in drainage areas F, G and H for the 2, 10, 25, and 100 year storm events were computed, as required in the City Master Plan of Storm Drainage. The resulting calculations can be found in Appendix A. Calculations for the existing condition were obtained from the previously approved drainage study prepared for the Toy Story (SP-9) parking lot by AECOM, for grading permit number GRA 2008-02726. The tabulated calculations prepared by AECOM can be found in Appendix A and are included for reference. The corresponding map identifying the sub-areas and nodes is included for reference, and can be found in Appendix B. Calculations to estimate the storm water runoff from the proposed project developed condition were performed using the WinTR-55 Small Watershed Hydrology Program from USDA. The WinTR-55 calculator program was developed by the USDA to compute runoff from small watersheds, and is allowed for use in small watersheds per the Technical Guidance Document Appendix IV - Approved Methods for Quantifying Hydrologic Conditions of Concern (North Orange County). This method was used to estimate the runoff from the developed condition for this conceptual report, and results in conservative values for the estimated runoff. The final drainage report for the construction of this project will incorporate final hydrology and hydraulic calculations using AES software, and will be based on final design documents. The final drainage report will be submitted to the City of Anaheim for approval at the time of permit document submittal for this project Values for the precipitation data developed in the Orange County Hydrology Manual, and subsequent addendum, were used in the program to develop the runoff rates. The 24 hour rainfall amount in inches was used for these calculations. Subarea development for the pre development and post development conditions are shown on the Hydrology Maps found in Appendix B. The resulting calculations can be found in Appendix A, and are summarized in the table below. Preliminary Drainage Report 3 Toy Story Parking Lot Expansion ---PAGE BREAK--- Pre-Development Condition 2 Year Storm 10 Year Storm 25 Year Storm 100 Year Storm Drainage Areas F, G & H 10.78 cfs 25.53 cfs 33.00 cfs 32.23 cfs Post –Development Condition 2 Year Storm 10 Year Storm 25 Year Storm 100 Year Storm Drainage Areas F, G & H 11.81 cfs 28.09 cfs 36.35 cfs 47.93 cfs An estimate of the drawdown time for the detention basin, based on the developed 100 year storm volume of of 698,267 CF (16.03 acre feet) was calculated. The drawdown time was computed based on the estimated infiltration rate provided in the Basic Infiltration Testing Report prepared by GeoMat Testing Laboratories (Project No. 8066-01) (Geotechnical Report) for the SP-9 parking lot dated August 18, 2008. The raw infiltration rate was determined to be 20 inches per hour. A factor of safety of 4 was applied to this rate, resulting in an infiltration rate of 5 inches per hour. The resulting drawdown calculation can be found in Appendix A, along with a copy of the report. Based on this information, the drawdown time was computed to be 10.22 hours. Conclusions AECOM calculated the pre-development runoff from Drainage Areas F, G & H to be 25.53 cfs for the 10 year storm. The post development runoff for those same Drainage Areas for the 10 year storm was calculated to be 28.09 cfs. This is an increase of 2.56 cfs, or approximately 10%. AECOM calculated the pre-development runoff from Drainage Areas F, G & H for the 100 year storm to be 32.23 cfs. The post-development 100 year storm runoff was calculated to be 47.93 cfs. This is an increase of 15.61 cfs, or approximately 48%. In comparing the pre-development condition with the post-development condition, this increase in runoff is not unexpected due to the replacement of permeable surface with impermeable surface. The project will construct new bioswales for pretreatment of the runoff from the new impermeable surfaces, based on the requirements of the WQMP. These bioswales and associated storm drain piping, will be sized to convey the 100 year storm event to the detention basin. This system will deliver runoff (pre-treated using biofiltration) to the existing detention basin for infiltration of the full Design Capture Volume (DCV) required by the Water Quality Management Plan for the project. The detention basin has a documented capacity of 29.1 acre-feet. The tributary area of the existing project to the detention basin required 12.40 acre-feet of storage. Drainage Areas F, G & H required 5.87 acre-feet of storage. The estimated storage volume required in the post development condition for Drainage Areas F, G & H is 9.5 acre-feet. The incremental storage added to the system by this project is estimated to be 3.63 acre-feet. The total storage required for the developed condition is 16.03 acre-feet. The estimated drawdown time for infiltration of the runoff volume from the 100 year storm in the detention basin was computed to be 10.22 Preliminary Drainage Report 4 Toy Story Parking Lot Expansion ---PAGE BREAK--- hours. Should multiple storms occur within a day or two prior to a capital storm event (100 year), the detention basin is expected to empty at a rate sufficient to preserve the 100 year storm capacity. This project does not alter approved, existing, and developed drainage patterns, hence the calculations for those areas were not recomputed. An analysis of the basin inflow/outflow will be prepared as part of the Final Drainage Report submitted with the Construction Documents for this project. Should there be an increase in the calculated outflow, the detention basin size will be increased to mitigate the increase in outflow. Recommendations The project will construct new bioswales for pretreatment of the Design Capture Volume, computed as part of the Water Quality Management Plan (WQMP) for this project. This system will deliver treated runoff from these expansion areas to the existing detention basin for infiltration of the full Design Capture Volume (DCV) required by the project WQMP. The bioswales will be sized to convey the 100 year storm runoff to the detention basin. If sufficient area is available, the bioswales may be sized to infiltrate all or a portion of the DCV computed as part of the final WQMP for this project. This will be determined during the final design phase for this expansion project. The proposed project adds approximately 3.63 acre-feet to the required storage volume. This results in a total volume of 16.03 acre-feet entering the detention basin in the 100 year storm event. That is an increase of 29%. However, the detention basin has a documented capacity of 29.1 acre-feet, well in excess of the volume generated in the 100 year storm by the proposed project. The estimated drawdown time for the detention basin volume, based on the 100 year storm volume and documented infiltration rate, is 10.22 hours. It is anticipated that there will be enough time between major storm events to allow the detention basin to empty sufficiently to accept runoff from the next storm event. Monitoring and maintenance of the detention basin is required as part of the approval of the project WQMP for the SP-9 Parking Lot. Disneyland Resort maintenance personnel monitor and maintain the basin as part of the routine maintenance program instituted for this site. The basin is inspected after each storm event, at which time it could be determined if infiltration of the previous storm runoff was impeded in some way. Measures would be implemented to ensure sufficient capacity is available, should a major storm event be expected within 24 hours, including pumping to the existing basin outlet. An analysis will be provided in the Final Drainage Report for the project construction documents submitted for permitting, documenting basin inflow and outflow in the developed condition. Should there be any increase in calculated basin outflow, the detention basin size will be increased to reduce the calculated outflow to equal the outflow from the existing condition. Preliminary Drainage Report 5 Toy Story Parking Lot Expansion ---PAGE BREAK--- Preliminary Drainage Report 1 Toy Story Parking Lot Expansion Appendix A: Hydrology Calculations ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- WinTR-55 Current Data Description Identification Data User: BLHall PE Date: 8/14/2014 Project: Toy Story Parking Expansion Units: English SubTitle: Preliminary Hydrology Report Post Development Areal Units: Acres State: California County: Orange Filename: P:\shared\d\SP9\docs\Hydrology\Toy Story Expansion Post Dev.w55 Sub-Area Data Name Description Reach Area(ac) RCN Tc F9 Buzz 30' SD 3.75 90 0.1 F8 Buzz 30' SD 3.67 90 0.1 F10 Buzz 30' SD 1.05 90 .147 G16 Buzz 30' SD 0.99 90 .171 G15 Buzz Expansion 30' SD 3.04 90 0.1 G14 Buzz 30' SD 0.27 90 .292 H18 Pongo Expansion Spillway 2.94 90 .402 H19 Detention Basin Detention 6.22 40 .39 Total area: 21.93 (ac) Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 2.05 3.03 3.68 4.49 .0 5.63 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type I Dimensionless Unit Hydrograph: WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:25:22 PM Pre-Development Calculations 2, 10, 25 and 100 year Storms ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report Post Development Orange County, California Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 2.05 3.03 3.68 4.49 .0 5.63 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type I Dimensionless Unit Hydrograph: WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:25:22 PM ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report Post Development Orange County, California Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 2-Yr 5-Yr 10-Yr 25-Yr 100-Yr Identifier (cfs) (cfs) (cfs) (cfs) (cfs) SUBAREAS F9 3.28 5.94 7.75 10.02 13.20 F8 3.20 5.81 7.58 9.80 12.91 F10 0.85 1.54 2.01 2.60 3.42 G16 0.78 1.40 1.83 2.37 3.12 G15 2.66 4.82 6.28 8.12 10.70 G14 0.18 0.33 0.43 0.55 0.73 H18 1.71 3.12 4.07 5.27 6.96 H19 .00 .00 .00 0.08 0.20 REACHES 30' SD 10.78 19.55 25.53 33.00 43.49 Down 10.76 19.53 25.48 32.93 43.39 Spillway 1.71 3.12 4.07 5.27 6.96 Down 1.71 3.12 4.07 5.27 6.96 Detention .00 .00 .00 0.08 0.20 Down .00 .00 .00 0.08 0.20 OUTLET 11.81 21.48 28.09 36.35 47.93 WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:25:22 PM ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report Post Development Orange County, California Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) F9 3.75 0.100 90 30' SD Buzz F8 3.67 0.100 90 30' SD Buzz F10 1.05 0.147 90 30' SD Buzz G16 .99 0.171 90 30' SD Buzz G15 3.04 0.100 90 30' SD Buzz Expansion G14 .27 0.292 90 30' SD Buzz H18 2.94 0.402 90 Spillway Pongo Expansion H19 6.22 0.390 40 Detention Detention Basin Total Area: 21.93 (ac) WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:25:22 PM ---PAGE BREAK--- WinTR-55 Current Data Description Identification Data User: BLHall PE Date: 8/14/2014 Project: Toy Story Parking Expansion Units: English SubTitle: Preliminary Hydrology Report - Pre Development Areal Units: Acres State: California County: Orange Filename: P:\shared\d\SP9\docs\Hydrology\Toy Story Expansion.w55 Sub-Area Data Name Description Reach Area(ac) RCN Tc F9 30' SD 3.75 90 0.1 F8 30' SD 3.67 90 0.1 F10 30' SD 1.05 90 .147 G16 30' SD 0.99 90 .171 G15 30' SD 3.04 40 0.1 G14 30' SD 0.27 90 .292 H18 30' SD 9.16 40 .402 Total area: 21.93 (ac) Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 2.05 3.03 3.68 4.49 .0 5.63 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type I Dimensionless Unit Hydrograph: WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:26:02 PM Post-Development Calculations 2, 10, 25 and 100 year Storms ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report - Pre Development Orange County, California Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 2.05 3.03 3.68 4.49 .0 5.63 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type I Dimensionless Unit Hydrograph: WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:26:02 PM ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report - Pre Development Orange County, California Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 2-Yr 5-Yr 10-Yr 25-Yr 100-Yr Identifier (cfs) (cfs) (cfs) (cfs) (cfs) SUBAREAS F9 3.28 5.94 7.75 10.02 13.20 F8 3.20 5.81 7.58 9.80 12.91 F10 0.85 1.54 2.01 2.60 3.42 G16 0.78 1.40 1.83 2.37 3.12 G15 .00 .00 .00 .00 0.10 G14 0.18 0.33 0.43 0.55 0.73 H18 .00 .00 .00 0.12 0.30 REACHES 30' SD 8.13 14.75 19.26 24.88 32.81 Down 8.12 14.73 19.22 24.85 32.75 OUTLET 8.12 14.73 19.22 24.85 32.75 WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:26:02 PM ---PAGE BREAK--- BLHall PE Toy Story Parking Expansion Preliminary Hydrology Report - Pre Development Orange County, California Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) F9 3.75 0.100 90 30' SD F8 3.67 0.100 90 30' SD F10 1.05 0.147 90 30' SD G16 .99 0.171 90 30' SD G15 3.04 0.100 40 30' SD G14 .27 0.292 90 30' SD H18 9.16 0.402 40 30' SD Total Area: 21.93 (ac) WinTR-55, Version 1.00.10 Page 1 8/14/2014 9:26:02 PM ---PAGE BREAK--- Job: Toy Story CUP Amendment Preliminary Drainage Report Calculated by: Barbara L. Hall, P.E., Inc. Date: 9/15/2014 Size of Detention Basin: 100 year storm tributary to Detention Basin = 698,267 CF = 16.03 acre-feet Volume of Detention Basin = 29.1 acre-feet Area of Detention Basin, from grading plan = 164,000 sf BMP: Compute Drawdown Time to Evacuate 100 year Storm Given: • 100 year storm volume = 698,267 ft3 • Area of detention basin estimated to be min = 164,000 ft2 • R = Ksat, measured = 20.0 in/hour (from Infiltration test) • Factor of Safety = 4 • R = Ksat/2 = 20 in/hr / 4 = 5 in/hr Calculation: 1. Drawdown Time for detention basin: D = Estimated Depth of Runoff in Detention Basin = 698,267 cf/164000 sf = 4.26 feet T = Time for Drawdown to occur R = Infiltration rate = 5 inches/hour T=D/R T= (4.26 ft * 12 in/ft)/ (5 in/hour) = 10.22 hours T= 10.22 hours < 48 hours ∴ Ok. Page 1 of 1 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Preliminary Drainage Report 2 Toy Story Parking Lot Expansion Appendix B: Hydrology Maps ---PAGE BREAK--- 2566 2502 2534 (See Note 1) 2545 2532 2575 2574 2504 2533 2505 2541 2563 2553 2536 2506 2503 2554 2538 2576 2577 2542 2543 (See Note 1) 2544 2552 2567 2573 2572 2540 2535.5 2561 2501 2571 2531 2551 I-5 HARBOR BLVD CHAPMAN AVE HASTER ST KATELLA AVE WILKEN WAY ORANGEWOOD AVE SIMMONS AVE SPINNAKER ST TILLER AVE VERN ST OERTLEY DR SIRIUS AVE LEATRICE LN MALLUL DR BLUEBELL AVE WAKEFIELD AVE ANCHOR ST DANA ST CLIFFWOOD AVE PEARSON AVE ZEYN ST JETTY DR ACAMA ST YUCCA AVE CAMINO ST CONVENTION WAY BRODEN ST MOUNTAIN VIEW AVE SPRAGUE LN MIRA CT NAUTICAL ST SAGE ST MADRID ST CUTTY WAY TROY ST CLEMENTINE ST BINNACLE AVE LAMARK DR ADRIAN ST CLAUDINA WAY HALYARD LN WILLOWBROOK LN BEAUXWOOD ST DOWNING ST BLUEBELL PL MOUNT VIEW AVE STAY COURT AVE CLIFFWOOD CIR BINNACLE AVE CLEMENTINE ST TILLER AVE I-5 JETTY DR WILLOWBROOK LN HASTER ST HASTER ST I-5 I-5 I-5 SIRIUS AVE I-5 MOUNTAIN VIEW AVE WILKEN WAY CLIFFWOOD AVE I-5 SIMMONS AVE SIMMONS AVE SPINNAKER ST TILLER AVE CLIFFWOOD AVE I-5 JETTY DR WILKEN WAY I-5 BLUEBELL AVE ORANGEWOOD AVE SIMMONS AVE CLIFFWOOD AVE I-5 CLIFFWOOD AVE NAUTICAL ST 72'' RCP 84'' RCP 63'' RCP 75'' RCP 66'' RCP 78'' RCP 60'' RCP 36'' RCP 27'' RCP 39'' RCP 96'' RCP 54'' RCP 10' X RCP 30'' RCP 21'' RCP 11' x RCP 48'' RCP 18'' AP 12' x RCP 33'' RCP 7'x3''' RCB 18'' RCP 18'' ADS 42'' RCP 24'' RCP PVC 12'X7''' RCP 24'' ADS 36'' ALUM 18'' ALUM 15'' PVC 21'' PVC 36'' ADS 27'' PVC 18'' PVC 14" X 23"'' RCP 4'x1''' RCB ADS 10'' PVC 12'' RCP 12'' PVC 12'' ADS RCP 12' x RCB RCP PVC 24'' PVC 12' x RCP PVC RCP RCP 10'' RCP 27'' RCP 84'' RCP 24'' RCP 24'' RCP 24'' RCP 48'' RCP 30'' RCP 18'' AP 18'' AP 18'' RCP 18'' RCP 18'' AP ADS 36'' RCP 24'' RCP 12'' ADS 18'' AP 66'' RCP 18'' RCP 24'' RCP 24'' RCP 18'' RCP ADS 24'' RCP 24'' RCP 30'' RCP 36'' RCP 18'' RCP 11' x RCP 21'' RCP 18'' RCP 18'' RCP 12'' ADS 18'' RCP 18'' RCP 18'' AP 24'' RCP 18'' RCP 36'' RCP 39'' RCP 27'' RCP 63'' RCP PVC ADS 18'' AP 18'' RCP 18'' RCP ADS ADS 18'' RCP 12'' ADS 18'' RCP 18'' RCP 18'' RCP 63'' RCP 63'' RCP 96'' RCP ADS 30'' RCP 48'' RCP 18'' RCP 36'' RCP PVC 60'' RCP 18'' RCP PVC 12'' ADS 24'' RCP 63'' RCP 30'' RCP 18'' ADS 27'' PVC ADS 18'' RCP 27'' RCP 36'' RCP 36'' RCP 18'' RCP ADS 18'' RCP 18'' PVC PVC 24'' RCP 72'' RCP 24'' RCP 18'' RCP 18'' RCP 18'' RCP 36'' RCP ADS 24'' RCP 36'' RCP ADS 24'' RCP 12'' PVC 24'' RCP 63'' RCP 18'' RCP 36'' RCP 18'' AP 18'' RCP 18'' RCP 24'' RCP 18'' RCP 36'' RCP 48'' RCP 18'' RCP 36'' RCP 18'' RCP 24'' RCP 18'' RCP 24'' RCP 72'' RCP 24'' RCP 24'' RCP 30'' RCP 36'' RCP 96" RCP 48" RCP 36" RCP 30" RCP 24" RCP 30" RCP 30" RCP 36" RCP 48" RCP Ë É 8 Ë É 3 Ë É 2 Ë É 7 Ë É 2 Ë É 2 Ë É 44 Ë É 50 Ë É 65 Ë É 90 Ë É 60 Ë É 20 Ë É 70 Ë É 65 Ë É 80 Ë É 70 Ë É 36 Ë É 65 Ë É 13 Ë É 39 Ë É 29 Ë É 10 Ë É 230 Ë É 290 Ë É 330 Ë É 290 Ë É 420 Ë É 120 Ë É 130 Ë É 120 Ë É 230 Ë É 240 Ë É 420 Ë É 425 Ë É 420 Ë É 330 ! = 2572 5 ! = 2550 - ! = 2500 - ! = 2501 1 ! = 2530 - ! = 2531 1 ! = 2562 3 ! = 2561 3 ! = 2560 - ! = 2571 1 ! = 2570 - ! = 2551 1 ! = 2552 6 ! = 2532 25 ! = 2502 34 ! = 2505 84 ! = 2503 44 ! = 2504 65 ! = 2566 60 ! = 2565 16 ! = 2564 16 ! = 2563 16 ! = 2506 95 ! = 2533 44 ! = 2534 76 ! = 2567 65 ! = 2577 73 ! = 2576 64 ! = 2574 32 ! = 2575 56 ! = 2573 10 ! = 2554 29 ! = 2553 19 ! = 2538 261 ! = 2542 392 ! = 2535 171 ! = 2536 187 ! = 2537 252 ! = 2543 399 ! = 2544 404 ! = 2541 384 ! = 2540 293 ! = 2539 290 ! = 2535.5 175 Ë É 4 Ë É 3 Ë É 8 Ë É 2 Ë É 2 Ë É 10 Ë É 55 Ë É 65 Ë É 75 Ë É 80 Ë É 25 Ë É 90 Ë É 85 Ë É 90 Ë É 45 Ë É 80 Ë É 16 Ë É 49 Ë É 37 Ë É 13 Ë É 280 Ë É 360 Ë É 415 Ë É 365 Ë É 530 Ë É 145 Ë É 110 Ë É 155 Ë É 150 Ë É 280 Ë É 295 Ë É 100 Ë É 530 Ë É 540 Ë É 525 Ë É 415 Ë É 5 Ë É 4 Ë É 3 Ë É 3 Ë É 13 Ë É 70 Ë É 80 Ë É 95 Ë É 35 Ë É 10 Ë É 60 Ë É 21 Ë É 70 Ë É 50 Ë É 18 Ë É 365 Ë É 490 Ë É 560 Ë É 495 Ë É 715 Ë É 180 Ë É 140 Ë É 115 Ë É 200 Ë É 115 Ë É 195 Ë É 365 Ë É 390 Ë É 125 Ë É 135 Ë É 120 Ë É 105 Ë É 720 Ë É 730 Ë É 710 Ë É 560 Drainage Basin 25 \\gatl\gis2\anaheim\plots\Draft_25_122105.mxd 1/17/2006 26 25 24 ³ 0 100 200 50 Feet 1 inch equals 200 feet LEGEND Proposed Storm Drain Replace Existing Storm Drain Drainage Subarea Drainage Basin Parcels Flow Direction Street Center Lines Existing Storm Drain Anaheim City Limits Drainage Nodes City of Anaheim Master Plan of Storm Drainage for East Garden Grove Wintersburg Area Note 1: Drainage Subarea partially outside city limits. Included for purposes of analyzing existing storm drain. 2532 Subarea Designation Peak Flow Rate (CFS) Per Storm Event Year 20 23 30 10 Yr 25 Yr 100 Yr Drainage Node Area (Acres) 2563 16 PROJECT SITE ---PAGE BREAK--- PROJECT SITE ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- From Final WQMP for SP9 Surface Parking Lot CUP 2008-05103, OTH 2008-0476 & GRA 2008-02726 Prepared by AECOM 01/06/2010 EXISTING CONDITION ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX E NOISE STUDY ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX F TRAFFIC IMPACT ANALYSIS ---PAGE BREAK--- ---PAGE BREAK--- AUGUST 2014 PREPARED FOR CITY OF ANAHEIM PREPARED BY TRAFFIC IMPACT ANALYSIS FOR THE TOY STORY PARKING LOT EXPANSION ANAHEIM, CALIFORNIA ---PAGE BREAK--- TRAFFIC IMPACT ANALYSIS FOR THE TOY STORY PARKING LOT EXPANSION ANAHEIM, CALIFORNIA August 2014 Prepared for: CITY OF ANAHEIM Prepared by: GIBSON TRANSPORTATION CONSULTING, INC. 523 W. 6th Street, Suite 1234 Los Angeles, California 90014 (213) 683-0088 Ref: J1295 ---PAGE BREAK--- Table of Contents Executive Summary 1. Introduction 1 Project Description 1 Project Location and Study Area 2 Existing Environmental Analysis 3 Study Scope 4 Analysis Methodologies and Significance Criteria 6 Consistency with SEIR No. 340 9 Organization of Report 10 2. Subsequent Environmental Impact Report No. 340 15 Summary of ARSP 15 Traffic Analysis Conducted in SEIR No. 340 16 Existing Year 2008 Analysis Results 17 Interim Year 2015 Analysis Results 18 General Plan Buildout Year 2030 Analysis Results 21 3. Toy Story Lot Expansion 25 Toy Story Lot Description 25 Trip Generation 26 Trip Distribution 26 Trip Assignment 27 4. Existing Year 2008 Conditions 38 Summary of Analysis 38 Intersection Peak Hour Analysis 38 Arterial Segment Analysis 38 Caltrans Ramp Termini Intersection Analysis 39 Caltrans Off-Ramp Queuing Analysis 39 Caltrans Freeway Ramp Analysis 39 Caltrans Freeway Mainline Analysis 40 Caltrans Freeway Weaving Analysis 40 Summary of Results 40 5. Interim Year 2015 Conditions 48 Related Project Traffic 48 Summary of Analysis 49 Interim Year 2015 No Project Conditions 49 Interim Year 2015 With Project Conditions 52 Summary of Results 55 ---PAGE BREAK--- Table of Contents, cont. 6. Future Year 2030 Conditions 74 Summary of Analysis 74 Intersection Peak Hour Analysis 74 Arterial Segment Analysis 75 Caltrans Ramp Termini Intersection Analysis 76 Caltrans Off-Ramp Queuing Analysis 76 Caltrans Freeway Ramp Analysis 77 Caltrans Freeway Mainline Analysis 77 Caltrans Freeway Weaving Analysis 77 Summary of Results 78 7. Mitigations and Improvements 87 8. Project Site Access and Queuing 88 Project Site Access 88 Queuing Model Development 88 Toy Story Lot Entry Queue Analysis 89 Operational Contingency to Reduce Queuing 90 References Appendix A: Intersection Lane Configurations Appendix B: Supplemental Intersection Impact Analysis Using Recently Updated Traffic Counts Appendix C: Anaheim Resort Specific Plan Traffic Study Appendix D: Calibration Factors Appendix E: Analysis Worksheets ---PAGE BREAK--- List of Figures NO. 1 Toy Story Lot Expansion Plan 11 2 Study Area and Analyzed Intersections 12 3 Trip Distribution – Guests Added to Toy Story Lot 28 4 Project Only Traffic Volumes – AM / PM Peak Hours 31 5 Project Only Traffic Volumes – Late Night Peak Hour 34 ---PAGE BREAK--- List of Tables NO. 1 Analyzed Intersections 13 2 Level of Service Definitions for Signalized Intersections 14 3 Trip Generation Estimates 37 4 Existing with Project Peak Hour Intersection LOS 41 5 Existing with Project Daily Arterial Segment LOS 42 6 Existing with Project Peak Hour Ramp Termini Intersection LOS 43 7 Existing with Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 44 8 Existing with Project Peak Hour Freeway Ramp LOS 45 9 Existing with Project Peak Hour Freeway Mainline LOS 46 10 Existing with Project Peak Hour Freeway Weaving LOS 47 11 Related Project Trip Generation Estimates 57 12 Interim Year 2015 No Project Peak Hour Intersection LOS 58 13 Interim Year 2015 No Project Daily Arterial Segment LOS 59 14 Interim Year 2015 No Project Peak Hour Arterial Segment LOS 60 15 Interim Year 2015 No Project Peak Hour Ramp Termini Intersection LOS 61 16 Interim Year 2015 No Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 62 17 Interim Year 2015 No Project Peak Hour Freeway Ramp LOS 63 18 Interim Year 2015 No Project Peak Hour Freeway Mainline LOS 64 19 Interim Year 2015 No Project Peak Hou5r Freeway Weaving LOS 65 20 Interim Year 2015 with Project Peak Hour Intersection LOS 66 21 Interim Year 2015 with Project Daily Arterial Segment LOS 67 22 Interim Year 2015 with Project Peak Hour Arterial Segment LOS 68 23 Interim Year 2015 with Project Peak Hour Ramp Termini Intersection LOS 69 24 Interim Year 2015 with Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 70 25 Interim Year 2015 with Project Peak Hour Freeway Ramp LOS 71 26 Interim Year 2015 with Project Peak Hour Freeway Mainline LOS 72 27 Interim Year 2015 with Project Peak Hour Freeway Weaving LOS 73 28 2030 with Project Peak Hour Intersection LOS 79 29 2030 with Project Daily Arterial Segment LOS 80 30 2030 with Project Peak Hour Arterial Segment LOS 81 31 2030 with Project Peak Ramp Termini Intersection LOS 82 32 2030 with Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 83 33 2030 with Project Peak Hour Freeway Ramp LOS 84 34 2030 with Project Peak Hour Freeway Mainline LOS 85 35 2030 with Project Peak Hour Freeway Weaving LOS 86 36 Queuing Model Calibration and Validation 91 37 Toy Story Entry Lane Queuing 92 ---PAGE BREAK--- Executive Summary This study was undertaken to analyze the effects of expanding the existing Toy Story surface parking lot (Toy Story Lot) for Disney guests and extending the existing conditional use permit (CUP) by five years from year 2019 to 2024 (Project). The Anaheim Resort Specific Plan (ARSP) calls for hotels to be constructed on this site, but allows “Automotive-Public Parking” as a conditionally permitted use with approval of a CUP. This analysis is intended to support an Addendum to Supplemental Environmental Impact Report No. 340 (SEIR No. 340), certified by the Anaheim City Council on December 18, 2012. This report identifies the assumptions, describes the methodologies, and summarizes the findings of the study. The methodology and assumptions used in this analysis are consistent with those used in SEIR No. 340, and the study was produced in consultation with City of Anaheim (City) staff. PROJECT DESCRIPTION The Applicant, Walt Disney Parks and Resorts U.S., Inc. (Disney), proposes to expand the existing Toy Story Lot, located at 1900 South Harbor Boulevard, by up to 612 spaces for theme park guests. The Toy Story Lot currently contains approximately 4,313 parking spaces, and with the Project would contain approximately 4,925 spaces. The 612 spaces added to the Toy Story Lot as part of the Project would represent an addition of parking spaces to the ARSP area. The Project would include expansion of two specific areas of the Toy Story Lot. The area known as the Buzz Lot would be expanded south with 357 additional spaces and the area known as the Pongo Lot would be expanded east with approximately 247 additional spaces. In addition, 704 existing parking stalls in the Pongo Lot would be restriped, though the restriping would not increase the number of parking stalls. As mentioned, with the additional 612 spaces, the Toy Story Lot would provide a total of 4,925 spaces. ES-1 ---PAGE BREAK--- Access to the Toy Story Lot would continue to be provided via the signalized intersection of Harbor Boulevard & Convention Way. Disney guest shuttles would continue to provide transportation between the Toy Story Lot and the Disneyland Resort, including the Disneyland and California Adventure theme parks. Additionally, up to 1,375 additional spaces in the adjacent Katella Cast Member Lot (KCML) could be converted to guest parking as part of the approved Nigel Cast Lot construction. To avoid mixing cast and guest traffic access points for KCML, guest parking in these stalls would access KCML via an internal connection to the Toy Story Lot and, therefore, would use the driveway at Harbor Boulevard & Convention Way along with the cars parking in the Toy Story Lot. This is a background condition, and not part of the proposed Project. STUDY SCOPE The scope of work for this study was developed in conjunction with the City. The base assumptions and technical methodologies are consistent with those used in SEIR No. 340. Additionally, the traffic volumes and analyzed scenarios are based on those from the Nigel Cast Lot Addendum to SEIR No. 340. The study analyzed the potential traffic impacts associated with construction of the Toy Story Lot expansion in year 2008 (Existing), year 2015 (Interim Year), and year 2030 (Future Year). Traffic impacts for the Project were evaluated for the typical weekday AM and PM peak hours. This study analyzed 25 study intersections, 40 arterial street segments, eight Caltrans ramp termini intersections, 16 freeway ramps, three freeway mainline segments, and four freeway weaving segments. A supplemental analysis of AM, PM, and late night peak hour intersection operating conditions was conducted based on more recently collected traffic data, and is available in the Appendices. PROJECT TRIP GENERATION Trip generation estimates were prepared for theme park guests. 612 parking spaces for guests are expected to generate approximately 1,224 daily trips, including 128 during the AM peak hour, 115 during the PM peak hour, and 189 during the late night peak hour. ES-2 ---PAGE BREAK--- EXISTING YEAR 2008 CONDITIONS Under Existing Year 2008 With Project conditions, the Project produced results consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340 for each of the different analyses. No significant impacts would occur as a result of the expansion of the Toy Story Lot. INTERIM YEAR 2015 CONDITIONS Under Interim Year 2015 With Project conditions, the analysis in this Report produced results consistent with the results from SEIR No. 340. No new significant impacts would occur as a result of the expansion of the Toy Story Lot. FUTURE YEAR 2030 CONDITIONS Under Future Year 2030 With Project conditions, the analysis in this report produced results consistent with the results from SEIR No. 340. No new significant impacts would occur as a result of the expansion of the Toy Story Lot. MITIGATIONS AND IMPROVEMENTS The results of the Project impact analysis indicate that the Project can be added to the ARSP area and not result in any new significant impacts. Consistent with SEIR No. 340, the Project should participate in any identified mitigation improvements adjacent to the Project site, pay appropriate traffic fees, and pay its fair share of nearby improvements. PROJECT SITE ACCESS The Toy Story Lot is served by a single full-access driveway at the intersection of Harbor Boulevard & Convention Way. All arriving and departing guests utilize this signalized driveway, ES-3 ---PAGE BREAK--- including the additional guests accommodated by the expansion of the Toy Story Lot. Approximately 600 feet east of the driveway, there are a total of six entry booths where guests may purchase a parking pass. From there, guest vehicles are guided by parking staff to a specific space through a process known as speed loading. Guest access to and from the Toy Story Lot would not change as a result of the Project. ENTRY LANE QUEUING ANALYSIS A queuing simulation model was developed to estimate the amount of space required to accommodate vehicles waiting to pay at the entry lanes. The Queuing Model was calibrated based on observed data from two peak days at the Mickey & Friends parking structure. On average, it takes 17 seconds for each guest to purchase a parking pass at the parking entry booths. The Toy Story Lot provides a total of six entry lanes. The queuing analysis was conducted based on the total proposed number of spaces in the Toy Story Lot (4,925) as well as the additional 1,375 guest spaces in KCML that would also use the Toy Story Lot driveway and entry lanes, for a total of 6,300 spaces served by the six entry lanes. These spaces are expected to generate a peak inbound flow of approximately 1,191 vehicles per hour. Based on the calibrated Queuing Model, this requires space for 147 vehicles to queue behind the entry booths. The Toy Story Lot provides space for approximately 92 vehicles to queue – 55 fewer than needed. In order to prevent queues (and potential congestion) on Harbor Boulevard, the parking staff will, as needed, open the entry lanes to allow free flow (and free of charge) access into the parking lots until queues dissipate. With this strategy, the peak arrival period can easily be accommodated without causing congestion on Harbor Boulevard. ES-4 ---PAGE BREAK--- Chapter 1 Introduction The transportation impact analysis described in this study has been prepared to analyze the effects of expanding the existing Toy Story surface parking lot (Toy Story Lot) for Disney guests and extending the existing conditional use permit (CUP) by five years from year 2019 to 2024 (Project). The Anaheim Resort Specific Plan (ARSP) calls for hotels to be constructed on this site, but allows “Automotive-Public Parking” as a conditionally permitted use with approval of a conditional use permit. This analysis is intended to support an Addendum to Supplemental Environmental Impact Report No. 340 (SEIR No. 340), certified by the Anaheim City Council on December 18, 2012. The report identifies the assumptions, describes the methodologies, and summarizes the findings of the study. The methodology and assumptions used in this analysis are consistent with those used in SEIR No. 340, and the study was produced in consultation with City of Anaheim (City) staff. PROJECT DESCRIPTION The Applicant, Walt Disney Parks and Resorts U.S., Inc. (Disney), proposes to expand the existing Toy Story Lot, located at 1900 South Harbor Boulevard, by up to 612 spaces for theme park guests. The Toy Story Lot currently contains approximately 4,313 parking spaces, and with the Project would contain approximately 4,925 spaces. The 612 spaces added to the Toy Story Lot as part of the Project would represent an addition of parking spaces to the ARSP area. The Project would include expansion of two specific areas of the Toy Story Lot. The area known as the Buzz Lot would be expanded south with 357 additional spaces and the area known as the Pongo Lot would be expanded east with approximately 247 additional spaces. In addition, 704 existing parking stalls in the Pongo Lot would be restriped, though the restriping would not 1 ---PAGE BREAK--- increase the number of parking stalls. With the additional 612 spaces, the Toy Story Lot would provide a total of 4,925 spaces. Access to the Toy Story Lot would continue to be provided via the signalized intersection of Harbor Boulevard & Convention Way. Disney guest shuttles would continue to provide transportation between the Toy Story Lot and the Disneyland Resort, including the Disneyland and California Adventure theme parks. Figure 1 shows the Site Plan for the Toy Story Lot expansion. Additionally, as discussed in more detail below, up to 1,375 additional spaces in the adjacent Katella Cast Member Lot (KCML) could be converted to guest parking as part of the approved Nigel Cast Lot construction. To avoid mixing cast and guest traffic access points for KCML, guest parking in these stalls would access KCML via an internal connection to the Toy Story Lot and, therefore, would use the driveway at Harbor Boulevard & Convention Way along with the cars parking in the Toy Story Lot. This is a background condition, and not part of the proposed Project. PROJECT LOCATION AND STUDY AREA The Toy Story Lot is located directly west of the Santa Ana Freeway which runs generally northwest-southeast through the Study Area. Local access to the Toy Story Lot is provided by a network of streets including Harbor Boulevard, Katella Avenue, Disney Way, Gene Autry Way, and Anaheim Boulevard. The Study Area for this analysis includes a geographic area approximately 2.5 miles (north- south) by approximately 1.5 miles (east-west). This approximately four square-mile Study Area was established based on a review of the anticipated travel patterns to and from the Toy Story Lot. A total of 25 intersections were selected for detailed analysis from the 81 intersections studied in SEIR No. 340. The Study Area boundaries and study intersections were chosen to ensure that all potentially significantly impacted intersections, prior to any mitigation, were included based on the travel patterns of cast and guest traffic. Figure 2 shows the Study Area, study intersections, and the locations of the Toy Story Lot. Table 1 lists the study intersections, and the intersection lane configurations are illustrated in Appendix A. 2 ---PAGE BREAK--- In addition to intersections, impact analyses were conducted for arterial street segments and California Department of Transportation (Caltrans) facilities, including freeway mainlines, ramp intersections, ramp queuing, ramp merges and diverges, and weaving segments, as described in more detail below. EXISTING ENVIRONMENTAL ANALYSIS The Anaheim Resort refers to a 1,078-acre portion of the City designated for recreation and tourist/convention-related activities and supporting uses. Development of the Anaheim Resort is guided by three specific plans: the Disneyland Resort Specific Plan, the ARSP, and the Hotel Circle Specific Plan. In June 1993, the City certified Environmental Impact Report (EIR) No. 311 and adopted the Disneyland Resort Specific Plan to provide for the development of an international multi-day vacation destination resort encompassing 489.7 acres of the Anaheim Resort. The Disneyland Resort Specific Plan permits the development of a new theme park (California Adventure), additional hotels and entertainment areas (Disney’s Grand Californian Hotel and Spa and Downtown Disney), new parking facilities, and an internal transportation system. In addition, the Disneyland Resort Specific Plan permits the existing Disneyland theme park to continue to be modified with new attractions and other improvements. An addendum to EIR No. 311 was approved in 1996. In August 1994, the City approved a Mitigated Negative Declaration and adopted the Hotel Circle Specific Plan, applicable to 6.8 acres within the Anaheim Resort. This specific plan allows for the development of up to 969 hotel rooms, 818 of which of have been developed to date. In September 1994, the Anaheim City Council certified EIR No. 313 and adopted the ARSP to provide a long-range comprehensive plan for future development of approximately 549.5 acres surrounding the Disneyland Resort and Hotel Circle. The ARSP permits the development of hotel, convention, retail, and other visitor-serving uses and identifies the infrastructure improvements that are needed to support future development. Since its adoption, the ARSP has been amended 14 times and the area it regulates now encompasses approximately 581 3 ---PAGE BREAK--- acres. In addition, two validation reports were prepared (1999 and 2004) to evaluate the continued relevance and accuracy of EIR No. 313. In December 2012, the Anaheim City Council certified Supplemental EIR No. 340 (SEIR No. 340) in conjunction with its approval of Amendment No. 14 to the ARSP. SEIR No. 340 evaluated the environmental changes that had occurred in and around the ARSP area since its adoption in 1994 and analyzed a proposed expansion of the Anaheim Convention Center. In December 2013, the Anaheim City Council approved an Addendum to SEIR No. 340 (CUP No. 2013-05693, Final Site Plan No. 2013-00007 [DEV2013-00093]) analyzing the conversion of the Anaheim RV Village, located at 333 West Ball Road, into a surface parking lot for Disney cast members known as the Nigel Cast Lot (the Nigel Cast Lot Addendum to SEIR No. 340). The Nigel Cast Lot would provide up to 1,375 spaces for cast members relocated from the KCML, which is located south of Katella Avenue and immediately north of the Toy Story Lot. As part of that analysis, the cast spaces no longer needed at KCML were assumed to be converted to Disney guest parking spaces. Those guest spaces would replace existing overflow guest parking at the Anaheim Convention Center west of Harbor Boulevard and the Anaheim GardenWalk north of Katella Avenue. For the purposes of the analysis contained in this report, it was assumed as a background condition that these 1,375 guest spaces would access KCML via an internal connection to the Toy Story Lot by way of the driveway on Harbor Boulevard. On August 17, 2009 the Anaheim Planning Commission approved the current CUP for the Toy Story Lot. The potential traffic impacts associated with the construction of the SP-9 surface parking lot (now known as the Toy Story Lot) were analyzed in Traffic Study for the SP-9 Surface Parking Lot at the Disneyland Resort (Fehr & Peers, July 2009) (SP-9 Traffic Study). That analysis formed the basis for the late night peak hour analysis and the inbound queuing analysis presented in Chapters 7 and 9, respectively. STUDY SCOPE The scope of work for this study was developed in conjunction with the City. The base assumptions and technical methodologies are consistent with those used in SEIR No. 340. The traffic volumes and analyzed scenarios are based on those from the Nigel Cast Lot Addendum to SEIR No. 340. The study analyzed the potential traffic impacts associated with construction 4 ---PAGE BREAK--- of the Toy Story Lot expansion in year 2008 (Existing), year 2015 (Interim Year), and year 2030 (Future Year). Traffic impacts for the Project were evaluated for the typical weekday AM and PM peak hours. The following traffic scenarios were developed and analyzed as part of this study:  Existing Year 2008 – The analysis of existing traffic conditions provides a basis for the assessment of future traffic conditions. This analysis uses the Existing Year 2008 conditions data used in SEIR No. 340 with the addition of the Nigel Cast Lot as described in the Nigel Cast Lot Addendum to SEIR No. 340. The City collected traffic data on a typical weekday in year 2008 for use in SEIR No. 340.  Existing Year 2008 With Project – This scenario projects the intersection operating conditions that could be expected if the Project were built under existing conditions, prior to any mitigation. In this scenario, the Project-generated traffic is added to the Existing Conditions (Year 2008). This scenario is analyzed in response to the case Neighbors for Smart Rail v. Exposition Metro Line Construction Authority (2013), 57 Cal.4th 439. That case occurred after the preparation of Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report (Parsons Brinckerhoff, 2010) which supported SEIR No. 340 and, therefore, the Existing with Project Conditions analysis was not included in SEIR No. 340.  Interim Year 2015 No Project – This scenario projects the intersection operating conditions that could be expected as a result of regional growth and related project traffic in the Study Area by year 2015. This analysis provides the baseline conditions by which Project impacts are evaluated under Interim Year conditions. It includes traffic expected to be generated by expansion of the Anaheim Convention Center as part of the ARSP and the development of the Nigel Cast Lot.  Interim Year 2015 With Project – This scenario projects the intersection operating conditions that could be expected from Interim Year buildout of the ARSP modified by inclusion of the Toy Story Expansion. In this scenario, the Project-generated traffic is added to the Interim Year without Project Conditions (year 2015).  Future Year 2030 No Project – This scenario projects the intersection operating conditions that could be expected as a result of regional growth and related project traffic in the Study Area by year 2030 as well as buildout of the ARSP, including the development of the Nigel Cast Lot. This analysis provides the baseline conditions by which Project impacts are evaluated under Future conditions.  Future Year 2030 With Project – This scenario projects the intersection operating conditions that could be expected if the Project were built in year 2030. In this scenario, the Project-generated traffic is added to the Future without Project Conditions (year 2030). 5 ---PAGE BREAK--- These traffic scenarios were analyzed during the AM and PM peak periods for consistency with SEIR No. 340. The Future Year 2030 analysis examines a period further in the future than the requested CUP extension to year 2024. Therefore, any potential impacts associated with the use of the Toy Story Lot through 2024 are conservatively analyzed based on a year even further in the future. However, to ensure that all potential impacts of the proposed Project are identified, an additional intersection analysis was conducted based on more recently collected traffic data. This supplemental analysis examines year 2014 conditions (based on new peak hour traffic counts conducted in year 2013) and year 2024 conditions (coinciding with the expiration of the requested CUP extension). The analysis includes AM and PM peak hours as well as a late night peak hour analysis, when guest departure is at its peak, in order to be consistent with the SP-9 Traffic Study. The supplemental analysis can be found in Appendix B. ANALYSIS METHODOLOGIES AND SIGNIFICANCE CRITERIA The facilities analyzed in this report were evaluated for level of service (LOS), a measure of operating conditions ranging from LOS A (best) to LOS F (worst). Table 2 provides a description of operating conditions under the various service levels. Each type of facility was analyzed using the methodology and significant impact criteria prescribed by the City or Caltrans as appropriate. Each type of analysis was conducted in a manner consistent with the analysis presented in SEIR No. 340. Additional detail regarding methodologies can be found in SEIR No. 340 and in Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report, which may be found in Appendix C. Intersections Intersections were analyzed using the intersection capacity utilization (ICU) methodology to calculate volume-to-capacity (V/C) ratio as required by the City (City of Anaheim Criteria for Preparation of Traffic Impact Studies, City of Anaheim, 1996). Intersections operating at LOS E or F are deemed to be operating at insufficient levels. 6 ---PAGE BREAK--- Intersection LOS thresholds are set as follows: LOS V/C Ratio A < 0.60 B 0.61 – 0.70 C 0.71 – 0.80 D 0.81 – 0.90 E 0.91 – 1.00 F > 1.00 Source: City of Anaheim. For the Interim Year analysis, a transportation impact is considered significant according to the following criteria: Conditions with Project Traffic Significant Impact Threshold for Project-Related Increase in V/C Ratio LOS V/C C 0.701 – 0.800 Equal to or greater than 0.05 D 0.801 – 0.900 Equal to or greater than 0.03 E, F > 0.900 Equal to or greater than 0.01 Source: City of Anaheim. For the Future analysis, a project is deemed to have a significant impact if the project results in deterioration of the LOS to an unacceptable level LOS E or F) or results in an increase in V/C ratio of 0.01 or more at an intersection already projected to operate at LOS E or F. Arterial Segments Arterial segments were analyzed by dividing a street’s traffic volume by its capacity to calculate a V/C ratio. LOS C (that is, volume between 70% and 80% of a segment’s daily capacity) is the performance standard for arterial streets in the City. The daily capacities of arterial street segments are set as follows: 7 ---PAGE BREAK--- Facility Type Capacity 8-lane Divided 75,000 6-lane Divided 56,300 4-lane Divided 37,500 4-lane Undivided 25,000 2-lane Undivided 12,500 Source: City of Anaheim. For arterial street segments operating at deficient LOS LOS D or worse) and those that are already built out to their full general plan designation, a peak hour arterial segment capacity analysis was conducted. Significant impacts are identified based on the peak hour analysis using the same criteria as described for intersection analysis above. Caltrans Intersections Caltrans ramp termini intersections were analyzed using software to apply the 2000 Highway Capacity Manual (HCM) (Transportation Research Board, 2000) methodology, as required by Caltrans. LOS D is the minimum performance standard for all Caltrans facilities. Intersection LOS thresholds are set as follows: LOS Intersection Delay (seconds) A ≤ 10.0 B > 10.0 and ≤ 20.0 C > 20.0 and ≤ 35.0 D > 35.0 and ≤ 55.0 E > 55.0 and ≤ 80.0 F ≥ 80.0 Source: Caltrans, HCM 2000. Caltrans Freeway and Ramp Analysis The freeway mainline and freeway ramp analysis is based on peak hour HCM density analysis. The freeway and ramp LOS thresholds are set as follows, based on density measured in passenger cars per mile per lane (pc/mi/ln): 8 ---PAGE BREAK--- LOS Peak Hour Freeway Ramp Density (pc/mi/ln) Basic Freeway Segment Density (pc/mi/ln) A ≤ 10.0 0 – 11.0 B > 10.0 and ≤ 20.0 11.0 – 18.0 C > 20.0 and ≤ 28.0 18.0 – 26.0 D > 28.0 and ≤ 35.0 26.0 – 35.0 E > 35.0 35.0 – 45.0 F Exceeds Capacity > 45.0 Source: HCM 2000. Caltrans Freeway Weaving Analysis Freeway weaving was analyzed using the HCM freeway weaving methodology. The weaving LOS thresholds are set as follows: LOS Multilane and Collector-Distributor Weaving Segment Density (pc/mi/ln) A ≤ 12.0 B > 12.0 and ≤ 24.0 C > 24.0 and ≤ 32.0 D > 32.0 and ≤ 36.0 E > 36.0 and ≤ 40.0 F ≤ 40.0 Source: HCM 2000. CONSISTENCY WITH SEIR NO. 340 The nature of the analysis in this report required the recreation of analyses previously conducted for SEIR No. 340 for all of the analyzed facilities. The analysis of City intersections, arterial street segments, freeway ramps, weaving, and mainline segments were conducted using spreadsheet- based tools which were precisely duplicated for use in this report. The analysis of Caltrans ramp termini intersections and freeway off-ramp queuing was conducted using 7 to implement the HCM Signals and Queuing methodologies. In order to maintain a consistent analysis between SEIR No. 340 and this report, the results of the analyses presented in this report were calibrated to the results of the analyses from SEIR No. 340. Appendix D contains tables summarizing the results of the baseline 9 ---PAGE BREAK--- conditions analyses (Existing Year 2008, Interim Year 2015 No Project, and General Plan Buildout Year 2030 No Project) in SEIR No. 340 and similar results from the analysis used in this report using the same traffic volumes to establish the relative differences between the results. These differences were used to calibrate the results from this analysis to the results from SEIR No. 340. Therefore, the results of the Caltrans ramp termini intersection and freeway off-ramp queuing analyses presented in this report are consistent with the results of SEIR No. 340. ORGANIZATION OF REPORT This report is divided into eight chapters, including this introduction. Chapter 2 summarizes the results of SEIR No. 340. Chapter 3 describes the traffic volumes and distributions associated with the Project. Chapter 4 presents the results of the Project analysis under Existing Year 2008 conditions. Chapter 5 presents the results of the Project analysis under Interim Year 2015 conditions. Chapter 6 presents the results of the Project analysis under General Plan Buildout Year 2030 conditions. Chapter 7 describes mitigation needed for the Project. Chapter 8 analyzes site access and queuing at the Project driveway. Appendix B contains a supplemental analysis of AM, PM, and the late night peak hours based on more recently collected traffic data. The remaining technical appendices contain details of the analysis described in Chapters 4, 5, and 6. 10 ---PAGE BREAK--- 11 ---PAGE BREAK--- 12 ---PAGE BREAK--- TABLE 1 ANALYZED INTERSECTIONS No. North/South Street East/West Street I-5 Disneyland Drive Ball Road I-6 Disneyland Drive / West Street Katella Avenue I-7 Harbor Boulevard Vermont Avenue I-8 Harbor Boulevard Ball Road I-9 Harbor Boulevard I-5 Northbound Ramps I-10 Harbor Boulevard I-5 Southbound Ramps I-11 Harbor Boulevard Disney Way I-12 Harbor Boulevard Katella Avenue I-13 Harbor Boulevard Convention Way I-14 Harbor Boulevard Orangewood Avenue I-15 Clementine Street Disney Way I-16 Clementine Street Katella Avenue I-17 I-5 Southbound Off-ramp / Zeyn Street Disney Way / Manchester Avenue I-18 Anaheim Boulevard Ball Road I-19 Anaheim Boulevard Cerritos Avenue I-20 Anaheim Boulevard I-5 Northbound On-ramp / Anaheim Way I-21 Anaheim Boulevard Manchester Avenue / I-5 Ramps I-22 Anaheim Boulevard / Haster Street Katella Avenue I-24 Haster Way Orangewood Avenue I-25 Manchester Avenue / I-5 Southbound Off-ramp Katella Avenue I-26 Anaheim Way Katella Avenue I-71 Cast Place Ball Road I-73 Harbor Boulevard Lincoln Boulevard I-74 Harbor Boulevard Broadway I-75 Harbor Boulevard Manchester Avenue 13 ---PAGE BREAK--- TABLE 2 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS A EXCELLENT. No vehicle waits longer than one red light and no approach phase is fully used. B VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted within groups of vehicles. C GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. D FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups. E POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. F FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with continuously increasing queue Source: Transportation Research Circular No. 212, Interim Materials on Highway Capacity, Transportation Research Board, 1980. Level of Service Definition 14 ---PAGE BREAK--- Chapter 2 Subsequent Environmental Impact Report No. 340 As described in Chapter 1, this report represents the analysis of allowing construction of a surface parking lot on a site currently designated for hotels in the ARSP. SEIR No. 340 contained a comprehensive analysis of the anticipated traffic impacts associated with the ARSP. This Chapter summarizes the analysis and results of SEIR No. 340. It should be noted that the Nigel Cast Lot Addendum to SEIR No. 340 presented a small increase to the scope of development of the ARSP. While the summary in this Chapter describes the results of SEIR No. 340 as originally approved, the baseline traffic conditions presented in this study are based on the Nigel Cast Lot Addendum to SEIR No. 340. It is important to note, though, that the Nigel Cast Lot Addendum to SEIR No. 340 did not identify any significant impacts as a result of construction of the Nigel Cast Lot, and traffic operating service levels at the analyzed facilities were consistent with those presented in SEIR No. 340 as originally approved. SUMMARY OF ARSP The ARSP includes two development areas, known as the Commercial Recreation (CR) District and the Public Recreational (PR) District, which includes the Anaheim Convention Center. Within the CR District, the ARSP consists of maximum buildout based on the allowable development densities and includes development of the equivalent of 20,913 additional hotel rooms1 within the area. Within the PR District, the Anaheim Convention Center would be expanded with the following components:  406,359 sf of Convention Center space  125,000 sf of commercial space at the Convention Center 1 Actual development would include hotel rooms and other commercial uses. 600 sf of commercial development is equivalent to one hotel room for the purposes of the analysis. 15 ---PAGE BREAK---  900 hotel rooms  40,000 sf of meeting and ballroom space  55,000 sf of commercial space within hotels TRAFFIC ANALYSIS CONDUCTED IN SEIR NO. 340 SEIR No. 340 analyzed the following five traffic scenarios:  Existing Conditions (Year 2008)  Interim Year 2015 No Project Conditions  Interim Year 2015 With Project Conditions  General Plan Buildout Year 2030 No Project Conditions  General Plan Buildout Year 2030 With Project Conditions The Interim Year 2015 analysis assumes that the Anaheim Convention Center expansion within the PR district would be completed. The General Plan Buildout Year 2030 analysis assumes full buildout of the ARSP as summarized above. The analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future traffic forecast volumes throughout the Study Area. The ATAM is the traffic forecasting modeling tool for the City of Anaheim. It is consistent with the Orange County Transportation Analysis Model (OCTAM), which itself is consistent with the Southern California Association of Governments’ (SCAG) regional transportation model. Therefore, the ATAM incorporates adopted regional growth projections as well as local growth projections within the City. SEIR No. 340 analyzed 81 study intersections within the cities of Anaheim and Orange, 66 arterial street segments, 20 Caltrans ramp termini intersections, 22 freeway ramps, seven freeway mainline segments, and eight freeway weaving segments. Of those, this report analyzes 25 study intersections (all within the City of Anaheim), 40 arterial street segments, eight Caltrans ramp termini intersections, 16 freeway ramps, three freeway mainline segments, and four freeway weaving segments. 16 ---PAGE BREAK--- EXISTING YEAR 2008 ANALYSIS RESULTS Intersections The Existing Year 2008 conditions identified two intersections operating at unacceptable LOS during the PM peak hour, one of which was analyzed in this report (I-18, Anaheim Boulevard & Ball Road). Arterial Segments The Existing Year 2008 conditions identified four arterial segments operating at a deficient LOS, none of which were analyzed in this report. Caltrans Ramp Termini Intersections The Existing Year 2008 conditions reported that all analyzed ramp termini intersections operated at acceptable LOS in either peak hour. Caltrans Off-Ramp Queuing The Existing Year 2008 conditions reported that none of the analyzed Caltrans off-ramps had queuing exceeding the available storage length. Caltrans Freeway Ramps The Existing Year 2008 conditions identified one deficient freeway ramp during the PM peak hour (R-7, I-5 NB On-ramp from Anaheim Boulevard). 17 ---PAGE BREAK--- Caltrans Freeway Mainline The Existing Year 2008 conditions identified two deficient freeway mainline segments during the PM peak hour, both of which were analyzed in this report: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-6. I-5 NB between Katella Avenue and State College Boulevard Caltrans Freeway Weaving The Existing Year 2008 conditions identified four deficient freeway weaving segments during the PM peak hour, three of which were analyzed in this report: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp As mentioned in Chapter 1, SEIR No. 340 did not conduct an analysis of Existing Year 2008 with Project conditions. INTERIM YEAR 2015 ANALYSIS RESULTS Intersections The Interim Year 2015 conditions identified four intersections operating at unacceptable LOS during the PM peak hour under both No Project and With Project conditions, one of which was analyzed in this report (I-18, Anaheim Boulevard & Ball Road). No significant impacts were identified at intersections. 18 ---PAGE BREAK--- Arterial Segments The Interim Year 2015 conditions identified 12 arterial segments operating at a deficient LOS under No Project conditions and an additional six arterial segments under With Project conditions. The following 13 segments were analyzed in this report: A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-31. Haster Street between Orangewood Avenue and Gene Autry Way A-32. Haster Street between Gene Autry Way and Katella Avenue A-35. Katella Avenue between Disneyland Drive and Hotel Way A-36. Katella Avenue between Hotel Way and Harbor Boulevard A-37. Katella Avenue between Harbor Boulevard and Clementine Street A-38. Katella Avenue between Clementine Street and Anaheim Boulevard A-39. Katella Avenue between Anaheim Boulevard and Manchester Avenue A-49. Orangewood Avenue between Haster Street and Manchester Avenue Additionally, peak hour analysis was conducted at seven arterial segments, including five that were analyzed in this report. None were found to be deficient during either the AM or PM peak hours. Caltrans Ramp Termini Intersections The Interim Year 2015 conditions reported that all analyzed ramp termini intersections operated at acceptable LOS in either peak hour under both No Project and With Project conditions. 19 ---PAGE BREAK--- Caltrans Off-Ramp Queuing The Interim Year 2015 conditions reported that none of the analyzed Caltrans off-ramps had queuing exceeding the available storage length under both No Project and With Project conditions. Caltrans Freeway Ramps The Interim Year 2015 conditions reported that none of the analyzed freeway on- or off-ramps are expected to exceed 1,500 vehicles per lane during the peak hours under No Project or With Project conditions. However, it identified nine deficient freeway ramps during the PM peak hour under both No Project and With Project conditions, including eight that were analyzed in this Report: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive Caltrans Freeway Mainline The Interim Year 2015 conditions identified two deficient freeway mainline segments during the PM peak hour under No Project conditions and three under With Project conditions, two of which were analyzed in this report: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-6. I-5 NB between Katella Avenue and State College Boulevard 20 ---PAGE BREAK--- Caltrans Freeway Weaving The Interim Year 2015 conditions identified four deficient freeway weaving segments during the PM peak hour under both No Project and With Project conditions, three of which were analyzed in this report: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp GENERAL PLAN BUILDOUT YEAR 2030 ANALYSIS RESULTS Intersections The General Plan Buildout Year 2030 conditions identified 20 intersections operating at unacceptable LOS under No Project conditions and 22 under With Project conditions. Nine of the 22 intersections were analyzed in this Report. Of the nine deficient intersections, significant impacts were identified at six under With Project conditions. The nine intersections and the significant impacts are as follows: I-5. Disneyland Drive & Ball Road (Impacted) I-6. Disneyland Drive & Katella Avenue (Impacted) I-8. Harbor Boulevard & Ball Road (Impacted) I-12. Harbor Boulevard & Katella Avenue I-18. Anaheim Boulevard & Ball Road (Impacted) I-19. Anaheim Boulevard & Cerritos Avenue I-20. Anaheim Boulevard, I-5 NB On-Ramp & Anaheim Way (Impacted) I-22. Anaheim Boulevard/Haster Street & Katella Avenue (Impacted) I-26. Anaheim Way & Katella Avenue 21 ---PAGE BREAK--- Arterial Segments The General Plan Buildout Year 2030 conditions identified 24 arterial segments operating at a deficient LOS under No Project conditions and an additional nine arterial segments under With Project conditions. Of the 33 segments identified in SEIR No. 340, the following 23 segments were analyzed in this report: A-2. Anaheim Boulevard between I-5 and Cerritos Avenue A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-7. Ball Road between Harbor Boulevard and Anaheim Boulevard A-8. Ball Road between Anaheim Boulevard and East Street A-13. Clementine Street between Manchester Avenue and Disney Way A-22. Disneyland Drive between Katella Avenue and Magic Way A-23. Disneyland Drive between Magic Way and Ball Road A-25. Harbor Boulevard between Wilken Way and Orangewood Avenue A-26. Harbor Boulevard between Orangewood Avenue and Convention Way A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-33. Katella Avenue between Ninth Street and Walnut Street A-34. Katella Avenue between Walnut Street and Disneyland Drive A-35. Katella Avenue between Disneyland Drive and Hotel Way A-36. Katella Avenue between Hotel Way and Harbor Boulevard A-40a. Katella Avenue between Manchester Avenue and Anaheim Way A-40b. Katella Avenue between Anaheim Way and Lewis Street A-46. Orangewood Avenue between West Street and Harbor Boulevard A-47. Orangewood Avenue between Harbor Boulevard and Clementine Street A-48. Orangewood Avenue between Clementine Street and Haster Street A-49. Orangewood Avenue between Haster Street and Manchester Avenue Additionally, peak hour analysis was conducted at 24 arterial segments, including the 23 segments above. Two of them (A-2, Anaheim Boulevard between I-5 and Cerritos Avenue, and A-27, Harbor Boulevard between Convention Way and Katella Avenue) were found to be deficient 22 ---PAGE BREAK--- during either the AM or PM peak hours under No Project conditions, though were improved under With Project conditions. Segment A-40a, Katella Avenue between Manchester Avenue and Anaheim Way, would be deficient during the AM and PM peak hour under With Project conditions. Caltrans Ramp Termini Intersections The General Plan Buildout Year 2030 conditions identified three deficient ramp termini intersections under No Project conditions and four under With Project conditions, three of which were analyzed in this report: I-20. Anaheim Boulevard & I-5 NB Ramps I-25. Manchester Avenue & Katella Avenue I-26. Anaheim Way & Katella Avenue Caltrans Off-Ramp Queuing The General Plan Buildout Year 2030 conditions reported that none of the analyzed Caltrans off- ramps had queuing exceeding the available storage length under both No Project and With Project conditions. Caltrans Freeway Ramps The General Plan Buildout Year 2030 conditions reported that none of the analyzed freeway on- or off-ramps are expected to exceed 1,500 vehicles per lane during the peak hours under No Project or With Project conditions. However, it identified 11 deficient freeway ramps under No Project conditions and 12 under With Project conditions, including 10 that were analyzed in this Report: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue 23 ---PAGE BREAK--- R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive R-21. I-5 SB On-ramp from Katella Avenue Caltrans Freeway Mainline The General Plan Buildout Year 2030 conditions identified five deficient freeway mainline segments under No Project conditions and seven under With Project conditions, three of which were analyzed in this report: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-5. I-5 between Harbor Boulevard and Katella Avenue F-6. I-5 NB between Katella Avenue and State College Boulevard Caltrans Freeway Weaving The General Plan Buildout Year 2030 conditions identified seven deficient freeway weaving segments No Project conditions and eight under With Project conditions, five of which were analyzed in this report: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-5. I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp W-7. I-5 SB between Katella Avenue On-ramp and State College Boulevard Off-ramp 24 ---PAGE BREAK--- Chapter 3 Toy Story Lot Expansion This chapter summarizes the proposed Toy Story Lot expansion, including traffic distribution and trip generation associated with its use. TOY STORY LOT DESCRIPTION As mentioned, Disney proposes to expand the existing Toy Story Lot, located at 1900 South Harbor Boulevard, by up to 612 spaces for theme park guests. The Toy Story Lot currently contains approximately 4,313 parking spaces, and with the Project would contain approximately 4,925 spaces. The 612 spaces added to the Toy Story Lot as part of the Project would represent an addition of parking spaces to the ARSP area. The Project would include expansion of two specific areas of the Toy Story Lot. The area known as the Buzz Lot would be expanded south with 357 additional spaces and the area known as the Pongo Lot would be expanded east with approximately 247 additional spaces. In addition, 704 existing parking stalls in the Pongo Lot would be restriped, though the restriping would not increase the number of parking stalls. With these additional 612 spaces, the Toy Story Lot would provide a total of 4,925 spaces. Access to the Toy Story Lot would continue to be provided via the signalized intersection of Harbor Boulevard & Convention Way. Disney guest shuttles would continue to provide transportation between the Toy Story Lot and the Disneyland Resort, including the Disneyland and California Adventure theme parks. Additionally, as discussed in more detail below, up to 1,375 additional spaces in the adjacent KCML could be converted to guest parking as part of the approved Nigel Cast Lot construction. To avoid mixing cast and guest traffic access points for KCML, guest parking in these stalls would access KCML via an internal connection to the Toy Story Lot and, therefore, would use the driveway at Harbor Boulevard & Convention Way along with the cars parking in the Toy Story Lot. This is a background condition, and not part of the proposed Project. 25 ---PAGE BREAK--- TRIP GENERATION To fully account for the additional traffic that would occur due to the expansion of the Toy Story Lot, trip generation estimates were prepared for theme park guests. The trip generation estimates for guests were prepared through a three-step process: 1. Guest trip generation rates were calculated for each peak hour based on the total number of parking spaces provided for each group based on data from Draft Environmental Impact Report for the Disneyland Resort EIR No. 311 (City of Anaheim, 1992). 2. The cast member and guest trip generation rates calculated in Step 1 were doubled to represent a more conservative estimation of parking trip generation during each peak hour. 3. The doubled trip generation rates calculated in Step 2 were applied to the number of cast member and guest parking spaces proposed as part of the Toy Story Lot expansion (612 spaces) to calculate trip generation during the peak hours. Table 3 shows the peak hour trip generation rates and estimates for guests based on 612 total new parking spaces. As shown in Table 3, 612 guest parking spaces are expected to generate approximately 1,224 daily trips, including 128 during the AM peak hour (116 inbound, 12 outbound), 115 during the PM peak hour (54 inbound, 61 outbound), and 189 during the late night peak hour (25 inbound, 164 outbound). TRIP DISTRIBUTION The traffic patterns for new guest traffic associated with the Toy Story Lot expansion were projected using existing traffic patterns for guests parking in the Toy Story Lot, based on output from the ATAM for consistency with SEIR No. 340. Figure 3 shows the distribution of guest traffic to and from the Project at each of the analyzed intersections. 26 ---PAGE BREAK--- TRIP ASSIGNMENT The trip generation estimates described above were distributed through the Study Area based on the pattern shown in Figure 3. Figure 4 shows the Project-only traffic volumes during the AM and PM peak hours, and Figure 5 shows the Project-only traffic volumes during the late night peak hour. 27 ---PAGE BREAK--- 28 ---PAGE BREAK--- 29 ---PAGE BREAK--- 30 ---PAGE BREAK--- 31 ---PAGE BREAK--- 32 ---PAGE BREAK--- 33 ---PAGE BREAK--- 34 ---PAGE BREAK--- 35 ---PAGE BREAK--- 36 ---PAGE BREAK--- TABLE 3 TRIP GENERATION ESTIMATES AM Peak Hour PM Peak Hour Late Night Peak Hour In Out Total In Out Total In Out Total Trip Generation Rates Guests per parking space 2.00 0.190 0.019 0.209 0.088 0.099 0.187 0.041 0.268 0.309 Trip Generation Estimates New Guest Parking Spaces from Toy Story Expansion 612 spaces 1,224 116 12 128 54 61 115 25 164 189 Trip Variable Description Daily 37 ---PAGE BREAK--- Chapter 4 Existing Year 2008 Conditions As described in Chapter 1, this report includes an analysis of Existing Year 2008 With Project conditions based on the Existing Year 2008 analysis conducted in the Nigel Cast Lot Addendum to SEIR No. 340, as requested by the City. LOS worksheets associated with the analysis presented in this chapter are provided in Appendix E. SUMMARY OF ANALYSIS The Existing Year 2008 No Project conditions are identical to those identified in the Nigel Cast Lot Addendum to SEIR No. 340. No new analysis was conducted of these conditions from what was reported there. The Existing Year 2008 With Project conditions include the addition of guest traffic associated with the expansion of the Toy Story Lot. INTERSECTION PEAK HOUR ANALYSIS The results of the intersection peak hour analysis for Existing Year 2008 With Project conditions are shown in Table 4. One intersection (I-18, Anaheim Boulevard & Ball Road) would operate at LOS E during the PM peak hour. None of the 25 analyzed intersections would be significantly impacted during the AM or PM peak hour. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. ARTERIAL SEGMENT ANALYSIS The results of the daily arterial segment analysis for Existing Year 2008 With Project conditions are shown in Table 5. As Table 5 shows, all of the analyzed arterial segments would operate at 38 ---PAGE BREAK--- LOS C or better. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. CALTRANS RAMP TERMINI INTERSECTION ANALYSIS The results of the Caltrans ramp termini intersection analysis for Existing Year 2008 With Project conditions are shown in Table 6. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. All of the analyzed ramp termini intersections operate at LOS D or better, consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. CALTRANS OFF-RAMP QUEUING ANALYSIS The results of the Caltrans off-ramp queuing analysis for Existing Year 2008 With Project conditions are shown in Table 7. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 7, none of the queue would exceed the available off-ramp storage length consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. CALTRANS FREEWAY RAMP ANALYSIS The results of the Caltrans freeway ramp analysis for Existing Year 2008 With Project conditions are shown in Table 8. As shown in Table 8, one ramp (R-7, I-5 NB On-ramp from Anaheim Boulevard) would operate above capacity during the PM peak hour. These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. 39 ---PAGE BREAK--- CALTRANS FREEWAY MAINLINE ANALYSIS The results of the Caltrans freeway mainline analysis for Existing Year 2008 With Project conditions are shown in Table 9. As shown in Table 9, two of the three segments are expected to operate at LOS E during the PM peak hour: F-4. I-5 NB between Lincoln Avenue and Harbor Boulevard F-6. I-5 NB between Katella Avenue and State College Boulevard These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. CALTRANS FREEWAY WEAVING ANALYSIS The results of the Caltrans freeway weaving analysis for Existing Year 2008 With Project conditions are shown in Table 10. As shown in Table 10, two of the weaving segments are deficient during the PM peak hour: W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp These results are consistent with the results of the Existing Year 2008 Conditions analysis in SEIR No. 340. SUMMARY OF RESULTS The analysis of Existing Year 2008 With Project conditions produced similar results to the Existing Year 2008 Conditions analysis presented in Nigel Cast Lot Addendum to SEIR No. 340. No significant impacts would occur as a result of the Project. 40 ---PAGE BREAK--- TABLE 4 EXISTING WITH PROJECT PEAK HOUR INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.70 B 0.70 B 0.00 NO 0.77 C 0.78 C 0.01 NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.54 A 0.55 A 0.01 NO 0.58 A 0.59 A 0.01 NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.56 A 0.56 A 0.00 NO 0.59 A 0.59 A 0.00 NO I-8 Harbor Boulevard / Ball Road Anaheim 0.74 C 0.74 C 0.00 NO 0.70 B 0.70 B 0.00 NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.55 A 0.55 A 0.00 NO 0.57 A 0.58 A 0.01 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.35 A 0.35 A 0.00 NO 0.37 A 0.37 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.36 A 0.36 A 0.00 NO 0.43 A 0.44 A 0.01 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.57 A 0.59 A 0.02 NO 0.62 B 0.63 B 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.36 A 0.40 A 0.04 NO 0.36 A 0.38 A 0.02 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.55 A 0.55 A 0.00 NO 0.57 A 0.57 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.19 A 0.19 A 0.00 NO 0.21 A 0.21 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.43 A 0.43 A 0.00 NO 0.56 A 0.57 A 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.20 A 0.20 A 0.00 NO 0.24 A 0.24 A 0.00 NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.64 B 0.64 B 0.00 NO 0.91 E 0.91 E 0.00 NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.49 A 0.49 A 0.00 NO 0.72 C 0.72 C 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.44 A 0.44 A 0.00 NO 0.59 A 0.59 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.44 A 0.44 A 0.00 NO 0.49 A 0.49 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.46 A 0.46 A 0.00 NO 0.56 A 0.57 A 0.01 NO I-24 Haster Way / Orangewood Avenue Anaheim 0.54 A 0.54 A 0.00 NO 0.65 B 0.65 B 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.54 A 0.55 A 0.01 NO 0.51 A 0.52 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.45 A 0.45 A 0.00 NO 0.50 A 0.50 A 0.00 NO I-71 Cast Place / Ball Road Anaheim 0.58 A 0.58 A 0.00 NO 0.56 A 0.56 A 0.00 NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.61 B 0.61 B 0.00 NO 0.77 C 0.77 C 0.00 NO I-74 Harbor Boulevard / Broadway Anaheim 0.50 A 0.50 A 0.00 NO 0.68 B 0.68 B 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.29 A 0.29 A 0.00 NO 0.43 A 0.44 A 0.01 NO Sig. Impact ID Intersection Jurisdiction Change in V/C Sig. Impact Change in V/C 41 ---PAGE BREAK--- TABLE 5 EXISTING WITH PROJECT DAILY ARTERIAL SEGMENT LOS No Project With Project ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 18,808 0.33 A 18,808 0.33 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 34,424 0.61 B 34,424 0.61 B A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 28,054 0.75 C 28,054 0.75 C A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 26,330 0.47 A 26,330 0.47 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 34,020 0.60 A 34,020 0.60 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 45,125 0.80 C 45,125 0.80 C A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 38,154 0.68 B 38,154 0.68 B A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 35,280 0.63 B 35,280 0.63 B A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 5,438 0.22 A 5,438 0.22 A A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 6,033 0.24 A 6,033 0.24 A A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 7,717 0.14 A 7,717 0.14 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 13,065 0.23 A 13,065 0.23 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 18,738 0.50 A 18,982 0.51 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 23,418 0.62 B 23,662 0.63 B A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 30,403 0.54 A 30,647 0.54 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 34,980 0.62 B 35,042 0.62 B A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 35,264 0.63 B 35,350 0.63 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 41,268 0.73 C 42,406 0.75 C A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 38,510 0.68 B 38,914 0.69 B A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 41,476 0.74 C 41,880 0.74 C A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 46,554 0.62 B 46,652 0.62 B A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4D 37,500 19,764 0.53 A 19,764 0.53 A A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4D 37,500 20,130 0.54 A 20,130 0.54 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 29,140 0.52 A 29,202 0.52 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 35,110 0.62 B 35,172 0.62 B A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 6D 56,300 37,554 0.67 B 37,860 0.67 B A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 6D 56,300 38,714 0.69 B 39,020 0.69 B A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 6D 56,300 36,756 0.65 B 37,184 0.66 B A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 6D 56,300 36,398 0.65 B 36,826 0.65 B A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 6D 56,300 36,664 0.65 B 37,092 0.66 B A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 28,783 0.51 A 29,058 0.52 A A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 30,178 0.54 A 30,300 0.54 A A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 3,212 0.26 A 3,212 0.26 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 12,750 0.51 A 12,750 0.51 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 14,120 0.56 A 14,144 0.57 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 14,120 0.56 A 14,144 0.57 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 16,530 0.66 B 16,530 0.66 B A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 10,400 0.28 A 10,400 0.28 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 15,490 0.41 A 15,490 0.41 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 12,500 0.50 A 12,500 0.50 A Total Capacity ID Arterial From To Jurisdiction Mid-Block Lanes 42 ---PAGE BREAK--- TABLE 6 EXISTING WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 10.8 B 10.5 B -0.3 14.4 B 14.4 B 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 7.9 A 7.9 A 0.0 7.5 A 7.5 A 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 26.2 C 18.3 B -7.9 25.5 C 28.8 C 3.3 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.4 B 15.3 B -0.1 25.8 C 25.8 C 0.0 I-21 Anaheim Boulevard / Disney Way 33.7 C 36.9 D 3.2 19.2 B 22.8 C 3.6 I-25 Manchester Avenue / Katella Avenue 27.5 C 27.5 C 0.0 15.9 B 15.9 B 0.0 I-26 Anaheim Way / Katella Avenue 17.9 B 17.9 B 0.0 20.2 C 20.3 C 0.1 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 8.8 A 8.8 A 0.0 7.5 A 7.5 A 0.0 ID Intersection Change in Delay Change in Delay 43 ---PAGE BREAK--- TABLE 7 EXISTING WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS Off-Ramp Queue Length Control Delay (seconds) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 25 6 37 56 12.2 18.5 15.9 31.7 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 64 63 32.3 32.3 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 74 79 0 113 108 0 29.5 28.4 10.9 66.0 68.1 13.8 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 720 45 0 0 44 0 0 64.0 27.4 4.9 60.9 23.9 0.0 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 132 156 211 219 20.6 17.7 25.7 21.0 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2,130 70 44 0 42 0 10.6 0.0 7.9 0.0 No ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Deficient Storage Length 44 ---PAGE BREAK--- TABLE 8 EXISTING WITH PROJECT PEAK HOUR FREEWAY RAMP LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 21.6 C 33.1 D R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 20.2 C 28.3 D R-5 I-5 Northbound On-ramp from Katella Avenue 1 21.4 C 31.2 D R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 22.3 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 23.1 C 33.1 D R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 19.6 B 32.5 D R-10 I-5 Northbound On-ramp from Ball Road 1 21.2 C 33.7 D R-11 I-5 Northbound On-ramp from Disneyland Drive 1 22.1 C 34.4 D R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 11.2 B 14.1 B R-14 I-5 Southbound On-ramp from Disneyland Drive 1 27.6 C 33.5 D R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 25.9 C 31.2 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 32.3 D 34.5 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 26.7 C 30.6 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 22.9 C 28.4 D R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 23.4 C 31.0 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 23.9 C 31.2 D * Major Diverge analysis used to calculate density ID Ramp Segment Ramp # of Lanes 45 ---PAGE BREAK--- TABLE 9 EXISTING WITH PROJECT PEAK HOUR FREEWAY MAINLINE LOS Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 19.8 C 36.9 E 25.1 C 27.1 D F-5 I-5 between Harbor Boulevard and Katella Avenue 16.8 B 34.5 D 22.0 C 24.9 C F-6 I-5 between Katella Avenue and State College Boulevard 17.9 B 39.9 E 25.5 C 27.1 D ID Freeway Segment 46 ---PAGE BREAK--- TABLE 10 EXISTING WITH PROJECT PEAK HOUR FREEWAY WEAVING LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 20.4 B 39.4 E I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 30.3 C 35.5 D W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 19.0 B >Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 18.6 B >Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 27.8 C 32.4 D ID Weaving Segment Weaving Length (ft) 47 ---PAGE BREAK--- Chapter 5 Interim Year 2015 Conditions This chapter contains an analysis of the Project in year 2015. The analysis of Interim Year 2015 conditions included the addition of traffic from a total of 21 related projects within the Study Area that were not originally included in SEIR No. 340 Interim Year 2015 analysis, as well as the traffic associated with development of the Nigel Cast Lot. The related project traffic is discussed in detail below. LOS worksheets associated with the analysis presented in this chapter are provided in Appendix E. RELATED PROJECT TRAFFIC The City identified 21 projects that are proposed or under development within the Study Area and could reasonably be expected to be operational by year 2015. Traffic from those 21 projects was included in both the Interim Year 2015 No Project conditions and the Interim Year 2015 With Project conditions as a background condition of the analysis. Table 11 summarizes the projects and their trip generation estimates based on rates from Trip Generation, 8th Edition (Institute of Transportation Engineers, 2008) for consistency with SEIR No. 340. As shown in Table 11, the related projects are expected to generate a total of 42,178 daily trips, including 2,873 during the AM peak hour and 3,285 during the PM peak hour. Traffic from nine of those related projects was accounted for in the Nigel Cast Lot Addendum to SEIR No. 340, as noted in Table 11. Traffic from the additional 12 related projects was added to the traffic volumes developed for the Nigel Cast Lot Addendum to SEIR No. 340. The geographic distribution of the traffic generated by the related projects is dependent on several factors. These factors include the type and density of the proposed land uses, the geographic distribution of population from which the employees and potential patrons of the related projects are drawn, and the location of these projects in relation to the surrounding street system. 48 ---PAGE BREAK--- SUMMARY OF ANALYSIS The Interim Year 2015 No Project conditions represent the Interim Year 2015 With Project conditions from SEIR No. 340, after mitigation, with additional traffic from the 21 related projects and the Nigel Cast Lot. The Interim Year 2015 With Project conditions include the expansion of the Toy Story Lot by 612 parking spaces. INTERIM YEAR 2015 NO PROJECT CONDITIONS The following sections describe the results of the Interim Year 2015 No Project analyses and how they compare to the results of the Interim Year 2015 With Project conditions in the Nigel Cast Lot Addendum to SEIR No. 340. Differences between the Interim Year 2015 No Project conditions presented in this Report and those in the Nigel Cast Lot Addendum to SEIR No. 340 do not represent deficiencies or impacts of the Project, as they are the result of background traffic increases from the additional 12 related projects. Intersection Peak Hour Analysis The results of the intersection peak hour analysis for the Interim Year 2015 No Project conditions are shown in Table 12. As shown, one of the analyzed intersections (I-18, Anaheim Boulevard & Ball Road) is projected to operate at LOS E during the PM peak hour. The remaining intersections would operate at LOS D or better during both peak hours. These results are consistent with the Interim Year 2015 With Project results from SEIR No. 340. Arterial Segment Analysis The results of the daily arterial segment analysis for the Interim Year 2015 No Project conditions are shown in Table 13, which indicates six of the analyzed arterial segments would operate at LOS D or worse: 49 ---PAGE BREAK--- A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-49. Orangewood Avenue between Haster Street and Manchester Avenue Of the six segments listed above, five are built to their ultimate configuration and must be analyzed for peak hour conditions to ensure adequate service. Table 14 shows the peak hour analysis for the five segments. As Table 14 shows, all three would operate at LOS C or better under both the AM and PM peak hours, and thus are not deficient. These results are consistent with the Interim Year 2015 With Project results from SEIR No. 340. Caltrans Ramp Termini Intersection Analysis The results of the Caltrans ramp termini intersection analysis for the Interim Year 2015 No Project conditions are shown in Table 15. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 15, all of the analyzed ramp termini intersections operate at LOS D or better, consistent with the results of the Interim Year 2015 With Project results from SEIR No. 340. Caltrans Off-Ramp Queuing Analysis The results of the Caltrans off-ramp queuing analysis for the Interim Year 2015 No Project conditions are shown in Table 16. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 16, none of the queue would exceed the available off-ramp storage length consistent with the results of the Interim Year 2015 With Project results from SEIR No. 340. 50 ---PAGE BREAK--- Caltrans Freeway Ramp Analysis The results of the Caltrans freeway ramp analysis for the Interim Year 2015 No Project conditions are shown in Table 17. As shown in Table 17, nine ramps would operate deficiently or above capacity during the PM peak hour: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive Ramp R-5, the I-5 SB On-ramp from Disneyland Drive, would operate at LOS E during the PM peak hour as a result of the increased background traffic under Interim Year 2015 No Project conditions as compared to SEIR No. 340. As stated above, this does not represent a significant impact or deficiency of the Project, as the deficiency occurs due to the addition of traffic from the twelve related projects. The remaining results are consistent with the results of the Interim Year 2015 With Project results from SEIR No. 340. Caltrans Freeway Mainline Analysis The results of the Caltrans freeway mainline analysis for the Interim Year 2015 No Project conditions are shown in Table 18. As shown in Table 18, all three of the three segments are expected to operate at LOS E during the PM peak hour. Segment F-5, between Harbor Boulevard and Katella Avenue, is a newly identified deficient location under Interim Year 2015 No Project conditions as compared to SEIR No. 340. As stated above, this does not represent a significant impact or deficiency of the Project, as the deficiency occurs due to the addition of traffic from the 12 related projects. 51 ---PAGE BREAK--- The remaining results are consistent with the results of the Interim Year 2015 With Project results from SEIR No. 340. Caltrans Freeway Weaving Analysis The results of the Caltrans freeway weaving analysis for the Interim Year 2015 No Project conditions are shown in Table 19, which indicates that four of the weaving segments are deficient during the PM peak hour: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-5. I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp Weaving Segment W-5, I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off- ramp, is a newly identified deficient location under Interim Year 2015 No Project conditions as compared to SEIR No. 340. As stated above, this does not represent a significant impact or deficiency of the Project, as the deficiency occurs due to the addition of traffic from the 12 related projects. The remaining results are consistent with the results of the Interim Year 2015 With Project results from SEIR No. 340. INTERIM YEAR 2015 WITH PROJECT CONDITIONS The following sections describe the results of the Interim Year 2015 With Project analyses. These conditions were compared to the Interim Year 2015 No Project conditions described above to determine whether any deficiencies or significant impacts occur. 52 ---PAGE BREAK--- Intersection Peak Hour Analysis The results of the intersection peak hour analysis for the Interim Year 2015 With Project conditions are shown in Table 20. Consistent with Interim Year 2015 No Project conditions, one of the analyzed intersections (I-18, Anaheim Boulevard & Ball Road) is projected to operate at LOS E during the AM and PM peak hours. The remaining intersections would operate at LOS D or better during both peak hours. No significant impacts would occur at any of the analyzed intersections under Interim Year 2015 With Project conditions. Arterial Segment Analysis The results of the daily arterial segment analysis for the Interim Year 2015 With Project conditions are shown in Table 21. Six of the analyzed arterial segments would operate at LOS D or worse: A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-49. Orangewood Avenue between Haster Street and Manchester Avenue Of the six segments listed above, five are built to their ultimate configurations and must be analyzed for peak hour conditions to ensure adequate service. Table 22 shows the peak hour analysis for the five segments indicating that all five would operate at LOS C or better under both the AM and PM peak hours, and thus are not deficient. These results are consistent with the Interim Year 2015 No Project results and the results of the SEIR No. 340 analysis, and no significant impacts would occur at any analyzed segments under Interim Year 2015 With Project conditions. 53 ---PAGE BREAK--- Caltrans Ramp Termini Intersection Analysis The results of the Caltrans ramp termini intersection analysis for the Interim Year 2015 With Project conditions are shown in Table 23. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 23, all of the analyzed ramp termini intersections operate at LOS D or better, consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. Caltrans Off-Ramp Queuing Analysis The results of the Caltrans off-ramp queuing analysis for the Interim Year 2015 With Project conditions are shown in Table 24. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 24, none of the queue would exceed the available off-ramp storage length consistent with the results of the Interim Year 2015 No Project results and the analysis from SEIR No. 340. Caltrans Freeway Ramp Analysis The results of the Caltrans freeway ramp analysis for the Interim Year 2015 With Project conditions are shown in Table 25. As shown in Table 25, nine ramps would operate deficiently or above capacity during the PM peak hour: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive 54 ---PAGE BREAK--- These results are consistent with the results of the Interim Year 2015 No Project results and therefore there is no Project-related deficiency or impact. Caltrans Freeway Mainline Analysis The results of the Caltrans freeway mainline analysis for the Interim Year 2015 With Project conditions are shown in Table 26. As shown in Table 26, all three segments are expected to operate at LOS E during the PM peak hour. These results are consistent with the results of the Interim Year 2015 No Project results and therefore there is no Project-related deficiency or impact. Caltrans Freeway Weaving Analysis The results of the Caltrans freeway weaving analysis for the Interim Year 2015 With Project conditions are shown in Table 27. Four of the weaving segments are deficient during the PM peak hour: W-4. I-5 NB between Disneyland Drive On-ramp and Lincoln Avenue Off-ramp W-5. I-5 SB between Disneyland Drive On-ramp and Harbor Boulevard Off-ramp W-6. I-5 NB between Anaheim Boulevard On-ramp and Harbor Boulevard Off-ramp W-7. I-5 NB between State College Boulevard On-ramp and Katella Avenue Off-ramp These results are consistent with the results of the Interim Year 2015 No Project results and therefore there is no Project-related deficiency or impact. SUMMARY OF RESULTS The analysis of Interim Year 2015 No Project and With Project conditions produced similar results to the Interim Year 2015 With Project analysis presented in SEIR No. 340. Where new deficiencies occurred, they were in each case related to the increase in related project traffic 55 ---PAGE BREAK--- and not a deficiency or impact resulting from the Project. No significant impacts would occur as a result of the Project. 56 ---PAGE BREAK--- TABLE 11 RELATED PROJECT TRIP GENERATION ESTIMATES Trip Generation Estimates AM Peak Hour PM Peak Hour In Out Total In Out Total 1 Ramada Maingate 1650 S Harbor Boulevard Resort Hotel 13 rooms 106 3 1 4 2 3 5 2 Hyatt Place 2035 S Harbor Boulevard Resort Hotel 178 rooms 1,454 40 15 55 32 43 75 3 Marriott Springhill Suites SWC Harbor Boulevard & Katella Avenue Hotel 172 rooms 1,275 54 36 90 48 45 93 4 Hyatt House 1800 S Harbor Boulevard Hotel 252 rooms 1,995 100 82 182 64 60 124 5 Courtyard Marriott 1415 S Manchester Avenue Resort Hotel 221 rooms 1,806 50 19 69 40 53 93 6 Holiday Inn Express 1441 S Manchester Avenue Resort Hotel 96 rooms 784 22 8 30 17 23 40 7 Marriott Residence Inn 640 W Katella Avenue Resort Hotel 274 rooms 2,239 61 24 85 49 66 115 8 Hilton Homewood Suites 2010 S Harbor Boulevard Resort Hotel 215 rooms 1,757 48 19 67 39 51 90 9 Roscoe's House of Chicken and Waffles 2110 S Harbor Boulevard High-Turnover Restaurant 8,000 sf 1,017 48 44 92 53 36 89 10 Staybridge Suites 1050 W Ball Road Hotel 124 rooms 1,013 42 27 69 39 34 73 11 Convention Center Expansion 800 W Katella Avenue Convention Space 200 ksf 1,634 68 44 112 63 55 118 12 GardenWalk Hotel 321 W Katella Avenue Hotel 466 rooms 3,807 159 102 261 146 129 275 13 GardenWalk Timeshare 321 W Katella Avenue Timeshare Hotel 400 rooms 3,268 137 87 224 125 111 236 14 Platinum Gateway 915 E Katella Avenue Apartments 399 du 2,653 41 162 203 161 86 247 15 Platinum Vista 1015 E Katella Avenue Apartments 350 du 2,328 36 143 179 141 76 217 16 Vivere Phase 2 1725 Auburn Way Apartments 244 du 1,623 25 99 124 98 53 151 17 Park Viridian II & III 1781 S Campton Avenue Apartments 400 du 2,660 41 163 204 161 87 248 18 Lennar Parcels O & J 1847-1871 Granville Drive Apartments 400 du 2,660 41 163 204 161 87 248 19 A-Town Stadium 2003-2025 Orangewood Avenue Apartments 525 du 3,491 54 214 268 212 114 326 20 Orangewood Condominiums 2125 Orangewood Avenue Condominiums 341 du 1,981 26 124 150 119 58 177 21 Gateway Apartment Homes Phase 2 2020-2110 Orangewood Avenue Apartments 395 du 2,627 40 161 201 159 86 245 Total 42,178 1,136 1,737 2,873 1,929 1,356 3,285 Source: City of Anaheim, October 2013 and July 2014. du = dwelling units; sf = square feet; ksf = 1,000 square feet Trip generation estimates based on Trip Generation, 8th Edition, Institute of Transportation Engineers, 2008, except as noted. This related project was accounted for in the Nigel Cast Lot Addendum to SEIR No. 340. Trip generation estimates from traffic impact analysis for Cambria Suites Project, Anaheim. Trip generation estimates from traffic impact analysis for Hyatt House Hotel, Anaheim. Trip generation estimates based on 200 hotel rooms which is equivalent to 200,000 square feet of convention space per the City's traffic model. Daily No Project Address Land Use Size 57 ---PAGE BREAK--- TABLE 12 INTERIM YEAR 2015 NO PROJECT PEAK HOUR INTERSECTION LOS AM Peak Hour PM Peak Hour I-5 Disneyland Drive / Ball Road Anaheim 0.77 C 0.85 D I-6 Disneyland Drive / Katella Avenue Anaheim 0.69 B 0.73 C I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.69 B 0.72 C I-8 Harbor Boulevard / Ball Road Anaheim 0.85 D 0.78 C I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.62 B 0.65 B I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.43 A 0.43 A I-11 Harbor Boulevard / Disney Way Anaheim 0.43 A 0.56 A I-12 Harbor Boulevard / Katella Avenue Anaheim 0.77 C 0.76 C I-13 Harbor Boulevard / Convention Way Anaheim 0.49 A 0.53 A I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.69 B 0.71 C I-15 Clementine Street / Disney Way Anaheim 0.32 A 0.34 A I-16 Clementine Street / Katella Avenue Anaheim 0.57 A 0.72 C I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.29 A 0.33 A I-18 Anaheim Boulevard / Ball Road Anaheim 0.76 C 0.98 E I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.70 B 0.87 D I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.53 A 0.71 C I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.53 A 0.62 B I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.62 B 0.74 C I-24 Haster Way / Orangewood Avenue Anaheim 0.67 B 0.81 D I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.78 C 0.69 B I-26 Anaheim Way / Katella Avenue Anaheim 0.59 A 0.69 B I-71 Cast Place / Ball Road Anaheim 0.64 B 0.60 A I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.67 B 0.83 D I-74 Harbor Boulevard / Broadway Anaheim 0.57 A 0.73 C I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.36 A 0.52 A LOS ID Intersection Jurisdiction ICU LOS ICU 58 ---PAGE BREAK--- TABLE 13 INTERIM YEAR 2015 NO PROJECT DAILY ARTERIAL SEGMENT LOS ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity No Project 2015 ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 22,928 0.41 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 41,482 0.74 C A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 34,212 0.91 E A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 28,592 0.51 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 36,120 0.64 B A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 49,521 0.88 D A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 39,846 0.71 C A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 38,908 0.69 B A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 14,542 0.58 A A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 7,899 0.32 A A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 10,330 0.18 A A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 13,941 0.25 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 19,287 0.34 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 26,762 0.71 C A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 29,572 0.79 C A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 37,863 0.67 B A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 42,536 0.76 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 42,358 0.75 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 51,644 0.92 E A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 49,138 0.87 D A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 52,474 0.93 E A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 52,264 0.70 B A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4D 37,500 25,304 0.67 B A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4D 37,500 21,661 0.58 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 39,164 0.70 B A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 45,824 0.81 D A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 54,060 0.72 C A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 54,230 0.72 C A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 55,429 0.74 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 53,329 0.71 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 52,514 0.70 B A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 43,383 0.77 C A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 44,820 0.80 C A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 5,988 0.48 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 15,580 0.62 B A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 18,810 0.75 C A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 18,910 0.76 C A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 22,050 0.88 D A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 12,080 0.32 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 16,070 0.43 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 13,290 0.53 A 59 ---PAGE BREAK--- TABLE 14 INTERIM YEAR 2015 NO PROJECT PEAK HOUR ARTERIAL SEGMENT LOS ID Arterial From To Jurisdiction Traffic Volume Mid-Block Lanes Total Capacity V-C Ratio LOS AM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,212 6 5,304 0.61 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,875 6 5,686 0.51 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,679 6 6,567 0.41 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 2,971 6 6,567 0.45 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,581 4 4,297 0.37 A PM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,556 6 4,747 0.75 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,572 6 5,890 0.61 B A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,029 6 5,625 0.54 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,360 6 5,910 0.57 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,785 4 5,023 0.36 A 60 ---PAGE BREAK--- TABLE 15 INTERIM YEAR 2015 NO PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LOS AM Peak Hour PM Peak Hour Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 C 22.5 C I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 A 7.6 A I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 C 19.7 B I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 B 28.8 C I-21 Anaheim Boulevard / Disney Way 23.3 C 21.9 C I-25 Manchester Avenue / Katella Avenue 17.8 B 18.1 B I-26 Anaheim Way / Katella Avenue 17.2 B 25.6 C I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 A 8.1 A ID Intersection 61 ---PAGE BREAK--- TABLE 16 INTERIM YEAR 2015 NO PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS Off-Ramp Queue Length Control Delay (seconds) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 50 98 122 221 22.5 32.7 24.3 39.3 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 150 110 57.1 56.9 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 160 160 0 148 148 0 57.1 57.3 0.0 57.7 58.8 0.0 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 60 6 0 50 14 0 63.9 22.3 12.8 50.9 15.8 0.0 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 250 206 350 369 33.4 31.3 38.5 33.5 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2,130 70 60 0 33 0 12.0 0.0 9.6 0.0 No Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Deficient Storage Length ID Ramp Termini Intersection 62 ---PAGE BREAK--- TABLE 17 INTERIM YEAR 2015 NO PROJECT PEAK HOUR FREEWAY RAMP LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 21.6 C >Capacity F R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 20.4 C >Capacity F R-5 I-5 Northbound On-ramp from Katella Avenue 1 22.3 C >Capacity F R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 23.0 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 23.5 C 38.8 E R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 20.9 C >Capacity F R-10 I-5 Northbound On-ramp from Ball Road 1 23.0 C >Capacity F R-11 I-5 Northbound On-ramp from Disneyland Drive 1 24.3 C >Capacity F R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 12.1 B 15.3 B R-14 I-5 Southbound On-ramp from Disneyland Drive 1 30.0 D 35.1 E R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 27.2 C 31.4 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 32.7 D 34.2 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 27.3 C 30.6 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 24.9 C 7.5 A R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 24.9 C 30.7 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 28.1 D 32.7 D * Major Diverge analysis used to calculate density ID Ramp Segment Ramp # of Lanes 63 ---PAGE BREAK--- TABLE 18 INTERIM YEAR 2015 NO PROJECT PEAK HOUR FREEWAY MAINLINE LOS Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 21.1 C 37.2 E 24.5 C 28.1 D F-5 I-5 between Harbor Boulevard and Katella Avenue 19.0 C 35.2 E 21.8 C 24.8 C F-6 I-5 between Katella Avenue and State College Boulevard 19.4 C 39.7 E 25.3 C 28.2 D Freeway Segment ID 64 ---PAGE BREAK--- TABLE 19 INTERIM YEAR 2015 NO PROJECT PEAK HOUR FREEWAY WEAVING LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 22.7 B >Capacity F I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 31.2 C 38.0 E W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 21.4 B >Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 20.3 B >Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 29.8 C 34.3 D Weaving Length (Ft) Weaving Segment ID 65 ---PAGE BREAK--- TABLE 20 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.77 C 0.78 C 0.01 NO 0.85 D 0.85 D 0.00 NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.69 B 0.70 B 0.01 NO 0.73 C 0.73 C 0.00 NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.69 B 0.69 B 0.00 NO 0.72 C 0.72 C 0.00 NO I-8 Harbor Boulevard / Ball Road Anaheim 0.85 D 0.86 D 0.01 NO 0.78 C 0.78 C 0.00 NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.62 B 0.62 B 0.00 NO 0.65 B 0.65 B 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.43 A 0.44 A 0.01 NO 0.43 A 0.43 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.43 A 0.43 A 0.00 NO 0.56 A 0.56 A 0.00 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.77 C 0.79 C 0.02 NO 0.76 C 0.77 C 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.49 A 0.53 A 0.04 NO 0.53 A 0.55 A 0.02 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.69 B 0.69 B 0.00 NO 0.71 C 0.71 C 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.32 A 0.32 A 0.00 NO 0.34 A 0.34 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.57 A 0.57 A 0.00 NO 0.72 C 0.73 C 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.29 A 0.29 A 0.00 NO 0.33 A 0.33 A 0.00 NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.76 C 0.76 C 0.00 NO 0.98 E 0.98 E 0.00 NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.70 B 0.70 B 0.00 NO 0.87 D 0.87 D 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.53 A 0.53 A 0.00 NO 0.71 C 0.71 C 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.53 A 0.53 A 0.00 NO 0.62 B 0.62 B 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.62 B 0.62 B 0.00 NO 0.74 C 0.75 C 0.01 NO I-24 Haster Way / Orangewood Avenue Anaheim 0.67 B 0.67 B 0.00 NO 0.81 D 0.81 D 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.78 C 0.79 C 0.01 NO 0.69 B 0.70 B 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.59 A 0.60 A 0.01 NO 0.69 B 0.69 B 0.00 NO I-71 Cast Place / Ball Road Anaheim 0.64 B 0.64 B 0.00 NO 0.60 A 0.60 A 0.00 NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.67 B 0.67 B 0.00 NO 0.83 D 0.83 D 0.00 NO I-74 Harbor Boulevard / Broadway Anaheim 0.57 A 0.57 A 0.00 NO 0.73 C 0.73 C 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.36 A 0.36 A 0.00 NO 0.52 A 0.53 A 0.01 NO Sig. Impact ID Intersection Jurisdiction Change in V/C Sig. Impact Change in V/C 66 ---PAGE BREAK--- TABLE 21 INTERIM YEAR 2015 WITH PROJECT DAILY ARTERIAL SEGMENT LOS No Project With Project ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 22,928 0.41 A 22,928 0.41 A NO A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 41,482 0.74 C 41,482 0.74 C NO A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 34,212 0.91 E 34,212 0.91 E NO A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 28,592 0.51 A 28,592 0.51 A NO A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 36,120 0.64 B 36,120 0.64 B NO A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 49,521 0.88 D 49,521 0.88 D YES A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 39,846 0.71 C 39,846 0.71 C NO A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 38,908 0.69 B 38,908 0.69 B NO A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 14,542 0.58 A 14,542 0.58 A NO A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 7,899 0.32 A 7,899 0.32 A NO A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 10,330 0.18 A 10,330 0.18 A NO A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 13,941 0.25 A 13,941 0.25 A NO A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 19,287 0.34 A 19,287 0.34 A NO A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 26,762 0.71 C 27,006 0.72 C NO A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 29,572 0.79 C 29,816 0.80 C NO A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 37,863 0.67 B 38,107 0.68 B NO A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 42,536 0.76 C 42,598 0.76 C NO A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 42,358 0.75 C 42,444 0.75 C NO A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 51,644 0.92 E 52,782 0.94 E YES A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 49,138 0.87 D 49,542 0.88 D YES A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 52,474 0.93 E 52,878 0.94 E YES A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 52,264 0.70 B 52,362 0.70 B NO A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4D 37,500 25,304 0.67 B 25,304 0.67 B NO A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4D 37,500 21,661 0.58 A 21,661 0.58 A NO A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 39,164 0.70 B 39,226 0.70 B NO A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 45,824 0.81 D 45,886 0.82 D NO A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 54,060 0.72 C 54,366 0.72 C NO A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 54,230 0.72 C 54,536 0.73 C NO A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 55,429 0.74 C 55,857 0.74 C NO A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 53,329 0.71 C 53,757 0.72 C NO A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 52,514 0.70 B 52,942 0.71 C NO A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 43,383 0.77 C 43,658 0.78 C NO A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 44,820 0.80 C 44,942 0.80 C NO A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 5,988 0.48 A 5,988 0.48 A NO A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 15,580 0.62 B 15,580 0.62 B NO A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 18,810 0.75 C 18,834 0.75 C NO A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 18,910 0.76 C 18,934 0.76 C NO A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 22,050 0.88 D 22,050 0.88 D YES A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 12,080 0.32 A 12,080 0.32 A NO A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 16,070 0.43 A 16,070 0.43 A NO A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 13,290 0.53 A 13,290 0.53 A NO Requires Peak Hour Analysis? ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity 67 ---PAGE BREAK--- TABLE 22 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR ARTERIAL SEGMENT LOS ID Arterial From To Jurisdiction Traffic Volume Mid-Block Lanes Total Capacity V-C Ratio LOS AM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,212 6 5,304 0.61 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,994 6 5,686 0.53 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,721 6 6,567 0.41 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,013 6 6,567 0.46 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,581 4 4,297 0.37 A PM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,556 6 4,747 0.75 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,679 6 5,890 0.62 B A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,067 6 5,625 0.55 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,398 6 5,910 0.57 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,785 4 5,023 0.36 A 68 ---PAGE BREAK--- TABLE 23 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 C 20.4 C 0.0 22.5 C 22.5 C 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 A 8.0 A -0.1 7.6 A 7.6 A 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 C 14.7 B -8.1 19.7 B 19.7 B 0.0 I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 B 14.3 B 0.3 28.8 C 28.8 C 0.0 I-21 Anaheim Boulevard / Disney Way 23.3 C 20.5 C -2.8 21.9 C 21.9 C 0.0 I-25 Manchester Avenue / Katella Avenue 17.8 B 17.8 B 0.0 18.1 B 18.3 B 0.2 I-26 Anaheim Way / Katella Avenue 17.2 B 17.4 B 0.2 25.6 C 25.8 C 0.2 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 A 9.4 A 0.1 8.1 A 8.1 A 0.0 ID Intersection Change in Delay Change in Delay 69 ---PAGE BREAK--- TABLE 24 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS Off-Ramp Queue Length Control Delay (seconds) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 50 98 122 221 22.5 32.7 24.3 39.3 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 150 110 57.1 56.9 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 160 160 0 148 148 0 57.1 57.3 0.0 57.7 58.8 0.0 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 60 6 0 50 14 0 63.9 22.3 12.8 50.9 15.8 0.0 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 250 206 350 379 33.4 31.3 38.8 33.7 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2,130 70 60 0 33 0 12.0 0.0 9.6 0.0 No ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Deficient Storage Length 70 ---PAGE BREAK--- TABLE 25 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY RAMP LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 21.6 C >Capacity F R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 20.4 C >Capacity F R-5 I-5 Northbound On-ramp from Katella Avenue 1 22.3 C >Capacity F R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 23.0 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 23.5 C 38.8 E R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 20.9 C >Capacity F R-10 I-5 Northbound On-ramp from Ball Road 1 23.0 C >Capacity F R-11 I-5 Northbound On-ramp from Disneyland Drive 1 24.3 C >Capacity F R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 12.2 B 15.3 B R-14 I-5 Southbound On-ramp from Disneyland Drive 1 30.1 D 35.2 E R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 27.4 C 31.5 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 32.7 D 34.2 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 27.3 C 30.6 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 24.9 C 28.3 D R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 24.9 C 30.7 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 28.1 D 32.9 D * Major Diverge analysis used to calculate density ID Ramp Segment Ramp # of Lanes 71 ---PAGE BREAK--- TABLE 26 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY MAINLINE LOS Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 21.1 C 37.2 E 24.7 C 28.2 D F-5 I-5 between Harbor Boulevard and Katella Avenue 19.0 C 35.2 E 21.8 C 24.8 C F-6 I-5 between Katella Avenue and State College Boulevard 19.5 C 39.8 E 25.3 C 28.3 D ID Freeway Segment 72 ---PAGE BREAK--- TABLE 27 INTERIM YEAR 2015 WITH PROJECT PEAK HOUR FREEWAY WEAVING LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 22.7 B >Capacity F I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 31.5 C 38.1 E W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 21.4 B >Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 20.5 B >Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 29.9 C 34.4 D ID Weaving Segment Weaving Length (Ft) 73 ---PAGE BREAK--- Chapter 6 Future Year 2030 Conditions This chapter contains an analysis of the Project in year 2030. The analysis of Future Year 2030 conditions was based on the General Plan Buildout Year 2030 With Project conditions reported in the Nigel Cast Lot Addendum to SEIR No. 340. LOS worksheets associated with the analysis presented in this chapter are provided in Appendix E. SUMMARY OF ANALYSIS The Future Year 2030 No Project conditions are identical to the General Plan Buildout Year 2030 With Project conditions, after mitigation, from the Nigel Cast Lot Addendum to SEIR No. 340. No new analysis was conducted of these conditions from what was reported in the Nigel Cast Lot Addendum to SEIR No. 340. The Future Year 2030 With Project conditions include additional traffic expected from the additional guest parking spaces proposed for the Toy Story Lot. The following sections describe the results of the Future Year 2030 With Project analyses. These conditions were compared to the Future Year 2030 No Project conditions to determine whether any deficiencies or significant impacts would occur. INTERSECTION PEAK HOUR ANALYSIS The results of the intersection peak hour analysis for the Future Year 2030 With Project conditions are shown in Table 28. As shown, two intersections during the AM peak hour and five intersections during the PM peak hour are projected to operate at LOS E or worse. In total, and consistent with Future Year 2030 No Project conditions, five intersections are projected to operate at LOS E or worse during one or both peak hours: 74 ---PAGE BREAK--- I-5. Disneyland Drive & Ball Road I-6. Disneyland Drive & Katella Avenue I-8. Harbor Boulevard & Ball Road I-12. Harbor Boulevard & Katella Avenue I-22. Anaheim Boulevard/Haster Street & Katella Avenue None of these intersections would be significantly impacted by the Project. ARTERIAL SEGMENT ANALYSIS The results of the daily arterial segment analysis for the Future Year 2030 With Project conditions are shown in Table 29. As Table 29 shows, 22 of the analyzed arterial segments would operate at LOS D or worse: A-2. Anaheim Boulevard between I-5 and Cerritos Avenue A-3. Anaheim Boulevard between Cerritos Avenue and Ball Road A-6. Ball Road between Disneyland Drive and Harbor Boulevard A-7. Ball Road between Harbor Boulevard and Anaheim Boulevard A-8. Ball Road between Anaheim Boulevard and East Street A-13. Clementine Street between Manchester Avenue and Disney Way A-22. Disneyland Drive between Katella Avenue and Magic Way A-23. Disneyland Drive between Magic Way and Ball Road A-25. Harbor Boulevard between Wilken Way and Orangewood Avenue A-26. Harbor Boulevard between Orangewood Avenue and Convention Way A-27. Harbor Boulevard between Convention Way and Katella Avenue A-28. Harbor Boulevard between Katella Avenue and Disney Way A-29. Harbor Boulevard between Disney Way and Manchester Avenue A-33. Katella Avenue between Ninth Street and Walnut Street A-34. Katella Avenue between Walnut Street and Disneyland Drive A-35. Katella Avenue between Disneyland Drive and Hotel Way A-36. Katella Avenue between Hotel Way and Harbor Boulevard A-40b. Katella Avenue between Anaheim Way and Lewis Street A-46. Orangewood Avenue between West Street and Harbor Boulevard 75 ---PAGE BREAK--- A-47. Orangewood Avenue between Harbor Boulevard and Clementine Street A-48. Orangewood Avenue between Clementine Street and Haster Street A-49. Orangewood Avenue between Haster Street and Manchester Avenue These 22 segments were analyzed for peak hour conditions to ensure adequate service. Table 30 shows the peak hour analysis for the 22 segments. As Table 30 shows, all of the arterial segments would operate at LOS D or better during both the AM and PM peak hours. These results are consistent with the results of the SEIR No. 340 analysis, and no significant impacts would occur at any analyzed segments under Future Year 2030 With Project conditions as a result of the Project. CALTRANS RAMP TERMINI INTERSECTION ANALYSIS The results of the Caltrans ramp termini intersection analysis for the Future Year 2030 With Project conditions are shown in Table 31. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 31, two ramp termini intersections would operate at LOS E during the PM peak hour under Future Year 2030 With Project conditions. These results are consistent with the results from SEIR No. 340, and no significant impacts or deficiencies would occur under Future Year 2030 With Project conditions as a result of the Project. CALTRANS OFF-RAMP QUEUING ANALYSIS The results of the Caltrans off-ramp queuing analysis for the Future Year 2030 With Project conditions are shown in Table 32. As described in Chapter 1, these results were calibrated using the factors in Appendix D for consistency with SEIR No. 340. As shown in Table 32, none of the queue would exceed the available off-ramp storage length consistent with the results of the Future Year 2030 No Project results and the analysis from SEIR No. 340. 76 ---PAGE BREAK--- CALTRANS FREEWAY RAMP ANALYSIS The results of the Caltrans freeway ramp analysis for the Future Year 2030 With Project conditions are shown in Table 33. As shown in Table 33, 10 ramps would operate above capacity during the PM peak hour: R-3. I-5 NB Off-ramp to Anaheim Way / Katella Avenue R-4. I-5 NB On-ramp from Anaheim Way / Orangewood Avenue R-5. I-5 NB On-ramp from Katella Avenue R-7. I-5 NB On-ramp from Anaheim Boulevard R-8. I-5 NB Off-ramp to Harbor Boulevard R-9. I-5 NB On-ramp from Harbor Boulevard R-10. I-5 NB On-ramp from Ball Road R-11. I-5 NB On-ramp from Disneyland Drive R-14. I-5 SB On-ramp from Disneyland Drive R-21. I-5 SB On-ramp from Katella Avenue These results are consistent with the results from SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the Project. CALTRANS FREEWAY MAINLINE ANALYSIS The results of the Caltrans freeway mainline analysis for the Future Year 2030 With Project conditions are shown in Table 34. As shown in Table 34, all three of the segments are expected to operate at LOS E during the PM peak hour in the northbound direction. These results are consistent with the results of SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the Project. CALTRANS FREEWAY WEAVING ANALYSIS The results of the Caltrans freeway weaving analysis for the Future Year 2030 With Project conditions are shown in Table 35. As shown in Table 35, all of the analyzed weaving segments 77 ---PAGE BREAK--- are deficient during the PM peak hour. These results are consistent with the results of SEIR No. 340, and no deficiencies would occur under Future Year 2030 With Project conditions as a result of the Project. SUMMARY OF RESULTS The analysis of Future Year 2030 With Project conditions produced the same results as the General Plan Buildout Year 2030 With Project analysis presented in SEIR No. 340. No significant impacts or deficiencies would occur as a result of the expansion of the Toy Story Lot. 78 ---PAGE BREAK--- TABLE 28 2030 WITH PROJECT PEAK HOUR INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-5 Disneyland Drive / Ball Road Anaheim 0.87 D 0.88 D NO 0.92 E 0.93 E NO I-6 Disneyland Drive / Katella Avenue Anaheim 0.84 D 0.85 D NO 0.94 E 0.94 E NO I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.75 C 0.75 C NO 0.79 C 0.79 C NO I-8 Harbor Boulevard / Ball Road Anaheim 1.09 F 1.09 F NO 0.97 E 0.97 E NO I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.74 C 0.74 C NO 0.79 C 0.79 C NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.61 B 0.61 B NO 0.51 A 0.52 A NO I-11 Harbor Boulevard / Disney Way Anaheim 0.48 A 0.48 A NO 0.67 B 0.68 B NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.80 C 0.83 D NO 0.95 E 0.96 E NO I-13 Harbor Boulevard / Convention Way Anaheim 0.60 A 0.63 B NO 0.81 D 0.85 D NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.85 D 0.85 D NO 0.90 D 0.90 D NO I-15 Clementine Street / Disney Way Anaheim 0.57 A 0.57 A NO 0.57 A 0.57 A NO I-16 Clementine Street / Katella Avenue Anaheim 0.66 B 0.66 B NO 0.90 D 0.90 D NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.52 A 0.52 A NO 0.53 A 0.53 A NO I-18 Anaheim Boulevard / Ball Road Anaheim 0.82 D 0.82 D NO 0.90 D 0.90 D NO I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.68 B 0.68 B NO 0.86 D 0.86 D NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.56 A 0.56 A NO 0.85 D 0.85 D NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.71 C 0.71 C NO 0.85 D 0.85 D NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.90 D 0.90 D NO 0.92 E 0.92 E NO I-24 Haster Way / Orangewood Avenue Anaheim 0.79 C 0.79 C NO 0.83 D 0.83 D NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.77 C 0.77 C NO 0.71 C 0.71 C NO I-26 Anaheim Way / Katella Avenue Anaheim 0.81 D 0.81 D NO 0.78 C 0.78 C NO I-71 Cast Place / Ball Road Anaheim 0.75 C 0.75 C NO 0.69 B 0.69 B NO I-73 Harbor Boulevard / Lincoln Boulevard Anaheim 0.70 B 0.70 B NO 0.82 D 0.82 D NO I-74 Harbor Boulevard / Broadway Anaheim 0.68 B 0.68 B NO 0.81 D 0.81 D NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.41 A 0.41 A NO 0.61 B 0.61 B NO Sig. Impact ID Intersection Jurisdiction Sig. Impact 79 ---PAGE BREAK--- TABLE 29 2030 WITH PROJECT DAILY ARTERIAL SEGMENT LOS No Project With Project ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 31,048 0.55 A 31,048 0.55 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 55,255 0.98 E 55,255 0.98 E A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 46,098 0.82 D 46,098 0.82 D A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 34,040 0.60 A 34,040 0.60 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 42,320 0.75 C 42,320 0.75 C A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 58,609 1.04 F 58,609 1.04 F A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 47,279 0.84 D 47,279 0.84 D A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 46,310 0.82 D 46,310 0.82 D A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 24,048 0.96 E 24,048 0.96 E A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 8,470 0.34 A 8,470 0.34 A A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 38,780 0.69 B 38,780 0.69 B A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 17,040 0.30 A 17,040 0.30 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 26,628 0.47 A 26,628 0.47 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 34,500 0.92 E 34,744 0.93 E A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 32,800 0.87 D 33,044 0.88 D A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 42,919 0.76 C 43,163 0.77 C A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 50,366 0.89 D 50,428 0.90 D A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 47,556 0.84 D 47,642 0.85 D A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 50,526 0.90 D 51,664 0.92 E A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 56,906 1.01 F 57,310 1.02 F A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 54,626 0.97 E 55,030 0.98 E A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 59,241 0.79 C 59,339 0.79 C A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 6D 56,300 39,798 0.71 C 39,798 0.71 C A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 6D 56,300 25,258 0.45 A 25,258 0.45 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 48,170 0.86 D 48,232 0.86 D A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 56,930 1.01 F 56,992 1.01 F A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 67,110 0.89 D 67,416 0.90 D A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 63,060 0.84 D 63,366 0.84 D A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 59,260 0.79 C 59,688 0.80 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 59,840 0.80 C 60,268 0.80 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 57,710 0.77 C 58,138 0.78 C A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 8D 75,000 53,740 0.72 C 54,015 0.72 C A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 8D 75,000 61,390 0.82 D 61,512 0.82 D A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 4U 25,000 10,258 0.41 A 10,258 0.41 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 22,670 0.91 E 22,670 0.91 E A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 21,850 0.87 D 21,874 0.87 D A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 21,480 0.86 D 21,504 0.86 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 25,910 1.04 F 25,910 1.04 F A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 16,430 0.44 A 16,430 0.44 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 17,740 0.47 A 17,740 0.47 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 15,030 0.60 A 15,030 0.60 A ID Arterial From To Jurisdiction Mid-Block Lanes Total Capacity 80 ---PAGE BREAK--- TABLE 30 2030 WITH PROJECT PEAK HOUR ARTERIAL SEGMENT LOS ID Arterial From To Jurisdiction Traffic Volume Mid-Block Lanes Total Capacity V-C Ratio LOS AM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 3,327 6 5,586 0.60 A A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 2,879 6 5,586 0.52 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,786 6 5,389 0.70 B A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 2,767 6 5,389 0.51 A A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,204 6 4,985 0.64 B A-13 Clementine Street Manchester Avenue Disney Way Anaheim 1,727 4 3,800 0.45 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,295 4 4,042 0.57 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,125 4 4,042 0.53 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 2,589 6 3,838 0.67 B A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 2,571 6 5,814 0.44 A A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,851 6 5,814 0.49 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,034 6 6,042 0.50 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,184 6 6,042 0.53 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 2,787 6 6,840 0.41 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 3,737 6 6,954 0.54 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 3,622 8 9,272 0.39 A A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 3,392 8 9,282 0.37 A A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,373 8 8,446 0.64 B A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 1,950 4 3,458 0.56 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,482 4 3,458 0.43 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,342 4 2,875 0.47 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,680 4 4,236 0.40 A PM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 5,109 6 5,700 0.90 D A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4,327 6 4,902 0.88 D A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 4,124 6 5,130 0.80 C A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 3,154 6 4,063 0.78 C A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,574 6 6,091 0.59 A A-13 Clementine Street Manchester Avenue Disney Way Anaheim 2,040 4 3,800 0.54 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,323 4 4,875 0.48 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,293 4 4,875 0.47 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 3,429 6 4,395 0.78 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 3,281 6 4,446 0.74 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,700 6 4,104 0.90 D A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,611 6 4,902 0.74 C A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,781 6 4,902 0.77 C A-33 Katella Avenue Ninth Street Walnut Street Anaheim 4,266 6 7,980 0.53 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 4,546 6 7,980 0.57 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 5,409 8 7,638 0.71 C A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 5,369 8 7,638 0.70 B A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,371 8 8,570 0.63 B A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 2,180 4 3,610 0.60 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,392 4 2,622 0.53 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,782 4 2,132 0.84 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 2,000 4 3,550 0.56 A 81 ---PAGE BREAK--- TABLE 31 2030 WITH PROJECT PEAK HOUR RAMP TERMINI INTERSECTION LOS AM Peak Hour PM Peak Hour No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 11.2 B 11.2 B 0.0 21.9 C 21.9 C 0.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 9.6 A 9.6 A 0.0 14.5 B 14.5 B 0.0 I-17 I-5 Southbound Off-Ramp / Disney Way 22.1 C 22.1 C 0.0 17.3 B 17.2 B -0.1 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.3 B 15.2 B -0.1 75.3 E 75.5 E 0.2 I-21 Anaheim Boulevard / Disney Way 24.3 C 24.3 C 0.0 45.6 D 45.6 D 0.0 I-25 Manchester Avenue / Katella Avenue 42.4 D 42.4 D 0.0 51.2 D 51.2 D 0.0 I-26 Anaheim Way / Katella Avenue 22.6 C 23.3 C 0.7 71.3 E 72.6 E 1.3 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 12.2 B 12.5 B 0.3 9.7 A 9.8 A 0.1 ID Intersection Change in Delay Change in Delay 82 ---PAGE BREAK--- TABLE 32 2030 WITH PROJECT PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING ANALYSIS Off-Ramp Queue Length Control Delay (seconds) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 86 136 155 301 24.7 39.4 28.9 56.1 No I-10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 126 128 57.7 57.7 No I-17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 207 222 0 184 189 0 64.8 67.2 0.0 64.8 67.2 0.0 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 98 13 219 110 39 0 62.2 17.0 94.7 62.2 17.0 94.7 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 301 299 603 634 45.4 42.3 46.2 42.5 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2,130 70 73 0 52 0 13.8 0.0 12.8 0.0 No ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Deficient Storage Length 83 ---PAGE BREAK--- TABLE 33 2030 WITH PROJECT PEAK HOUR FREEWAY RAMP LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-3 I-5 Northbound Off-ramp to Anaheim Way / Katella Avenue* 2 22.5 C >Capacity F R-4 I-5 Northbound On-ramp from Anaheim Way / Orangewood Avenue 1 21.4 C >Capacity F R-5 I-5 Northbound On-ramp from Katella Avenue 1 22.4 C >Capacity F R-7 I-5 Northbound On-ramp from Anaheim Boulevard 1 24.1 C >Capacity F R-8 I-5 Northbound Off-ramp to Harbor Boulevard 1 24.4 C >Capacity F R-9 I-5 Northbound On-ramp from Harbor Boulevard 1 21.1 C >Capacity F R-10 I-5 Northbound On-ramp from Ball Road 1 23.3 C >Capacity F R-11 I-5 Northbound On-ramp from Disneyland Drive 1 24.4 C >Capacity F R-13 I-5 Southbound Off-ramp to Disneyland Drive / Ball Road 2 28.2 D 32.1 D R-14 I-5 Southbound On-ramp from Disneyland Drive 1 32.7 D >Capacity F R-15 I-5 Southbound Off-ramp to Harbor Boulevard 1 29.6 D 32.7 D R-16 I-5 Southbound On-ramp from Harbor Boulevard 1 29.3 D 30.0 D R-17 I-5 Southbound Off-ramp to Disney Way / Anaheim Boulevard 1 31.4 D 33.1 D R-18 I-5 Southbound Off-ramp to Katella Avenue / Orangewood Avenue* 2 26.5 C 30.1 D R-20 I-5 Southbound On-ramp from Anaheim Boulevard 1 25.7 C 32.0 D R-21 I-5 Southbound On-ramp from Katella Avenue 1 31.4 D >Capacity F * Major Diverge analysis used to calculate density ID Ramp Segment Ramp # of Lanes 84 ---PAGE BREAK--- TABLE 34 2030 WITH PROJECT PEAK HOUR FREEWAY MAINLINE LOS Northbound Southbound AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-4 I-5 between Lincoln Avenue and Harbor Boulevard 21.9 C 42.0 E 27.0 D 30.0 D F-5 I-5 between Harbor Boulevard and Katella Avenue 19.6 C 39.8 E 23.2 C 26.3 D F-6 I-5 between Katella Avenue and State College Boulevard 19.9 C 43.1 E 25.8 C 29.4 D ID Freeway Segment 85 ---PAGE BREAK--- TABLE 35 2030 WITH PROJECT PEAK HOUR FREEWAY WEAVING LOS AM Peak Hour PM Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 23.0 B >Capacity F I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W-5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 33.3 D 39.0 E W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 22.6 B >Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 21.3 B >Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 31.7 C 36.9 E ID Weaving Segment Weaving Length (Ft) 86 ---PAGE BREAK--- Chapter 7 Mitigations and Improvements The results of the Project impact analysis indicate that the Project can be added to the ARSP area and not result in any new significant impacts. Consistent with SEIR No. 340, the Project should participate in any identified mitigation improvements adjacent to the Project site, pay appropriate traffic fees, and pay its fair share of nearby improvements. 87 ---PAGE BREAK--- Chapter 8 Project Site Access and Queuing This chapter summarizes site access and queuing at the parking entry booths. PROJECT SITE ACCESS The Toy Story Lot is served by a single full-access driveway at the intersection of Harbor Boulevard & Convention Way. All arriving and departing guests utilize this signalized driveway, including the additional guests accommodated by the expansion of the Toy Story Lot. Approximately 600 feet east of the driveway, there are a total of six entry booths where guests may purchase a parking pass. From there, guest vehicles are guided by parking staff to a specific space through a process known as speed loading. Guest access to and from the Toy Story Lot would not change as a result of the Project. At the entrance to the Toy Story Lot, there are two inbound lanes and three outbound lanes. During peak arrival periods, the outbound lanes are sequentially coned off to allow inbound traffic to queue up behind the six entry booths. In total, based on a typical coning pattern, there is a cumulative total of approximately 2,300 feet of queuing space in advance of the six entry booths. Assuming 25 feet per car length (including the gap between cars), 2,300 feet can hold approximately 92 cars before backing up to Harbor Boulevard and preventing additional guests from entering the driveway. QUEUING MODEL DEVELOPMENT In order to determine whether the six existing parking booths would be sufficient to handle the expanded number of guest parking spaces in the lot, a Queuing Model was developed and calibrated to observed data from Mickey & Friends parking structure. The data was collected on Sunday, June 22, 2008 and Friday, June 27, 2008 for use in the SP-9 Traffic Study. 88 ---PAGE BREAK--- As reported in the SP-9 Traffic Study, entering guest vehicles were processed at an average rate of 17 seconds per vehicle, or 212 vehicles per hour per lane. On Sunday, a total of 1,575 guest vehicles arrived during the peak hour, a total of eight entry gates were open, and the maximum observed queue length was 153 vehicles. On Friday, a total of 1,354 guest vehicles arrived during the peak hour, a total of seven entry gates were open, and the maximum observed queue length was 133 vehicles. The Queuing Model developed for this analysis was based on a Poisson distribution of guest arrivals per minute throughout the peak hour. To validate the Queuing Model, adjustments were applied to the observed peak hour volumes on the two surveyed days. The Queuing Model was run a number of times to simulate thousands of peak hours of arrival patterns. The simulation results then can be used to determine the maximum queue expected during the peak hour, and how likely that queue is to be exceeded. The Queuing Model was calibrated to the 90th percentile – that is, 90% of the time the Queuing Model results in a maximum queue that is equal to or less than the maximum queue observed on the surveyed days. As shown in Table 36, after calibration, the Queuing Model produced 90th percentile maximum queues of 154 vehicles for Sunday and 133 vehicles for Friday. Compared to the observed maximum queues of 153 vehicles and 133 vehicles, respectively, the Queuing Model was calibrated to within 1% of observed results. TOY STORY LOT ENTRY QUEUE ANALYSIS The calibrated Queuing Model was then applied to the anticipated peak arrival volumes of guest traffic at the Toy Story Lot entrance. As described in Chapter 1, the Toy Story Lot would be expanded by 612 parking spaces from 4,313 to a total of 4,925 spaces. In addition, up to 1,375 additional guest spaces would be provided in KCML, and would enter and exit through the Toy Story Lot driveway and entry booths. As a result, a total of approximately 6,300 guest parking spaces would be served by the entry booths. Based on the peak inbound trip generation rate from Table 3 of 0.190 arrivals per parking space during the AM peak hour, 6,300 guest parking spaces could generate a total of 1,197 arrivals in an hour. 89 ---PAGE BREAK--- The calibrated Queuing Model was run assuming that 1,191 vehicles arrived during the peak inbound hour, served by six entry booths. As shown in Table 37, the simulation reported that the 90th percentile queue length would be a total of 147 vehicles long. As described above, the driveway only provides space for approximately 92 vehicles to queue, which is 55 vehicles fewer than the projected need. OPERATIONAL CONTINGENCY TO REDUCE QUEUING In order to prevent queues reaching back to Harbor Boulevard and potentially causing congestion Harbor Boulevard, Disney proposes an operational contingency during peak arrival periods to speed up the processing of vehicles through the entry booths. During these periods, should queued guest vehicles reach Harbor Boulevard, parking staff will open the entry gates to allow free flow of vehicles into the parking lot (free of charge) until the queue dissipates. With this strategy, the peak arrival period can easily be accommodated without causing congestion on Harbor Boulevard. This operational contingency is currently employed at the Toy Story Lot approximately 15 to 20 days per year and has been proven effective at managing traffic flow and preventing queuing from reaching Harbor Boulevard. On heavy traffic days, Disney traffic managers and Anaheim traffic control officers visually monitor traffic conditions. When traffic backing up from the toll booths begins to reach Harbor Boulevard, the traffic managers contact the on-duty toll booth manager. Complimentary parking is provided to arriving guests, typically in 20- to 100-car blocks, until the queue reduces. 90 ---PAGE BREAK--- TABLE 36 QUEUING MODEL CALIBRATION AND VALIDATION Sunday Friday Observed Conditions Seconds per Transaction 17 17 Transactions per Hour per Lane 212 212 Number of Open Lanes 8 7 Maximum Transactions per Hour 1,696 1,484 Number of Peak Hour Arrivals 1,575 1,354 Observed Maximum Queue 153 133 Model-Calculated Projections 85th Percentile Queue 142 124 90th Percentile Queue 154 133 95th Percentile Queue 169 148 Result Comparison Difference Between Observed and 90th Percentile -1 0 % Difference -0.7% 0.0% Notes: Sunday observation conducted on Sunday, June 22, 2008. Friday observation conducted on Friday, June 27, 2008. Observations conducted at Mickey & Friends parking structure. 91 ---PAGE BREAK--- TABLE 37 TOY STORY ENTRY LANE QUEUING Model Inputs Seconds per Transaction 17 Transactions per Hour per Lane 212 Number of Open Lanes 6 Maximum Transactions per Hour 1,272 Number of Peak Hour Arrivals 1,197 Model-Calculated Projections 85th Percentile Queue 138 90th Percentile Queue 147 95th Percentile Queue 159 92 ---PAGE BREAK--- References 2000 Highway Capacity Manual, Transportation Research Board, 2000. Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report, Parsons Brinckerhoff, 2010. City of Anaheim Criteria for Preparation of Traffic Impact Studies, City of Anaheim, 1996. Draft Environmental Impact Report 340, Amendment No. 14 to the Anaheim Resort Specific Plan, City of Anaheim, 2012. Traffic Impact Analysis for the Nigel Cast Parking Lot, Gibson Transportation Consulting, Inc., 2013. Traffic Study for the SP-9 Surface Parking Lot at the Disneyland Resort, Fehr & Peers, 2009. Trip Generation, 8th Edition, Institute of Transportation Engineers, 2008. ---PAGE BREAK--- Appendix A Intersection Lane Configurations ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix B Supplemental Intersection Impact Analysis Using Recently Updated Traffic Counts ---PAGE BREAK--- Supplemental Intersection Impact Analysis Using Recently Updated Traffic Counts This Appendix presents an analysis of potential traffic impacts at 15 study intersections using more recently collected traffic count data as a basis for analysis. In addition to analyzing the AM and PM peak hours, this analysis was also conducted for the late night peak hour, during which guest departures are at their peak. The late night peak hour analysis was not assessed in SEIR No. 340, but was conducted for consistency with the SP-9 Traffic Study. SCOPE OF ANALYSIS The supplemental analysis was conducted based on traffic counts conducted in April 2013 during the week of spring break. The traffic counts were conducted at a total of 15 intersections within the Study Area, consistent with the SP-9 Traffic Study. The 15 intersections, listed below, are among the 25 study intersections analyzed in this report: I-9. Harbor Boulevard & I-5 Northbound Ramps I-10. Harbor Boulevard & I-5 Southbound Ramps I-11. Harbor Boulevard & Disney Way I-12. Harbor Boulevard & Katella Avenue I-13. Harbor Boulevard & Convention Way I-14. Harbor Boulevard & Orangewood Avenue I-15. Clementine Street & Disney Way I-16. Clementine Street & Katella Avenue I-17. I-5 Southbound Off-Ramp / Zeyn Street & Disney Way / Manchester Avenue I-20. Anaheim Boulevard & I-5 Northbound On-Ramp / Anaheim Way I-21. Anaheim Boulevard & Manchester Avenue / I-5 Ramps I-22. Anaheim Boulevard/Haster Street & Katella Avenue I-25. Manchester Avenue / I-5 Southbound Off-Ramp & Katella Avenue I-26. Anaheim Way & Katella Avenue I-75. Harbor Boulevard & Manchester Avenue ---PAGE BREAK--- The analysis was conducted for year 2014 to represent existing conditions and for year 2024 to represent future conditions at the expiration of the proposed CUP extension. As described above, the analysis was conducted for the AM and PM peak hours as well as the late night peak hour, which is from 10:00 PM to 11:00 PM. Traffic impacts were assessed using the methodology for intersections described in Chapter 1. Year 2014 Baseline Traffic Volumes The traffic counts collected in April 2013 were assumed to also represent year 2014 conditions. However, for the purpose of identifying potential traffic impacts associated with the Toy Story Lot expansion, the existing traffic conditions were modified to assume that the Nigel Cast Lot was constructed. As part of the Nigel Cast Lot Addendum to SEIR No. 340, 1,375 cast spaces in KCML were assumed to be converted to guest parking spaces. These traffic volumes would use the Toy Story Lot driveway at Harbor Boulevard & Convention Way to access KCML via an internal connection to the Toy Story Lot. Therefore, the existing year 2014 traffic volumes were increased to account for traffic associated with 1,375 additional guest parking spaces. Based on the trip generation rates identified in Table 3, 1,375 guest parking spaces generate a total of 287 trips during the AM peak hour (261 inbound, 26 outbound), 257 during the PM peak hour (121 inbound, 136 outbound) and 425 trips during the late night peak hour (56 inbound, 369 outbound). These were distributed throughout the intersection network using the guest parking distribution shown in Figure 3. Year 2024 Baseline Traffic Volumes The year 2024 baseline volumes represent 10% growth over the year 2014 traffic volumes to represent the effects of ambient traffic growth and traffic from related projects developed within that time period. ---PAGE BREAK--- YEAR 2014 IMPACT ANALYSIS Table 3 summarizes the trip generation estimates for the Project during the AM, PM, and late night peak hours. These trips were distributed through the Study Area according to the distribution pattern shown in Figure 3. Table B-1 shows the Year 2014 No Project conditions and the Year 2014 With Project conditions for the AM and PM peak hours, and Table B-2 shows the Year 2014 No Project conditions and the Year 2014 With Project conditions for the late night peak hour. As shown in Tables B-1 and B-2, in year 2014 all 15 analyzed intersections are expected to operate at LOS A during all three peak hours, both without and with the addition of Project traffic. The Project would not result in any peak hour traffic impacts to study intersections in year 2014. YEAR 2024 IMPACT ANALYSIS The Project traffic was added to the Year 2024 No Project conditions to project the Year 2024 With Project conditions. Table B-3 shows the Year 2024 No Project conditions and the Year 2024 With Project conditions for the AM and PM peak hours, and Table B-4 shows the Year 2024 No Project conditions and the Year 2024 With Project conditions for the late night peak hour. As shown in Tables B-3 and B-4, in Year 2024 all 15 analyzed intersections are projected to operate at LOS A or B during all three peak hours, both without and with the addition of Project traffic. The Project would not result in any peak hour traffic impacts to study intersections in year 2024. CONCLUSION The results presented in this Appendix are consistent with the results of the SP-9 Traffic Study. The expansion of the Toy Story Lot by 612 spaces would not result in any traffic impacts to nearby intersections. Further, the extension of the CUP by five years to year 2024 would not result in future impacts from the Toy Story Lot. ---PAGE BREAK--- TABLE B-1 YEAR 2014 INTERSECTION LOS - AM AND PM PEAK HOURS No Project With Project ICU LOS ICU LOS AM Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.52 A 0.52 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.33 A 0.33 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.34 A 0.34 A 0.00 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.52 A 0.54 A 0.02 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.35 A 0.39 A 0.04 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.50 A 0.50 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.26 A 0.26 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.50 A 0.50 A 0.00 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.23 A 0.23 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.36 A 0.36 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.41 A 0.41 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.39 A 0.40 A 0.01 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.46 A 0.47 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.41 A 0.41 A 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.38 A 0.39 A 0.01 NO PM Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.46 A 0.46 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.31 A 0.31 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.37 A 0.38 A 0.01 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.55 A 0.56 A 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.34 A 0.37 A 0.03 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.53 A 0.53 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.33 A 0.33 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.60 A 0.60 A 0.00 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.24 A 0.24 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.51 A 0.51 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.44 A 0.44 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.58 A 0.58 A 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.52 A 0.53 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.52 A 0.53 A 0.01 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.48 A 0.49 A 0.01 NO ID Intersection Jurisdiction Change in V/C Sig. Impact ---PAGE BREAK--- TABLE B-2 YEAR 2014 INTERSECTION LOS - LATE NIGHT PEAK HOUR No Project With Project ICU LOS ICU LOS Late Night Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.31 A 0.31 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.25 A 0.26 A 0.01 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.38 A 0.39 A 0.01 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.49 A 0.53 A 0.04 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.52 A 0.56 A 0.04 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.32 A 0.32 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.23 A 0.23 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.57 A 0.58 A 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.22 A 0.22 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.26 A 0.26 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.39 A 0.39 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.38 A 0.38 A 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.47 A 0.50 A 0.03 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.38 A 0.38 A 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.39 A 0.40 A 0.01 NO ID Intersection Jurisdiction Change in V/C Sig. Impact ---PAGE BREAK--- TABLE B-3 YEAR 2024 INTERSECTION LOS - AM AND PM PEAK HOURS No Project With Project ICU LOS ICU LOS AM Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.56 A 0.56 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.36 A 0.36 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.37 A 0.37 A 0.00 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.60 A 0.61 B 0.01 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.43 A 0.46 A 0.03 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.55 A 0.55 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.28 A 0.28 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.54 A 0.54 A 0.00 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.25 A 0.25 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.39 A 0.39 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.45 A 0.45 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.44 A 0.44 A 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.52 A 0.53 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.45 A 0.45 A 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.42 A 0.42 A 0.00 NO PM Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.50 A 0.50 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.34 A 0.34 A 0.00 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.41 A 0.41 A 0.00 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.61 B 0.61 B 0.00 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.40 A 0.42 A 0.02 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.58 A 0.58 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.35 A 0.35 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.65 B 0.66 B 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.25 A 0.25 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.56 A 0.56 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.48 A 0.48 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.63 B 0.64 B 0.01 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.58 A 0.59 A 0.01 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.58 A 0.58 A 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.53 A 0.54 A 0.01 NO ID Intersection Jurisdiction Change in V/C Sig. Impact ---PAGE BREAK--- TABLE B-4 YEAR 2024 INTERSECTION LOS - LATE NIGHT PEAK HOUR No Project With Project ICU LOS ICU LOS Late Night Peak Hour I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.34 A 0.34 A 0.00 NO I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.28 A 0.29 A 0.01 NO I-11 Harbor Boulevard / Disney Way Anaheim 0.43 A 0.44 A 0.01 NO I-12 Harbor Boulevard / Katella Avenue Anaheim 0.58 A 0.61 B 0.03 NO I-13 Harbor Boulevard / Convention Way Anaheim 0.62 B 0.66 B 0.04 NO I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.35 A 0.35 A 0.00 NO I-15 Clementine Street / Disney Way Anaheim 0.25 A 0.25 A 0.00 NO I-16 Clementine Street / Katella Avenue Anaheim 0.63 B 0.64 B 0.01 NO I-17 I-5 Southbound Off-Ramp / Zeyn Street / Disney Way / Manchester Avenue Anaheim 0.24 A 0.24 A 0.00 NO I-20 Anaheim Boulevard / I-5 Northbound On-Ramp / Anaheim Way Anaheim 0.28 A 0.28 A 0.00 NO I-21 Anaheim Boulevard / Manchester Avenue / I-5 Ramps Anaheim 0.43 A 0.43 A 0.00 NO I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.42 A 0.42 A 0.00 NO I-25 Manchester Avenue / I-5 SB Off-Ramp / Katella Avenue Anaheim 0.54 A 0.57 A 0.03 NO I-26 Anaheim Way / Katella Avenue Anaheim 0.42 A 0.42 A 0.00 NO I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.44 A 0.45 A 0.01 NO ID Intersection Jurisdiction Change in V/C Sig. Impact ---PAGE BREAK--- AM Peak Hour Intersection Traffic Counts ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W BALL ROAD CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 56 201 27 3 126 36 33 87 109 119 139 17 953 715-730 57 259 32 1 166 51 50 117 144 104 178 15 1174 730-745 72 231 28 2 202 56 44 147 163 108 161 29 1243 745-800 103 203 43 2 256 119 88 132 154 109 202 23 1434 800-815 81 219 28 12 219 103 66 142 163 86 146 34 1299 815-830 58 167 36 2 266 68 51 139 202 109 161 37 1296 830-845 75 158 34 4 255 83 35 120 194 73 143 23 1197 845-900 67 159 33 12 276 98 31 153 149 83 149 20 1230 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 288 894 130 8 750 262 215 483 570 440 680 84 4804 715-815 313 912 131 17 843 329 248 538 624 407 [PHONE REDACTED] 730-830 314 820 135 18 943 346 249 560 682 412 [PHONE REDACTED] 745-845 317 747 141 20 996 373 240 533 713 377 [PHONE REDACTED] 800-900 281 703 131 30 1016 352 183 554 708 351 [PHONE REDACTED] AM PEAK HOUR: 730-830 18 314 820 135 943 346 123 BALL ROAD 670 682 560 249 412 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 7 9 10 6 32 700-715 0 0 0 0 0 715-730 5 2 13 3 23 715-730 1 0 0 0 1 730-745 3 4 12 11 30 730-745 0 0 0 2 2 745-800 5 6 5 8 24 745-800 2 0 0 1 3 800-815 4 7 7 2 20 800-815 0 0 0 1 1 815-830 1 8 13 3 25 815-830 1 2 0 0 3 830-845 2 4 7 3 16 830-845 0 1 0 1 2 845-900 6 1 22 11 40 845-900 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 20 21 40 28 109 700-800 3 0 0 3 6 715-815 17 19 37 24 97 715-815 3 0 0 4 7 730-830 13 25 37 24 99 730-830 3 2 0 4 9 745-845 12 25 32 16 85 745-845 3 3 0 3 9 800-900 13 20 49 19 101 800-900 1 3 1 2 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 330 2 124 0 17 48 130 0 0 0 0 651 715-730 0 393 2 150 0 13 55 154 0 0 0 0 767 730-745 0 396 5 149 0 24 59 198 0 0 0 0 831 745-800 0 385 2 145 0 18 64 235 0 0 0 0 849 800-815 0 388 5 169 0 27 71 182 0 0 0 0 842 815-830 0 345 3 173 0 41 69 190 0 0 0 0 821 830-845 0 297 5 146 0 26 67 190 0 0 0 0 731 845-900 0 305 4 147 0 34 92 199 0 0 0 0 781 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 0 1504 11 568 0 72 226 717 0 0 0 0 3098 715-815 0 1562 14 613 0 82 249 769 0 0 0 0 3289 730-830 0 1514 15 636 0 110 263 805 0 0 0 0 3343 745-845 0 1415 15 633 0 112 271 797 0 0 0 0 3243 800-900 0 1335 17 635 0 128 299 761 0 0 0 0 3175 AM PEAK HOUR: 730-830 636 0 1514 15 0 110 0 I-5 NORTHBOUND RAMPS 0 0 805 263 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 8 0 0 8 700-715 0 0 0 0 0 715-730 0 8 0 0 8 715-730 0 0 0 0 0 730-745 0 3 0 0 3 730-745 0 0 0 0 0 745-800 0 12 0 0 12 745-800 0 0 0 0 0 800-815 0 3 0 0 3 800-815 0 0 0 0 0 815-830 0 7 0 0 7 815-830 0 1 0 0 1 830-845 0 2 0 0 2 830-845 0 2 0 0 2 845-900 0 7 0 0 7 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 0 31 0 0 31 700-800 0 0 0 0 0 715-815 0 26 0 0 26 715-815 0 0 0 0 0 730-830 0 25 0 0 25 730-830 0 1 0 0 1 745-845 0 24 0 0 24 745-845 0 3 0 0 3 800-900 0 19 0 0 19 800-900 0 3 0 0 3 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 SOUTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 140 172 0 0 0 0 0 146 8 62 0 31 559 715-730 184 217 0 0 0 0 0 177 11 74 0 33 696 730-745 184 245 0 0 0 0 0 223 9 67 0 42 770 745-800 177 242 0 0 0 0 0 227 10 86 0 59 801 800-815 139 261 0 0 0 0 0 207 13 102 0 45 767 815-830 123 263 0 0 0 0 0 213 11 100 0 55 765 830-845 115 208 0 0 0 0 0 213 9 103 0 42 690 845-900 131 232 0 0 0 0 0 257 5 97 0 32 754 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 685 876 0 0 0 0 0 773 38 289 0 165 2826 715-815 684 965 0 0 0 0 0 834 43 329 0 179 3034 730-[PHONE REDACTED] 0 0 0 0 0 870 43 355 0 201 3103 745-845 554 974 0 0 0 0 0 860 43 391 0 201 3023 800-900 508 964 0 0 0 0 0 890 38 402 0 174 2976 AM PEAK HOUR: 730-830 0 623 1011 0 0 0 201 I-5 SOUTHBOUND RAMPS 0 43 870 0 355 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 0 0 13 13 700-715 0 0 0 3 3 715-730 0 0 0 15 15 715-730 0 0 0 1 1 730-745 0 0 0 26 26 730-745 0 0 0 2 2 745-800 0 0 0 21 21 745-800 0 0 0 2 2 800-815 0 0 0 9 9 800-815 0 0 0 2 2 815-830 0 0 0 11 11 815-830 0 0 0 1 1 830-845 0 0 0 7 7 830-845 0 0 0 1 1 845-900 0 0 0 25 25 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 0 0 0 75 75 700-800 0 0 0 8 8 715-815 0 0 0 71 71 715-815 0 0 0 7 7 730-830 0 0 0 67 67 730-830 0 0 0 7 7 745-845 0 0 0 48 48 745-845 0 0 0 6 6 800-900 0 0 0 52 52 800-900 0 0 0 4 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 198 40 17 0 5 17 157 32 0 0 0 466 715-730 0 244 49 19 0 11 22 175 41 0 0 0 561 730-745 0 269 50 12 0 14 22 246 38 0 0 0 651 745-800 0 267 47 24 0 16 20 211 27 0 0 0 612 800-815 0 319 41 19 0 14 35 196 52 0 0 0 676 815-830 0 285 56 18 0 13 21 201 52 0 0 0 646 830-845 0 281 57 27 0 13 29 175 48 0 0 0 630 845-900 0 267 35 20 0 9 22 215 57 0 0 0 625 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 0 978 186 72 0 46 81 789 138 0 0 0 2290 715-815 0 1099 187 74 0 55 99 828 158 0 0 0 2500 730-830 0 1140 194 73 0 57 98 854 169 0 0 0 2585 745-845 0 1152 201 88 0 56 105 783 179 0 0 0 2564 800-900 0 1152 189 84 0 49 107 787 209 0 0 0 2577 AM PEAK HOUR: 730-830 73 0 1140 194 0 57 0 MANCHESTER AVENUE 0 169 854 98 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 43 32 0 75 700-715 0 0 0 0 0 715-730 0 26 21 0 47 715-730 0 0 0 0 0 730-745 0 40 29 0 69 730-745 0 0 0 0 0 745-800 0 51 45 0 96 745-800 0 0 0 0 0 800-815 0 33 34 0 67 800-815 0 0 0 0 0 815-830 0 37 41 0 78 815-830 0 2 0 0 2 830-845 0 49 39 0 88 830-845 0 2 0 0 2 845-900 0 38 27 0 65 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 0 160 127 0 287 700-800 0 0 0 0 0 715-815 0 150 129 0 279 715-815 0 0 0 0 0 730-830 0 161 149 0 310 730-830 0 2 0 0 2 745-845 0 170 159 0 329 745-845 0 4 0 0 4 800-900 0 157 141 0 298 800-900 0 4 0 0 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 168 23 26 2 15 7 157 1 0 2 0 401 715-730 7 177 26 37 8 39 13 182 4 1 3 0 497 730-745 1 232 35 41 8 44 8 225 6 5 7 1 613 745-800 4 272 50 50 8 30 7 238 7 2 6 0 674 800-815 2 282 52 43 4 24 4 196 7 8 6 0 628 815-830 3 189 73 45 5 19 7 179 5 5 5 0 535 830-845 0 175 76 36 8 24 13 198 2 0 8 0 540 845-900 3 184 74 47 12 25 7 221 3 3 9 0 588 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 12 849 134 154 26 128 35 802 18 8 18 1 2185 715-815 14 963 163 171 28 137 32 841 24 16 22 1 2412 730-830 10 975 210 179 25 117 26 838 25 20 24 1 2450 745-845 9 918 251 174 25 97 31 811 21 15 25 0 2377 800-900 8 830 275 171 29 92 31 794 17 16 28 0 2291 AM PEAK HOUR: 730-830 179 10 975 210 25 117 1 DISNEY WAY 24 25 838 26 20 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 76 65 26 61 228 700-715 4 4 0 0 8 715-730 88 59 33 79 259 715-730 1 1 1 0 3 730-745 90 69 52 83 294 730-745 1 2 0 0 3 745-800 108 127 50 113 398 745-800 0 0 1 1 2 800-815 46 117 63 144 370 800-815 0 1 0 0 1 815-830 57 82 72 103 314 815-830 0 3 1 0 4 830-845 45 68 43 85 241 830-845 2 1 0 2 5 845-900 74 81 114 118 387 845-900 0 1 0 1 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 362 320 [PHONE REDACTED] 700-800 6 7 2 1 16 715-815 332 372 [PHONE REDACTED] 715-815 2 4 2 1 9 730-830 301 395 [PHONE REDACTED] 730-830 1 6 2 1 10 745-845 256 394 [PHONE REDACTED] 745-845 2 5 2 3 12 800-900 222 348 [PHONE REDACTED] 800-900 2 6 1 3 12 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S CLEMENTINE STREET E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 4 25 8 53 32 23 5 16 14 2 17 11 210 715-730 3 19 9 55 55 17 6 15 19 10 13 11 232 730-745 6 22 8 57 88 16 4 16 19 13 27 3 279 745-800 4 44 6 41 101 32 10 32 12 16 19 7 324 800-815 5 39 8 32 102 20 9 15 19 14 20 4 287 815-830 7 42 8 35 89 32 5 19 17 13 32 3 302 830-845 0 46 10 32 90 31 2 23 21 15 33 4 307 845-900 9 40 6 30 80 31 9 27 27 23 17 2 301 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 17 110 31 206 276 88 25 79 64 41 76 32 1045 715-815 18 124 31 185 346 85 29 78 69 53 79 25 1122 730-830 22 147 30 165 380 100 28 82 67 56 98 17 1192 745-845 16 171 32 140 382 115 26 89 69 58 104 18 1220 800-900 21 167 32 129 361 114 25 84 84 65 102 13 1197 AM PEAK HOUR: 745-845 140 16 171 32 382 115 18 DISNEY WAY 104 69 89 26 58 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 3 9 24 1 37 700-715 0 0 1 0 1 715-730 8 10 19 8 45 715-730 0 0 0 0 0 730-745 6 18 22 12 58 730-745 0 0 1 0 1 745-800 14 16 39 2 71 745-800 1 0 0 0 1 800-815 18 21 54 7 100 800-815 0 0 1 0 1 815-830 4 16 48 4 72 815-830 0 0 1 0 1 830-845 8 15 67 9 99 830-845 0 0 0 0 0 845-900 9 2 52 2 65 845-900 0 0 2 2 4 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 31 53 104 23 211 700-800 1 0 2 0 3 715-815 46 65 134 29 274 715-815 1 0 2 0 3 730-830 42 71 163 25 301 730-830 1 0 3 0 4 745-845 44 68 208 22 342 745-845 1 0 2 0 3 800-900 39 54 221 22 336 800-900 0 0 4 2 6 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S I-5 SB OFF-RAMP / ZEYN STREET E/W DISNEY WAY / MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 57 3 36 0 52 1 5 0 2 0 29 0 185 715-730 45 1 34 0 69 5 1 0 4 4 21 0 184 730-745 56 3 46 0 89 1 5 0 2 5 28 0 235 745-800 55 6 48 0 116 5 6 0 4 4 27 0 271 800-815 57 5 58 0 109 4 5 0 5 2 37 0 282 815-830 40 2 49 0 109 2 10 0 10 8 50 0 280 830-845 38 4 48 0 102 3 9 0 6 10 35 0 255 845-900 38 4 54 0 92 7 7 0 5 5 33 0 245 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 213 13 164 0 326 12 17 0 12 13 105 0 875 715-815 213 15 186 0 383 15 17 0 15 15 113 0 972 730-830 208 16 201 0 423 12 26 0 21 19 142 0 1068 745-845 190 17 203 0 436 14 30 0 25 24 149 0 1088 800-900 173 15 209 0 412 16 31 0 26 25 155 0 1062 AM PEAK HOUR: 745-845 I-5 SB OFF RAMP 0 MANCHESTER AVENUE 190 17 203 436 14 0 DISNEY WAY 149 25 0 30 24 ZEYN STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 1 0 0 0 1 700-715 0 0 0 0 0 715-730 0 0 2 0 2 715-730 2 0 0 0 2 730-745 0 0 3 0 3 730-745 0 0 1 0 1 745-800 2 0 4 0 6 745-800 0 0 0 0 0 800-815 0 0 4 0 4 800-815 0 0 0 0 0 815-830 3 0 1 0 4 815-830 1 0 0 0 1 830-845 1 0 1 0 2 830-845 0 0 0 0 0 845-900 0 0 0 0 0 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 3 0 9 0 12 700-800 2 0 1 0 3 715-815 2 0 13 0 15 715-815 2 0 1 0 3 730-830 5 0 12 0 17 730-830 1 0 1 0 2 745-845 6 0 10 0 16 745-845 1 0 0 0 1 800-900 4 0 6 0 10 800-900 1 0 0 0 1 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND ON-RAMP / ANAHEIM WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 13 167 0 59 8 3 0 87 31 0 0 0 368 715-730 17 241 0 77 3 6 0 101 34 0 0 0 479 730-745 25 240 0 70 8 1 0 130 49 0 0 0 523 745-800 26 251 0 88 6 4 0 166 36 0 0 0 577 800-815 17 198 0 71 4 4 0 145 28 0 0 0 467 815-830 24 215 0 73 2 6 0 139 39 0 0 0 498 830-845 19 204 0 57 10 3 0 95 42 0 0 0 430 845-900 28 192 0 79 14 4 0 113 43 0 0 0 473 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 81 899 0 294 25 14 0 484 150 0 0 0 1947 715-815 85 930 0 306 21 15 0 542 147 0 0 0 2046 730-830 92 904 0 302 20 15 0 580 152 0 0 0 2065 745-845 86 868 0 289 22 17 0 545 145 0 0 0 1972 800-900 88 809 0 280 30 17 0 492 152 0 0 0 1868 AM PEAK HOUR: 730-830 302 ANAHEIM WAY 92 904 0 20 15 0 I-5 NORTHBOUND ON-RAMP 0 152 580 0 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 0 0 2 2 700-715 0 0 0 4 4 715-730 1 0 0 1 2 715-730 0 0 0 1 1 730-745 0 0 0 2 2 730-745 0 1 0 2 3 745-800 0 0 0 2 2 745-800 0 0 0 3 3 800-815 1 0 0 3 4 800-815 0 0 0 3 3 815-830 0 0 0 0 0 815-830 0 0 0 2 2 830-845 1 0 0 3 4 830-845 0 0 0 0 0 845-900 1 0 0 1 2 845-900 0 0 0 3 3 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 1 0 0 7 8 700-800 0 1 0 10 11 715-815 2 0 0 8 10 715-815 0 1 0 9 10 730-830 1 0 0 7 8 730-830 0 1 0 10 11 745-845 2 0 0 8 10 745-845 0 0 0 8 8 800-900 3 0 0 7 10 800-900 0 0 0 8 8 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S ANAHEIM BOULEVARD E/W MANCHESTER AVENUE / I-5 RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 15 86 74 0 27 0 7 96 2 19 17 34 377 715-730 18 104 128 0 58 0 9 96 6 4 14 33 470 730-745 17 118 99 0 64 1 12 131 7 20 13 50 532 745-800 18 122 120 0 92 0 11 148 12 19 14 48 604 800-815 21 88 92 1 88 0 45 116 3 24 23 53 554 815-830 18 111 104 0 77 0 27 122 10 21 32 48 570 830-845 16 98 84 0 81 0 25 101 7 30 22 44 508 845-900 22 104 81 0 75 0 10 105 5 30 27 40 499 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 68 430 421 0 241 1 39 471 27 62 58 165 1983 715-815 74 432 439 1 302 1 77 491 28 67 64 184 2160 730-830 74 439 415 1 321 1 95 517 32 84 82 199 2260 745-845 73 419 400 1 338 0 108 487 32 94 91 193 2236 800-900 77 401 361 1 321 0 107 444 25 105 [PHONE REDACTED] AM PEAK HOUR: 730-830 1 MANCHESTER AVENUE / I-5 RAMPS 74 439 415 321 1 199 MANCHESTER AVENUE 82 32 517 95 84 ANAHEIM BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 0 0 3 3 700-715 0 0 1 1 2 715-730 0 0 0 2 2 715-730 0 0 3 3 6 730-745 0 0 3 2 5 730-745 0 0 1 1 2 745-800 0 0 0 0 0 745-800 0 0 2 3 5 800-815 0 0 0 1 1 800-815 0 0 2 3 5 815-830 0 1 3 6 10 815-830 0 2 0 1 3 830-845 0 0 1 8 9 830-845 0 0 0 1 1 845-900 0 0 2 2 4 845-900 0 0 1 3 4 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 0 0 3 7 10 700-800 0 0 7 8 15 715-815 0 0 3 5 8 715-815 0 0 8 10 18 730-830 0 1 6 9 16 730-830 0 2 5 8 15 745-845 0 1 4 15 20 745-845 0 2 4 8 14 800-900 0 1 6 17 24 800-900 0 2 3 8 13 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S DISNEYLAND DRIVE / WEST STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 40 37 25 44 83 23 28 46 23 10 303 28 690 715-730 32 27 30 48 94 72 20 56 26 48 281 54 788 730-745 56 52 46 79 142 78 37 73 34 47 331 72 1047 745-800 43 30 40 87 149 54 35 86 39 63 301 77 1004 800-815 28 21 35 61 102 61 27 56 20 27 235 55 728 815-830 37 28 31 79 106 29 23 52 35 39 243 47 749 830-845 30 39 31 62 110 27 32 44 19 47 215 65 721 845-900 18 26 41 91 143 33 23 59 35 41 212 45 767 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 171 146 141 258 468 227 120 261 [PHONE REDACTED] 231 3529 715-815 159 130 151 275 487 265 119 271 [PHONE REDACTED] 258 3567 730-830 164 131 152 306 499 222 122 267 [PHONE REDACTED] 251 3528 745-845 138 118 137 289 467 171 117 238 113 176 [PHONE REDACTED] 800-900 113 114 138 293 461 150 105 211 109 154 [PHONE REDACTED] AM PEAK HOUR: 715-815 DISNEYLAND DRIVE 275 159 130 151 487 265 258 KATELLA AVENUE 1148 119 271 119 185 WEST STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 14 47 29 18 108 700-715 4 0 0 2 6 715-730 23 20 36 28 107 715-730 1 3 2 0 6 730-745 12 49 75 30 166 730-745 5 0 0 5 10 745-800 19 28 50 32 129 745-800 0 2 0 3 5 800-815 16 32 39 21 108 800-815 0 3 2 5 10 815-830 11 22 38 23 94 815-830 2 2 1 3 8 830-845 19 23 32 21 95 830-845 1 1 3 0 5 845-900 27 38 52 37 154 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 68 144 190 108 510 700-800 10 5 2 10 27 715-815 70 129 200 111 510 715-815 6 8 4 13 31 730-830 58 131 202 106 497 730-830 7 7 3 16 33 745-845 65 105 159 97 426 745-845 3 8 6 11 28 800-900 73 115 161 102 451 800-900 3 6 6 8 23 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 26 146 13 18 85 53 43 112 26 17 253 29 821 715-730 35 204 15 18 137 45 40 162 30 12 256 24 978 730-745 49 229 14 26 156 76 44 172 31 32 320 33 1182 745-800 41 183 15 21 154 54 56 161 32 31 250 46 1044 800-815 60 216 15 30 123 53 53 125 25 17 239 23 979 815-830 43 179 25 20 103 75 32 136 55 20 209 43 940 830-845 47 188 11 21 127 68 37 124 33 37 179 39 911 845-900 53 202 18 33 148 78 44 135 35 39 201 39 1025 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 151 762 57 83 532 228 183 607 119 92 1079 132 4025 715-815 185 832 59 95 570 228 193 620 118 92 1065 126 4183 730-830 193 807 69 97 536 258 185 594 [PHONE REDACTED] 145 4145 745-845 191 766 66 92 507 250 178 546 145 105 [PHONE REDACTED] 800-900 203 785 69 104 501 274 166 520 148 113 [PHONE REDACTED] AM PEAK HOUR: 715-815 95 185 832 59 570 228 126 KATELLA AVENUE 1065 118 620 193 92 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 19 39 26 58 142 700-715 6 0 0 2 8 715-730 31 23 18 56 128 715-730 2 2 0 1 5 730-745 25 35 30 75 165 730-745 4 0 0 3 7 745-800 29 34 44 61 168 745-800 2 0 0 4 6 800-815 26 27 31 76 160 800-815 1 0 0 0 1 815-830 33 38 56 85 212 815-830 5 0 0 7 12 830-845 44 43 26 53 166 830-845 1 1 2 11 15 845-900 52 44 66 72 234 845-900 2 6 0 6 14 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 104 131 118 250 603 700-800 14 2 0 10 26 715-815 111 119 123 268 621 715-815 9 2 0 8 19 730-830 113 134 161 297 705 730-830 12 0 0 14 26 745-845 132 142 157 275 706 745-845 9 1 2 22 34 800-900 155 152 179 286 772 800-900 9 7 2 24 42 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S CLEMENTINE STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 3 54 4 9 193 58 5 13 1 22 261 9 632 715-730 6 32 5 10 206 62 26 17 3 31 267 13 678 730-745 4 40 8 21 257 35 16 16 9 58 341 16 821 745-800 12 61 6 15 269 54 12 21 10 20 292 19 791 800-815 8 71 18 17 245 58 29 18 9 46 263 10 792 815-830 4 77 5 10 225 59 10 18 7 34 226 13 688 830-845 9 79 13 17 215 55 18 22 8 32 193 12 673 845-900 8 74 13 20 301 39 29 26 11 26 225 18 790 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 25 187 23 55 925 209 59 67 23 131 1161 57 2922 715-815 30 204 37 63 977 209 83 72 31 155 1163 58 3082 730-830 28 249 37 63 996 206 67 73 35 158 1122 58 3092 745-845 33 288 42 59 954 226 69 79 34 132 974 54 2944 800-900 29 301 49 64 986 211 86 84 35 138 907 53 2943 AM PEAK HOUR: 730-830 63 28 249 37 996 206 58 KATELLA AVENUE 1122 35 73 67 158 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 10 1 5 3 19 700-715 2 0 0 0 2 715-730 19 0 2 3 24 715-730 0 0 0 0 0 730-745 37 1 4 1 43 730-745 1 0 0 0 1 745-800 13 4 11 3 31 745-800 3 1 0 0 4 800-815 16 0 4 2 22 800-815 0 0 0 0 0 815-830 11 6 7 1 25 815-830 2 0 0 0 2 830-845 14 6 16 5 41 830-845 1 1 2 0 4 845-900 22 3 6 1 32 845-900 1 0 0 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 79 6 22 10 117 700-800 6 1 0 0 7 715-815 85 5 21 9 120 715-815 4 1 0 0 5 730-830 77 11 26 7 121 730-830 6 1 0 0 7 745-845 54 16 38 11 119 745-845 6 2 2 0 10 800-900 63 15 33 9 120 800-900 4 1 2 0 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S ANAHEIM BOULEVARD / HASTER STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 34 69 8 2 211 9 27 88 13 13 197 18 689 715-730 42 72 21 4 232 6 36 75 12 11 196 14 721 730-745 40 99 12 2 226 9 23 112 7 11 257 33 831 745-800 19 94 12 6 269 11 22 145 12 15 262 37 904 800-815 29 88 12 5 254 10 11 132 25 6 218 46 836 815-830 32 79 9 5 230 13 15 102 16 11 192 20 724 830-845 13 90 15 4 236 18 14 93 16 10 178 26 713 845-900 16 76 18 3 261 23 14 87 18 14 203 28 761 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 135 334 53 14 938 35 108 420 44 50 [PHONE REDACTED] 715-815 130 353 57 17 981 36 92 464 56 43 [PHONE REDACTED] 730-830 120 360 45 18 979 43 71 491 60 43 [PHONE REDACTED] 745-845 93 351 48 20 989 52 62 472 69 42 [PHONE REDACTED] 800-900 90 333 54 17 981 64 54 414 75 41 [PHONE REDACTED] AM PEAK HOUR: 730-830 ANAHEIM BOULEVARD 18 120 360 45 979 43 136 KATELLA AVENUE 929 60 491 71 43 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 3 0 5 2 10 700-715 0 0 0 0 0 715-730 0 0 18 0 18 715-730 0 0 2 0 2 730-745 1 0 7 3 11 730-745 0 0 1 2 3 745-800 3 1 10 1 15 745-800 0 0 0 0 0 800-815 0 0 5 2 7 800-815 0 1 1 0 2 815-830 4 2 8 6 20 815-830 0 0 0 0 0 830-845 5 1 12 2 20 830-845 1 0 2 1 4 845-900 1 0 2 8 11 845-900 0 1 0 1 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 7 1 40 6 54 700-800 0 0 3 2 5 715-815 4 1 40 6 51 715-815 0 1 4 2 7 730-830 8 3 30 12 53 730-830 0 1 2 2 5 745-845 12 4 35 11 62 745-845 1 1 3 1 6 800-900 10 3 27 18 58 800-900 1 2 3 2 8 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S MANCHESTER AVENUE / I-5 SB RAMPS E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 7 8 0 190 23 86 0 13 130 125 0 582 715-730 1 15 6 0 254 33 77 0 7 135 157 0 685 730-745 0 18 3 0 240 30 100 1 13 137 234 0 776 745-800 2 22 5 0 282 40 122 0 6 126 222 0 827 800-815 2 18 5 0 275 36 99 0 7 119 177 0 738 815-830 4 10 5 0 260 36 94 0 8 100 169 0 686 830-845 3 15 9 0 252 46 87 0 8 81 164 0 665 845-900 3 10 9 0 289 42 94 0 5 110 180 0 742 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 3 62 22 0 966 126 385 1 39 528 738 0 2870 715-815 5 73 19 0 1051 139 398 1 33 517 790 0 3026 730-830 8 68 18 0 1057 142 415 1 34 482 802 0 3027 745-845 11 65 24 0 1069 158 402 0 29 426 732 0 2916 800-900 12 53 28 0 1076 160 374 0 28 410 690 0 2831 AM PEAK HOUR: 730-830 MANCHESTER AVENUE 0 8 68 18 1057 142 0 KATELLA AVENUE 802 34 1 415 482 MANCHESTER AVENUE / I-5 SB RAMPS PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 1 0 1 2 4 700-715 1 0 0 1 2 715-730 3 0 0 3 6 715-730 1 0 0 1 2 730-745 1 0 0 3 4 730-745 1 0 0 0 1 745-800 1 0 1 0 2 745-800 0 0 0 2 2 800-815 1 0 0 0 1 800-815 1 0 1 1 3 815-830 0 0 4 2 6 815-830 0 0 1 0 1 830-845 2 0 1 38 41 830-845 0 0 1 0 1 845-900 0 0 0 9 9 845-900 2 0 3 0 5 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 6 0 2 8 16 700-800 3 0 0 4 7 715-815 6 0 1 6 13 715-815 3 0 1 4 8 730-830 3 0 5 5 13 730-830 2 0 2 3 7 745-845 4 0 6 40 50 745-845 1 0 3 3 7 800-900 3 0 5 49 57 800-900 3 0 6 1 10 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S ANAHEIM WAY E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 5 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBTH NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 0 0 58 159 0 58 65 62 0 237 17 656 715-730 0 0 0 48 168 0 55 113 113 0 237 18 752 730-745 0 0 0 85 203 0 56 97 100 0 280 24 845 745-800 0 0 0 47 153 0 92 124 105 0 297 25 843 800-815 0 0 0 57 220 0 89 109 107 0 279 38 899 815-830 0 0 0 69 203 0 111 103 114 0 247 46 893 830-845 0 0 0 84 208 0 113 118 102 0 219 31 875 845-900 0 0 0 73 199 0 95 99 94 0 217 31 808 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 0 0 0 238 683 0 261 399 380 0 1051 84 3096 715-815 0 0 0 237 744 0 292 443 425 0 1093 105 3339 730-830 0 0 0 258 779 0 348 433 426 0 1103 133 3480 745-845 0 0 0 257 784 0 405 454 428 0 1042 140 3510 800-900 0 0 0 283 830 0 408 429 417 0 [PHONE REDACTED] AM PEAK HOUR: 745-845 257 0 0 0 784 0 140 KATELLA AVENUE 1042 428 454 405 0 ANAHEIM WAY PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 1 0 0 0 1 700-715 1 0 1 0 2 715-730 2 0 0 0 2 715-730 1 0 0 0 1 730-745 0 0 0 0 0 730-745 0 0 0 0 0 745-800 0 0 0 0 0 745-800 0 1 0 0 1 800-815 1 0 0 0 1 800-815 1 0 2 0 3 815-830 0 0 2 0 2 815-830 0 0 1 0 1 830-845 2 0 0 0 2 830-845 0 0 2 0 2 845-900 1 0 0 0 1 845-900 1 1 3 0 5 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 3 0 0 0 3 700-800 2 1 1 0 4 715-815 3 0 0 0 3 715-815 2 1 2 0 5 730-830 1 0 2 0 3 730-830 1 1 3 0 5 745-845 3 0 2 0 5 745-845 1 1 5 0 7 800-900 4 0 2 0 6 800-900 2 1 8 0 11 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W CONVENTION WAY / TOY STORY ENTRANCE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 33 126 34 2 0 0 13 149 12 16 1 17 403 715-730 27 167 52 0 0 0 5 190 16 18 0 10 485 730-745 38 199 79 1 0 0 3 240 13 11 1 18 603 745-800 33 174 74 2 0 0 12 248 16 13 2 19 593 800-815 39 175 68 3 0 0 16 206 10 14 1 21 553 815-830 35 145 99 3 0 0 13 190 22 10 4 30 551 830-845 21 141 99 1 0 2 11 173 22 16 1 17 504 845-900 26 165 113 1 1 0 12 184 14 9 0 23 548 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 131 666 239 5 0 0 33 827 57 58 4 64 2084 715-815 137 715 273 6 0 0 36 884 55 56 4 68 2234 730-830 145 693 320 9 0 0 44 884 61 48 8 88 2300 745-845 128 635 340 9 0 2 52 817 70 53 8 87 2201 800-900 121 626 379 8 1 2 52 753 68 49 6 91 2156 AM PEAK HOUR: 730-830 9 145 693 320 0 0 88 CONVENTION WAY / PARKING 8 61 884 44 48 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 6 3 2 26 37 700-715 2 0 0 2 4 715-730 13 7 6 47 73 715-730 1 1 0 4 6 730-745 36 4 17 35 92 730-745 0 0 0 5 5 745-800 26 8 4 27 65 745-800 0 0 0 1 1 800-815 14 8 11 38 71 800-815 0 1 0 2 3 815-830 10 12 5 34 61 815-830 0 0 0 0 0 830-845 24 11 5 57 97 830-845 0 0 2 0 2 845-900 17 10 3 41 71 845-900 0 2 0 0 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 81 22 29 135 267 700-800 3 1 0 12 16 715-815 89 27 38 147 301 715-815 1 2 0 12 15 730-830 86 32 37 134 289 730-830 0 1 0 8 9 745-845 74 39 25 156 294 745-845 0 1 2 3 6 800-900 65 41 24 170 300 800-900 0 3 2 2 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 7 124 20 11 31 32 17 144 14 15 119 16 550 715-730 6 182 25 15 46 30 24 201 17 6 100 12 664 730-745 9 176 13 24 47 30 33 210 9 15 104 21 691 745-800 14 152 19 18 54 22 34 235 14 11 128 16 717 800-815 16 158 27 15 44 35 20 181 10 21 125 12 664 815-830 13 135 18 25 33 29 27 205 14 14 119 13 645 830-845 8 150 15 17 35 32 18 161 8 11 108 11 574 845-900 12 144 18 26 48 24 27 186 9 16 93 9 612 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 36 634 77 68 178 114 108 790 54 47 451 65 2622 715-815 45 668 84 72 191 117 111 827 50 53 457 61 2736 730-830 52 621 77 82 178 116 114 831 47 61 476 62 2717 745-845 51 595 79 75 166 118 99 782 46 57 480 52 2600 800-900 49 587 78 83 160 120 92 733 41 62 445 45 2495 AM PEAK HOUR: 715-815 72 45 668 84 191 117 61 ORANGEWOOD AVENUE 457 50 827 111 53 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 4 5 4 12 25 700-715 1 2 0 0 3 715-730 8 5 7 15 35 715-730 0 1 2 0 3 730-745 18 2 22 38 80 730-745 0 0 3 1 4 745-800 3 3 16 28 50 745-800 0 0 1 4 5 800-815 7 2 7 14 30 800-815 0 0 2 1 3 815-830 4 1 12 26 43 815-830 0 0 0 1 1 830-845 3 4 5 24 36 830-845 2 0 1 1 4 845-900 13 3 9 19 44 845-900 1 0 1 0 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 33 15 49 93 190 700-800 1 3 6 5 15 715-815 36 12 52 95 195 715-815 0 1 8 6 15 730-830 32 8 57 106 203 730-830 0 0 6 7 13 745-845 17 10 40 92 159 745-845 2 0 4 7 13 800-900 27 10 33 83 153 800-900 3 0 4 3 10 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S HASTER STREET E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 29 132 19 25 55 30 31 78 9 17 86 20 531 715-730 14 104 11 22 76 36 37 84 12 13 80 23 512 730-745 27 148 13 26 58 27 42 101 9 18 98 41 608 745-800 33 153 12 14 74 14 40 127 9 16 92 33 617 800-815 29 152 14 10 54 18 24 100 6 17 88 37 549 815-830 25 153 6 11 56 18 22 104 9 15 106 40 565 830-845 24 163 8 12 52 16 18 95 11 13 90 38 540 845-900 26 124 13 18 62 25 18 76 7 16 81 30 496 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 103 537 55 87 263 107 150 390 39 64 [PHONE REDACTED] 715-815 103 557 50 72 262 95 143 412 36 64 [PHONE REDACTED] 730-830 114 606 45 61 242 77 128 432 33 66 [PHONE REDACTED] 745-845 111 621 40 47 236 66 104 426 35 61 [PHONE REDACTED] 800-900 104 592 41 51 224 77 82 375 33 61 [PHONE REDACTED] AM PEAK HOUR: 730-830 61 114 606 45 242 77 151 ORANGEWOOD AVENUE 384 33 432 128 66 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 16 5 16 6 43 700-715 0 0 1 2 3 715-730 5 19 41 8 73 715-730 2 2 1 2 7 730-745 15 11 12 5 43 730-745 1 3 2 1 7 745-800 11 3 2 7 23 745-800 0 0 0 2 2 800-815 11 4 3 10 28 800-815 0 1 0 0 1 815-830 13 8 3 5 29 815-830 2 0 0 1 3 830-845 2 5 3 6 16 830-845 1 1 1 1 4 845-900 12 2 3 7 24 845-900 0 2 0 1 3 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 47 38 71 26 182 700-800 3 5 4 7 19 715-815 42 37 58 30 167 715-815 3 6 3 5 17 730-830 50 26 20 27 123 730-830 3 4 2 4 13 745-845 37 20 11 28 96 745-845 3 2 1 4 10 800-900 38 19 12 28 97 800-900 3 4 1 3 11 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 7:00 AM TO 9:00 AM INTERSECTION: N/S I-5 NB ON-RAMP ONLY E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 5 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBTH NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-715 0 0 0 44 0 0 0 0 0 0 0 3 47 715-730 0 0 0 34 0 0 0 0 0 0 0 4 38 730-745 0 0 0 65 0 0 0 0 0 0 0 3 68 745-800 0 0 0 25 0 0 0 0 0 0 0 4 29 800-815 0 0 0 40 0 0 0 0 0 0 0 5 45 815-830 0 0 0 50 0 0 0 0 0 0 0 2 52 830-845 0 0 0 57 0 0 0 0 1 0 0 6 64 845-900 0 0 0 53 0 0 0 0 0 0 0 3 56 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 700-800 0 0 0 168 0 0 0 0 0 0 0 14 182 715-815 0 0 0 164 0 0 0 0 0 0 0 16 180 730-830 0 0 0 180 0 0 0 0 0 0 0 14 194 745-845 0 0 0 172 0 0 0 0 1 0 0 17 190 800-900 0 0 0 200 0 0 0 0 1 0 0 16 217 AM PEAK HOUR: 800-900 200 0 0 0 0 0 16 KATELLA AVENUE 0 1 0 0 0 I-5 NB ON-RAMP PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-715 0 0 0 0 0 700-715 0 0 0 0 0 715-730 0 0 0 0 0 715-730 0 0 0 0 0 730-745 0 0 0 0 0 730-745 0 0 0 0 0 745-800 0 0 0 0 0 745-800 0 0 0 0 0 800-815 0 0 0 0 0 800-815 0 0 0 0 0 815-830 0 0 0 0 0 815-830 0 0 0 0 0 830-845 0 0 0 0 0 830-845 0 0 0 0 0 845-900 0 0 0 0 0 845-900 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 700-800 0 0 0 0 0 700-800 0 0 0 0 0 715-815 0 0 0 0 0 715-815 0 0 0 0 0 730-830 0 0 0 0 0 730-830 0 0 0 0 0 745-845 0 0 0 0 0 745-845 0 0 0 0 0 800-900 0 0 0 0 0 800-900 0 0 0 0 0 ---PAGE BREAK--- PM Peak Hour Intersection Traffic Counts ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W BALL ROAD CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 57 126 23 10 325 75 37 226 161 121 203 49 1413 415-430 62 181 17 12 350 82 50 237 162 122 217 60 1552 430-445 64 195 30 9 364 55 50 272 173 108 211 66 1597 445-500 52 119 30 8 431 51 42 206 158 117 213 93 1520 500-515 61 188 20 5 392 57 69 243 155 142 184 51 1567 515-530 67 196 31 6 493 48 59 246 142 151 240 62 1741 530-545 45 158 28 9 403 48 58 223 137 125 171 69 1474 545-600 49 163 26 4 368 36 63 266 148 133 183 63 1502 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 235 621 100 39 1470 263 179 941 654 468 [PHONE REDACTED] 415-515 239 683 97 34 1537 245 211 958 648 489 [PHONE REDACTED] 430-530 244 698 111 28 1680 211 220 967 628 518 [PHONE REDACTED] 445-545 225 661 109 28 1719 204 228 918 592 535 [PHONE REDACTED] 500-600 222 705 105 24 1656 189 249 978 582 551 [PHONE REDACTED] PM PEAK HOUR: 430-530 28 244 [PHONE REDACTED] 211 272 BALL ROAD 848 628 967 220 518 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 5 2 8 5 20 400-415 0 0 2 1 3 415-430 3 3 16 15 37 415-430 1 0 0 1 2 430-445 4 1 4 11 20 430-445 0 0 0 0 0 445-500 5 4 15 10 34 445-500 2 1 1 1 5 500-515 2 0 26 15 43 500-515 1 0 1 0 2 515-530 11 2 9 20 42 515-530 0 1 0 0 1 530-545 10 7 11 20 48 530-545 0 1 0 1 2 545-600 8 6 7 14 35 545-600 0 0 0 2 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 17 10 43 41 111 400-500 3 1 3 3 10 415-515 14 8 61 51 134 415-515 4 1 2 2 9 430-530 22 7 54 56 139 430-530 3 2 2 1 8 445-545 28 13 61 65 167 445-545 3 3 2 2 10 500-600 31 15 53 69 168 500-600 1 2 1 3 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 0 282 5 183 0 15 112 232 0 0 0 0 829 415-430 0 310 10 171 0 13 113 232 0 0 0 0 849 430-445 0 322 10 177 0 12 120 280 0 0 0 0 921 445-500 0 297 8 161 0 5 95 265 0 0 0 0 831 500-515 0 328 3 111 0 10 120 308 0 0 0 0 880 515-530 0 359 5 122 0 6 108 270 0 0 0 0 870 530-545 0 317 6 159 0 12 93 236 0 0 0 0 823 545-600 0 317 7 174 0 6 91 247 0 0 0 0 842 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 0 1211 33 692 0 45 440 1009 0 0 0 0 3430 415-515 0 1257 31 620 0 40 448 1085 0 0 0 0 3481 430-530 0 1306 26 571 0 33 443 1123 0 0 0 0 3502 445-545 0 1301 22 553 0 33 416 1079 0 0 0 0 3404 500-600 0 1321 21 566 0 34 412 1061 0 0 0 0 3415 PM PEAK HOUR: 430-530 571 0 1306 26 0 33 0 I-5 NORTHBOUND RAMPS 0 0 1123 443 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 1 0 0 1 400-415 0 0 0 0 0 415-430 0 4 0 0 4 415-430 0 0 0 0 0 430-445 0 8 0 0 8 430-445 0 1 0 0 1 445-500 0 7 0 0 7 445-500 0 2 0 0 2 500-515 0 7 0 0 7 500-515 0 0 0 0 0 515-530 0 2 0 0 2 515-530 0 0 0 0 0 530-545 0 10 0 0 10 530-545 0 2 0 0 2 545-600 0 4 0 0 4 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 0 20 0 0 20 400-500 0 3 0 0 3 415-515 0 26 0 0 26 415-515 0 3 0 0 3 430-530 0 24 0 0 24 430-530 0 3 0 0 3 445-545 0 26 0 0 26 445-545 0 4 0 0 4 500-600 0 23 0 0 23 500-600 0 2 0 0 2 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 SOUTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 127 160 0 0 0 0 0 314 12 67 0 21 701 415-430 135 192 0 0 0 0 0 333 22 64 0 40 786 430-445 147 199 0 0 0 0 0 366 10 84 0 42 848 445-500 129 154 0 0 0 0 0 279 12 79 0 44 697 500-515 176 179 0 0 0 0 0 347 16 65 0 63 846 515-530 168 195 0 0 0 0 0 359 13 78 0 52 865 530-545 139 185 0 0 0 0 0 282 9 87 0 40 742 545-600 127 187 0 0 0 0 0 256 9 81 0 58 718 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 538 705 0 0 0 0 0 1292 56 294 0 147 3032 415-515 587 724 0 0 0 0 0 1325 60 292 0 189 3177 430-530 620 727 0 0 0 0 0 1351 51 306 0 201 3256 445-545 612 713 0 0 0 0 0 1267 50 309 0 199 3150 500-600 610 746 0 0 0 0 0 1244 47 311 0 213 3171 PM PEAK HOUR: 430-530 0 620 727 0 0 0 201 I-5 SOUTHBOUND RAMPS 0 51 1351 0 306 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 0 0 13 13 400-415 0 0 0 1 1 415-430 0 0 0 22 22 415-430 0 0 0 5 5 430-445 0 0 0 16 16 430-445 0 0 0 1 1 445-500 0 0 0 14 14 445-500 0 0 0 1 1 500-515 0 0 0 28 28 500-515 0 0 0 0 0 515-530 0 0 0 21 21 515-530 0 0 0 2 2 530-545 0 0 0 9 9 530-545 0 0 0 1 1 545-600 0 0 0 12 12 545-600 0 0 0 2 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 0 0 0 65 65 400-500 0 0 0 8 8 415-515 0 0 0 80 80 415-515 0 0 0 7 7 430-530 0 0 0 79 79 430-530 0 0 0 4 4 445-545 0 0 0 72 72 445-545 0 0 0 4 4 500-600 0 0 0 70 70 500-600 0 0 0 5 5 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 0 196 23 57 0 12 19 262 35 0 0 0 604 415-430 0 207 36 52 0 12 15 268 32 0 0 0 622 430-445 0 256 20 74 0 21 24 325 32 0 0 0 752 445-500 0 206 27 61 0 23 19 255 35 0 0 0 626 500-515 0 229 26 55 0 19 43 288 31 0 0 0 691 515-530 0 222 38 51 0 18 17 276 28 0 0 0 650 530-545 0 263 18 55 0 21 22 273 29 0 0 0 681 545-600 0 232 23 48 0 16 15 260 26 0 0 0 620 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 0 865 106 244 0 68 77 1110 134 0 0 0 2604 415-515 0 898 109 242 0 75 101 1136 130 0 0 0 2691 430-530 0 913 111 241 0 81 103 1144 126 0 0 0 2719 445-545 0 920 109 222 0 81 101 1092 123 0 0 0 2648 500-600 0 946 105 209 0 74 97 1097 114 0 0 0 2642 PM PEAK HOUR: 430-530 241 0 913 111 0 81 0 MANCHESTER AVENUE 0 126 1144 103 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 30 19 0 49 400-415 0 0 0 0 0 415-430 0 19 22 0 41 415-430 0 0 0 0 0 430-445 0 29 10 0 39 430-445 0 0 0 0 0 445-500 0 17 19 0 36 445-500 0 2 1 0 3 500-515 0 33 20 0 53 500-515 0 0 1 0 1 515-530 0 28 26 0 54 515-530 0 2 0 0 2 530-545 0 15 17 0 32 530-545 0 1 0 0 1 545-600 0 30 34 0 64 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 0 95 70 0 165 400-500 0 2 1 0 3 415-515 0 98 71 0 169 415-515 0 2 2 0 4 430-530 0 107 75 0 182 430-530 0 4 2 0 6 445-545 0 93 82 0 175 445-545 0 5 2 0 7 500-600 0 106 97 0 203 500-600 0 3 1 0 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 0 173 53 35 4 20 20 223 5 6 5 0 544 415-430 0 181 54 36 6 25 8 254 3 1 5 0 573 430-445 0 169 39 36 7 27 10 268 3 0 4 0 563 445-500 1 181 50 39 3 34 15 240 10 1 4 1 579 500-515 0 167 44 47 3 29 15 247 7 3 5 0 567 515-530 0 201 55 30 2 35 11 275 3 0 6 0 618 530-545 1 219 61 47 3 34 15 211 4 1 8 0 604 545-600 0 228 63 47 1 16 14 255 12 3 6 0 645 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 1 704 196 146 20 106 53 985 21 8 18 1 2259 415-515 1 698 187 158 19 115 48 1009 23 5 18 1 2282 430-530 1 718 188 152 15 125 51 1030 23 4 19 1 2327 445-545 2 768 210 163 11 132 56 973 24 5 23 1 2368 500-600 1 815 223 171 9 114 55 988 26 7 25 0 2434 PM PEAK HOUR: 500-600 171 1 815 223 9 114 0 DISNEY WAY 25 26 988 55 7 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 17 72 23 64 176 400-415 0 0 0 0 0 415-430 12 41 30 74 157 415-430 2 2 0 3 7 430-445 16 80 49 86 231 430-445 1 3 0 0 4 445-500 31 62 24 66 183 445-500 1 1 1 2 5 500-515 49 58 51 113 271 500-515 0 3 0 3 6 515-530 20 80 30 58 188 515-530 0 2 0 0 2 530-545 35 68 26 79 208 530-545 0 1 0 0 1 545-600 28 80 144 80 332 545-600 1 0 0 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 76 255 126 290 747 400-500 4 6 1 5 16 415-515 108 241 154 339 842 415-515 4 9 1 8 22 430-530 116 280 154 323 873 430-530 2 9 1 5 17 445-545 135 268 131 316 850 445-545 1 7 1 5 14 500-600 132 286 251 330 999 500-600 1 6 0 3 10 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S CLEMENTINE STREET E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 5 32 22 30 63 34 7 32 14 19 45 4 307 415-430 8 28 32 24 68 30 12 49 9 18 34 9 321 430-445 7 27 24 24 98 31 13 31 11 14 37 6 323 445-500 3 33 33 29 84 13 16 29 8 30 44 5 327 500-515 6 24 36 37 83 30 12 43 9 30 37 4 351 515-530 7 41 38 20 62 27 16 49 9 25 30 5 329 530-545 10 20 25 10 74 20 16 33 14 12 27 10 271 545-600 5 24 31 12 74 26 7 38 6 32 35 137 427 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 23 120 111 107 313 108 48 141 42 81 160 24 1278 415-515 24 112 125 114 333 104 53 152 37 92 152 24 1322 430-530 23 125 131 110 327 101 57 152 37 99 148 20 1330 445-545 26 118 132 96 303 90 60 154 40 97 138 24 1278 500-600 28 109 130 79 293 103 51 163 38 99 [PHONE REDACTED] PM PEAK HOUR: 500-600 79 28 109 130 293 103 156 DISNEY WAY 129 38 163 51 99 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 4 2 3 9 400-415 0 0 2 0 2 415-430 3 3 19 9 34 415-430 1 0 0 0 1 430-445 3 7 21 2 33 430-445 0 0 0 0 0 445-500 7 0 25 5 37 445-500 0 0 0 0 0 500-515 3 4 26 3 36 500-515 2 1 0 0 3 515-530 2 9 10 7 28 515-530 1 0 0 1 2 530-545 5 7 13 4 29 530-545 0 0 1 0 1 545-600 4 6 18 5 33 545-600 0 2 1 0 3 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 13 14 67 19 113 400-500 1 0 2 0 3 415-515 16 14 91 19 140 415-515 3 1 0 0 4 430-530 15 20 82 17 134 430-530 3 1 0 1 5 445-545 17 20 74 19 130 445-545 3 1 1 1 6 500-600 14 26 67 19 126 500-600 3 3 2 1 9 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S I-5 SB OFF-RAMP / ZEYN STREET E/W DISNEY WAY / MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 36 5 51 0 86 6 9 0 0 2 67 0 262 415-430 33 3 48 0 88 6 11 0 3 3 61 0 256 430-445 32 6 44 0 94 5 13 0 3 3 90 0 290 445-500 31 2 56 0 115 8 4 0 2 6 73 0 297 500-515 30 3 50 0 102 9 12 0 4 4 94 0 308 515-530 31 5 56 0 89 5 7 0 1 2 77 0 273 530-545 29 0 74 0 78 6 6 0 1 5 84 0 283 545-600 23 4 67 0 86 6 3 0 3 7 82 0 281 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 132 16 199 0 383 25 37 0 8 14 291 0 1105 415-515 126 14 198 0 399 28 40 0 12 16 318 0 1151 430-530 124 16 206 0 400 27 36 0 10 15 334 0 1168 445-545 121 10 236 0 384 28 29 0 8 17 328 0 1161 500-600 113 12 247 0 355 26 28 0 9 18 337 0 1145 PM PEAK HOUR: 430-530 I-5 SB OFF RAMP 0 MANCHESTER AVENUE 124 16 206 400 27 0 DISNEY WAY 334 10 0 36 15 ZEYN STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 3 0 0 0 3 400-415 0 1 0 0 1 415-430 1 0 2 0 3 415-430 0 0 0 0 0 430-445 0 0 0 0 0 430-445 0 0 0 0 0 445-500 1 0 2 0 3 445-500 0 0 0 0 0 500-515 6 0 0 0 6 500-515 0 0 0 0 0 515-530 0 0 1 0 1 515-530 0 0 0 0 0 530-545 0 0 1 0 1 530-545 0 0 0 0 0 545-600 0 0 3 0 3 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 5 0 4 0 9 400-500 0 1 0 0 1 415-515 8 0 4 0 12 415-515 0 0 0 0 0 430-530 7 0 3 0 10 430-530 0 0 0 0 0 445-545 7 0 4 0 11 445-545 0 0 0 0 0 500-600 6 0 5 0 11 500-600 0 0 0 0 0 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND ON-RAMP / ANAHEIM WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 77 269 0 157 31 9 0 185 54 0 0 0 782 415-430 63 261 0 149 49 9 0 192 54 0 0 0 777 430-445 57 237 0 139 57 14 0 164 54 0 0 0 722 445-500 55 214 0 141 64 8 0 178 35 0 0 0 695 500-515 83 292 0 155 75 11 0 227 71 0 0 0 914 515-530 66 287 0 154 75 8 0 218 45 0 0 0 853 530-545 63 251 0 177 75 14 0 207 58 0 0 0 845 545-600 47 238 0 116 40 13 0 224 66 0 0 0 744 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 252 981 0 586 201 40 0 719 197 0 0 0 2976 415-[PHONE REDACTED] 0 584 245 42 0 761 214 0 0 0 3108 430-[PHONE REDACTED] 0 589 271 41 0 787 205 0 0 0 3184 445-[PHONE REDACTED] 0 627 289 41 0 830 209 0 0 0 3307 500-[PHONE REDACTED] 0 602 265 46 0 876 240 0 0 0 3356 PM PEAK HOUR: 500-600 602 ANAHEIM WAY 259 1068 0 265 46 0 I-5 NORTHBOUND ON-RAMP 0 240 876 0 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 0 0 1 1 400-415 0 0 0 2 2 415-430 1 0 0 3 4 415-430 0 0 0 0 0 430-445 0 0 0 2 2 430-445 0 0 0 2 2 445-500 2 0 0 0 2 445-500 0 0 0 3 3 500-515 2 0 0 0 2 500-515 1 0 0 3 4 515-530 0 0 0 2 2 515-530 0 0 0 1 1 530-545 1 0 0 2 3 530-545 0 0 0 2 2 545-600 1 0 0 0 1 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 3 0 0 6 9 400-500 0 0 0 7 7 415-515 5 0 0 5 10 415-515 1 0 0 8 9 430-530 4 0 0 4 8 430-530 1 0 0 9 10 445-545 5 0 0 4 9 445-545 1 0 0 9 10 500-600 4 0 0 4 8 500-600 1 0 0 6 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S ANAHEIM BOULEVARD E/W MANCHESTER AVENUE / I-5 RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 19 157 92 6 73 1 1 162 5 20 48 64 648 415-430 17 152 69 1 66 1 1 178 8 38 43 41 615 430-445 29 173 82 9 73 1 0 183 4 30 55 57 696 445-500 23 141 65 1 82 2 0 173 13 39 44 42 625 500-515 24 152 80 10 83 1 0 207 9 41 46 71 724 515-530 34 182 90 2 60 0 0 208 9 41 45 54 725 530-545 19 195 82 2 57 0 1 193 5 44 50 73 721 545-600 25 160 69 0 58 0 0 227 8 36 53 62 698 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 88 623 308 17 294 5 2 696 30 127 [PHONE REDACTED] 415-515 93 618 296 21 304 5 1 741 34 148 [PHONE REDACTED] 430-530 110 648 317 22 298 4 0 771 35 151 [PHONE REDACTED] 445-545 100 670 317 15 282 3 1 781 36 165 [PHONE REDACTED] 500-600 102 689 321 14 258 1 1 835 31 162 [PHONE REDACTED] PM PEAK HOUR: 500-600 14 MANCHESTER AVENUE / I-5 RAMPS 102 689 321 258 1 260 MANCHESTER AVENUE 194 31 835 1 162 ANAHEIM BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 0 2 0 2 400-415 0 0 3 1 4 415-430 0 0 0 0 0 415-430 0 0 2 1 3 430-445 0 0 4 1 5 430-445 0 0 5 1 6 445-500 1 0 2 3 6 445-500 2 0 1 2 5 500-515 2 0 5 0 7 500-515 1 0 5 0 6 515-530 1 0 6 0 7 515-530 0 0 4 0 4 530-545 0 0 4 1 5 530-545 1 0 4 1 6 545-600 0 0 1 0 1 545-600 0 0 2 0 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 1 0 8 4 13 400-500 2 0 11 5 18 415-515 3 0 11 4 18 415-515 3 0 13 4 20 430-530 4 0 17 4 25 430-530 3 0 15 3 21 445-545 4 0 17 4 25 445-545 4 0 14 3 21 500-600 3 0 16 1 20 500-600 2 0 15 1 18 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S DISNEYLAND DRIVE / WEST STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 51 81 104 67 347 37 31 85 62 24 207 62 1158 415-430 38 73 102 66 274 45 63 111 91 35 247 28 1173 430-445 49 62 118 56 354 73 43 92 45 32 228 53 1205 445-500 30 41 87 67 350 49 37 71 73 31 197 30 1063 500-515 32 95 90 55 396 57 49 93 57 40 235 32 1231 515-530 20 66 74 59 315 45 65 93 83 49 255 43 1167 530-545 25 60 78 65 330 47 55 85 89 50 210 39 1133 545-600 26 77 77 51 311 43 40 76 71 43 224 35 1074 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 168 257 [PHONE REDACTED] 204 174 359 271 122 [PHONE REDACTED] 415-515 149 271 [PHONE REDACTED] 224 192 367 266 138 [PHONE REDACTED] 430-530 131 264 [PHONE REDACTED] 224 194 349 258 152 [PHONE REDACTED] 445-545 107 262 [PHONE REDACTED] 198 206 342 302 170 [PHONE REDACTED] 500-600 103 298 [PHONE REDACTED] 192 209 347 300 182 [PHONE REDACTED] PM PEAK HOUR: 415-515 DISNEYLAND DRIVE 244 149 [PHONE REDACTED] 224 143 KATELLA AVENUE 907 266 367 192 138 WEST STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 8 12 33 31 84 400-415 1 0 1 0 2 415-430 5 17 17 20 59 415-430 1 2 3 1 7 430-445 12 9 25 13 59 430-445 1 1 1 1 4 445-500 4 11 17 14 46 445-500 0 0 0 2 2 500-515 10 21 23 11 65 500-515 0 1 2 1 4 515-530 6 18 15 9 48 515-530 0 2 0 0 2 530-545 15 10 30 18 73 530-545 2 1 2 0 5 545-600 19 23 24 24 90 545-600 1 0 2 1 4 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 29 49 92 78 248 400-500 3 3 5 4 15 415-515 31 58 82 58 229 415-515 2 4 6 5 17 430-530 32 59 80 47 218 430-530 1 4 3 4 12 445-545 35 60 85 52 232 445-545 2 4 4 3 13 500-600 50 72 92 62 276 500-600 3 4 6 2 15 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 49 132 17 26 230 63 54 174 46 24 194 46 1055 415-430 38 145 21 31 262 52 61 176 37 22 172 38 1055 430-445 37 191 18 27 334 76 64 217 52 30 233 52 1331 445-500 39 178 30 15 297 81 52 194 35 20 200 50 1191 500-515 40 153 11 27 346 74 82 186 41 35 218 40 1253 515-530 37 174 20 26 346 65 57 206 44 25 245 36 1281 530-545 27 184 14 27 353 56 50 177 39 42 223 39 1231 545-600 42 201 24 25 321 58 61 237 39 28 235 28 1299 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 163 646 86 99 1123 272 231 761 170 96 [PHONE REDACTED] 415-515 154 667 80 100 1239 283 259 773 165 107 [PHONE REDACTED] 430-530 153 696 79 95 1323 296 255 803 172 110 [PHONE REDACTED] 445-545 143 689 75 95 1342 276 241 763 159 122 [PHONE REDACTED] 500-600 146 712 69 105 1366 253 250 806 163 130 [PHONE REDACTED] PM PEAK HOUR: 500-600 105 146 712 69 1366 253 143 KATELLA AVENUE 921 163 806 250 130 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 31 28 30 54 143 400-415 0 1 3 2 6 415-430 61 32 15 73 181 415-430 3 2 0 4 9 430-445 43 40 26 80 189 430-445 2 3 6 0 11 445-500 35 62 28 78 203 445-500 3 2 1 2 8 500-515 43 34 35 95 207 500-515 1 1 1 1 4 515-530 41 54 29 61 185 515-530 3 3 1 0 7 530-545 42 38 25 61 166 530-545 1 1 3 1 6 545-600 48 57 44 89 238 545-600 3 1 1 3 8 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 170 162 99 285 716 400-500 8 8 10 8 34 415-515 182 168 104 326 780 415-515 9 8 8 7 32 430-530 162 190 118 314 784 430-530 9 9 9 3 30 445-545 161 188 117 295 761 445-545 8 7 6 4 25 500-600 174 183 133 306 796 500-600 8 6 6 5 25 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S CLEMENTINE STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 18 40 25 16 413 57 72 34 12 19 255 11 972 415-430 12 46 36 23 393 51 54 32 29 31 289 16 1012 430-445 5 37 20 13 386 49 77 41 42 19 301 8 998 445-500 10 37 31 14 428 40 64 36 33 21 283 12 1009 500-515 19 36 28 19 413 38 77 42 24 20 346 10 1072 515-530 18 38 37 20 440 42 60 32 22 19 324 12 1064 530-545 9 38 33 29 375 34 95 57 48 29 295 19 1061 545-600 11 27 30 25 345 38 80 38 27 13 300 12 946 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 45 160 112 66 1620 197 267 143 116 90 1128 47 3991 415-515 46 156 115 69 1620 178 272 151 128 91 1219 46 4091 430-530 52 148 116 66 1667 169 278 151 121 79 1254 42 4143 445-545 56 149 129 82 1656 154 296 167 127 89 1248 53 4206 500-600 57 139 128 93 1573 152 312 169 121 81 1265 53 4143 PM PEAK HOUR: 445-545 82 56 [PHONE REDACTED] 154 53 KATELLA AVENUE 1248 127 167 296 89 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 31 2 4 4 41 400-415 3 1 1 0 5 415-430 31 1 5 2 39 415-430 1 0 2 0 3 430-445 20 1 13 11 45 430-445 4 2 3 1 10 445-500 27 2 14 3 46 445-500 9 1 2 1 13 500-515 32 3 8 3 46 500-515 6 0 2 0 8 515-530 45 4 11 4 64 515-530 4 0 3 1 8 530-545 48 5 6 6 65 530-545 3 1 2 0 6 545-600 52 0 17 9 78 545-600 1 1 3 1 6 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 109 6 36 20 171 400-500 17 4 8 2 31 415-515 110 7 40 19 176 415-515 20 3 9 2 34 430-530 124 10 46 21 201 430-530 23 3 10 3 39 445-545 152 14 39 16 221 445-545 22 2 9 2 35 500-600 177 12 42 22 253 500-600 14 2 10 2 28 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S ANAHEIM BOULEVARD / HASTER STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 33 129 12 5 387 39 17 139 18 22 298 38 1137 415-430 30 156 3 10 388 24 23 144 7 30 278 62 1155 430-445 39 125 17 7 312 30 23 121 12 18 259 44 1007 445-500 46 153 19 2 403 31 21 143 15 15 285 41 1174 500-515 61 129 23 0 427 34 21 143 22 16 291 51 1218 515-530 45 146 15 3 474 38 10 155 17 24 294 46 1267 530-545 27 143 22 0 355 45 11 150 15 25 304 70 1167 545-600 29 129 10 1 370 41 24 171 27 20 310 59 1191 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 148 563 51 24 1490 124 84 547 52 85 1120 185 4473 415-515 176 563 62 19 1530 119 88 551 56 79 1113 198 4554 430-530 191 553 74 12 1616 133 75 562 66 73 1129 182 4666 445-545 179 571 79 5 1659 148 63 591 69 80 1174 208 4826 500-600 162 547 70 4 1626 158 66 619 81 85 1199 226 4843 PM PEAK HOUR: 500-600 ANAHEIM BOULEVARD 4 162 547 70 1626 158 226 KATELLA AVENUE 1199 81 619 66 85 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 10 3 7 8 28 400-415 1 1 0 1 3 415-430 5 2 8 5 20 415-430 0 0 1 0 1 430-445 3 5 10 4 22 430-445 1 0 2 1 4 445-500 3 2 15 4 24 445-500 0 0 5 1 6 500-515 2 1 7 10 20 500-515 0 0 0 1 1 515-530 1 1 8 10 20 515-530 0 0 1 4 5 530-545 4 3 18 5 30 530-545 0 0 0 0 0 545-600 6 2 12 2 22 545-600 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 21 12 40 21 94 400-500 2 1 8 3 14 415-515 13 10 40 23 86 415-515 1 0 8 3 12 430-530 9 9 40 28 86 430-530 1 0 8 7 16 445-545 10 7 48 29 94 445-545 0 0 6 6 12 500-600 13 7 45 27 92 500-600 0 0 2 5 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S MANCHESTER AVENUE / I-5 SB RAMPS E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 1 13 13 0 426 98 62 0 8 142 208 0 971 415-430 2 10 8 0 378 77 73 0 11 133 202 0 894 430-445 1 13 10 0 412 91 84 0 13 136 220 0 980 445-500 2 15 8 0 381 70 86 0 16 123 206 0 907 500-515 0 8 7 0 426 98 68 0 10 120 253 0 990 515-530 2 18 11 0 436 60 81 0 10 140 231 0 989 530-545 1 12 11 0 430 60 62 0 20 140 219 0 955 545-600 2 17 12 0 388 45 78 0 12 139 201 0 894 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 6 51 39 0 1597 336 305 0 48 534 836 0 3752 415-515 5 46 33 0 1597 336 311 0 50 512 881 0 3771 430-530 5 54 36 0 1655 319 319 0 49 519 910 0 3866 445-545 5 53 37 0 1673 288 297 0 56 523 909 0 3841 500-600 5 55 41 0 1680 263 289 0 52 539 904 0 3828 PM PEAK HOUR: 430-530 MANCHESTER AVENUE 0 5 54 36 1655 319 0 KATELLA AVENUE 910 49 0 319 519 MANCHESTER AVENUE / I-5 SB RAMPS PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 4 0 0 1 5 400-415 2 0 2 1 5 415-430 4 0 0 1 5 415-430 2 0 1 0 3 430-445 1 0 0 2 3 430-445 3 0 2 0 5 445-500 2 0 3 4 9 445-500 1 0 4 3 8 500-515 0 0 1 1 2 500-515 2 0 2 0 4 515-530 2 0 0 10 12 515-530 2 0 0 0 2 530-545 4 0 1 6 11 530-545 1 0 0 0 1 545-600 2 0 0 2 4 545-600 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 11 0 3 8 22 400-500 8 0 9 4 21 415-515 7 0 4 8 19 415-515 8 0 9 3 20 430-530 5 0 4 17 26 430-530 8 0 8 3 19 445-545 8 0 5 21 34 445-545 6 0 6 3 15 500-600 8 0 2 19 29 500-600 5 0 3 0 8 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S ANAHEIM WAY E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 0 0 0 127 366 0 66 197 123 0 239 25 1143 415-430 0 0 0 132 354 0 40 167 121 0 263 17 1094 430-445 0 0 0 120 343 0 56 195 125 0 273 30 1142 445-500 0 0 0 116 342 0 51 202 128 0 280 36 1155 500-515 0 0 0 179 365 0 63 185 123 0 277 43 1235 515-530 0 0 0 130 373 0 74 251 128 0 279 47 1282 530-545 0 0 0 150 368 0 69 208 119 0 267 34 1215 545-600 0 0 0 136 348 0 76 193 113 0 266 30 1162 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 0 0 0 495 1405 0 213 761 497 0 1055 108 4534 415-515 0 0 0 547 1404 0 210 749 497 0 1093 126 4626 430-530 0 0 0 545 1423 0 244 833 504 0 1109 156 4814 445-545 0 0 0 575 1448 0 257 846 498 0 1103 160 4887 500-600 0 0 0 595 1454 0 282 837 483 0 1089 154 4894 PM PEAK HOUR: 500-600 595 0 0 0 1454 0 154 KATELLA AVENUE 1089 483 837 282 0 ANAHEIM WAY PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 1 0 0 0 1 400-415 3 1 1 0 5 415-430 2 0 2 0 4 415-430 0 0 0 0 0 430-445 1 0 1 0 2 430-445 2 0 1 0 3 445-500 0 0 0 0 0 445-500 2 0 0 0 2 500-515 0 1 3 0 4 500-515 2 0 0 0 2 515-530 1 2 2 0 5 515-530 0 0 2 0 2 530-545 0 0 1 0 1 530-545 0 0 0 0 0 545-600 1 1 0 0 2 545-600 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 4 0 3 0 7 400-500 7 1 2 0 10 415-515 3 1 6 0 10 415-515 6 0 1 0 7 430-530 2 3 6 0 11 430-530 6 0 3 0 9 445-545 1 3 6 0 10 445-545 4 0 2 0 6 500-600 2 4 6 0 12 500-600 2 0 3 0 5 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W CONVENTION WAY / TOY STORY ENTRANCE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 30 142 162 26 1 3 6 194 12 25 0 26 627 415-430 20 179 14 29 0 7 7 195 9 11 0 29 500 430-445 37 209 12 20 1 10 6 213 10 18 0 32 568 445-500 43 230 13 21 0 8 3 214 9 29 0 20 590 500-515 32 225 19 54 0 16 13 208 15 19 0 26 627 515-530 27 215 14 34 1 8 14 238 11 24 0 21 607 530-545 27 201 17 28 0 5 4 204 14 24 0 34 558 545-600 44 210 15 47 1 15 7 203 26 32 0 30 630 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 130 760 201 96 2 28 22 816 40 83 0 107 2285 415-515 132 843 58 124 1 41 29 830 43 77 0 107 2285 430-530 139 879 58 129 2 42 36 873 45 90 0 99 2392 445-545 129 871 63 137 1 37 34 864 49 96 0 101 2382 500-600 130 851 65 163 2 44 38 853 66 99 0 111 2422 PM PEAK HOUR: 500-600 163 130 851 65 2 44 111 CONVENTION WAY / PARKING 0 66 853 38 99 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 10 10 2 16 38 400-415 0 0 0 0 0 415-430 12 13 12 22 59 415-430 1 0 0 0 1 430-445 10 16 19 17 62 430-445 0 2 0 5 7 445-500 12 17 14 27 70 445-500 1 2 0 0 3 500-515 8 22 25 23 78 500-515 0 1 1 2 4 515-530 13 21 16 30 80 515-530 0 2 0 1 3 530-545 21 12 16 19 68 530-545 0 0 0 0 0 545-600 14 13 20 34 81 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 44 56 47 82 229 400-500 2 4 0 5 11 415-515 42 68 70 89 269 415-515 2 5 1 7 15 430-530 43 76 74 97 290 430-530 1 7 1 8 17 445-545 54 72 71 99 296 445-545 1 5 1 3 10 500-600 56 68 77 106 307 500-600 0 3 1 3 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HARBOR BOULEVARD E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 21 180 17 10 109 33 40 222 20 7 80 11 750 415-430 11 159 28 22 101 38 35 210 18 8 64 18 712 430-445 12 228 33 18 108 32 47 226 29 10 74 13 830 445-500 16 194 31 18 143 42 38 209 25 10 86 14 826 500-515 18 233 17 21 102 52 30 237 19 3 82 15 829 515-530 18 193 17 73 151 53 36 217 16 8 90 10 882 530-545 20 205 27 15 150 39 46 215 28 9 69 16 839 545-600 16 228 17 24 132 39 40 219 31 8 73 16 843 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 60 761 109 68 461 145 160 867 92 35 304 56 3118 415-515 57 814 109 79 454 164 150 882 91 31 306 60 3197 430-530 64 848 98 130 504 179 151 889 89 31 332 52 3367 445-545 72 825 92 127 546 186 150 878 88 30 327 55 3376 500-600 72 859 78 133 535 183 152 888 94 28 314 57 3393 PM PEAK HOUR: 500-600 133 72 859 78 535 183 57 ORANGEWOOD AVENUE 314 94 888 152 28 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 2 10 5 0 17 400-415 1 1 0 0 2 415-430 8 6 12 18 44 415-430 2 1 1 1 5 430-445 9 11 4 7 31 430-445 0 1 2 0 3 445-500 5 9 12 16 42 445-500 1 2 0 0 3 500-515 9 14 15 7 45 500-515 1 4 1 0 6 515-530 5 14 7 12 38 515-530 1 0 2 1 4 530-545 8 14 13 9 44 530-545 0 2 1 2 5 545-600 6 11 16 5 38 545-600 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 24 36 33 41 134 400-500 4 5 3 1 13 415-515 31 40 43 48 162 415-515 4 8 4 1 17 430-530 28 48 38 42 156 430-530 3 7 5 1 16 445-545 27 51 47 44 169 445-545 3 8 4 3 18 500-600 28 53 51 33 165 500-600 2 6 5 3 16 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S HASTER STREET E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 31 135 19 18 138 27 19 134 21 18 86 19 665 415-430 14 103 11 22 144 50 28 159 14 15 82 23 665 430-445 27 152 12 22 159 37 27 141 14 18 92 40 741 445-500 33 153 14 24 163 42 37 142 18 17 91 33 767 500-515 27 151 15 27 175 57 18 156 13 18 88 37 782 515-530 23 158 7 36 205 39 35 138 24 15 108 40 828 530-545 24 166 8 31 194 31 21 140 19 12 83 38 767 545-600 26 125 13 29 182 32 32 127 19 16 91 31 723 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 105 543 56 86 604 156 111 576 67 68 [PHONE REDACTED] 415-515 101 559 52 95 641 186 110 598 59 68 [PHONE REDACTED] 430-530 110 614 48 109 702 175 117 577 69 68 [PHONE REDACTED] 445-545 107 628 44 118 737 169 111 576 74 62 [PHONE REDACTED] 500-600 100 600 43 123 756 159 106 561 75 61 [PHONE REDACTED] PM PEAK HOUR: 445-545 118 107 628 44 737 169 148 ORANGEWOOD AVENUE 370 74 576 111 62 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 14 1 4 1 20 400-415 0 0 1 0 1 415-430 2 2 10 9 23 415-430 1 0 2 0 3 430-445 13 4 5 1 23 430-445 0 0 2 1 3 445-500 11 6 12 11 40 445-500 0 1 1 0 2 500-515 12 4 5 11 32 500-515 0 0 0 0 0 515-530 17 3 3 6 29 515-530 1 0 2 0 3 530-545 1 2 10 6 19 530-545 1 2 0 1 4 545-600 13 9 15 7 44 545-600 1 0 0 1 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 40 13 31 22 106 400-500 1 1 6 1 9 415-515 38 16 32 32 118 415-515 1 1 5 1 8 430-530 53 17 25 29 124 430-530 1 1 5 1 8 445-545 41 15 30 34 120 445-545 2 3 3 1 9 500-600 43 18 33 30 124 500-600 3 2 2 2 9 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 4:00 PM TO 6:00 PM INTERSECTION: N/S I-5 NB ON-RAMP ONLY E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-415 0 0 0 101 0 0 0 0 0 0 0 2 103 415-430 0 0 0 91 0 0 0 0 0 0 0 0 91 430-445 0 0 0 86 0 0 0 0 3 0 0 2 91 445-500 0 0 0 88 0 0 0 0 0 0 0 0 88 500-515 0 0 0 135 0 0 0 0 0 0 0 4 139 515-530 0 0 0 90 0 0 0 0 1 0 0 3 94 530-545 0 0 0 106 0 0 0 0 0 0 0 1 107 545-600 0 0 0 98 0 0 0 0 1 0 0 4 103 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 400-500 0 0 0 366 0 0 0 0 3 0 0 4 373 415-515 0 0 0 400 0 0 0 0 3 0 0 6 409 430-530 0 0 0 399 0 0 0 0 4 0 0 9 412 445-545 0 0 0 419 0 0 0 0 1 0 0 8 428 500-600 0 0 0 429 0 0 0 0 2 0 0 12 443 PM PEAK HOUR: 500-600 429 0 0 0 0 0 12 KATELLA AVENUE 0 2 0 0 0 I-5 NB ON-RAMP PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-415 0 0 0 0 0 400-415 0 0 0 0 0 415-430 0 0 0 0 0 415-430 0 0 0 0 0 430-445 0 0 0 0 0 430-445 0 0 0 0 0 445-500 0 0 0 0 0 445-500 0 0 0 0 0 500-515 0 0 0 0 0 500-515 0 0 0 0 0 515-530 0 0 0 0 0 515-530 0 0 0 0 0 530-545 0 0 0 0 0 530-545 0 0 0 0 0 545-600 0 0 0 0 0 545-600 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 400-500 0 0 0 0 0 400-500 0 0 0 0 0 415-515 0 0 0 0 0 415-515 0 0 0 0 0 430-530 0 0 0 0 0 430-530 0 0 0 0 0 445-545 0 0 0 0 0 445-545 0 0 0 0 0 500-600 0 0 0 0 0 500-600 0 0 0 0 0 ---PAGE BREAK--- Late Night Peak Hour Intersection Traffic Counts ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W BALL ROAD CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 27 91 19 5 113 27 62 96 103 122 323 87 1075 1015-1030 23 72 17 4 95 22 57 108 105 126 251 53 933 1030-1045 11 52 6 4 137 20 71 101 111 112 330 84 1039 1045-1100 20 65 6 4 101 21 65 96 95 104 391 80 1048 1100-1115 19 85 9 5 77 19 60 85 84 101 256 42 842 1115-1130 23 51 11 8 78 22 57 79 92 134 263 55 873 1130-1145 21 41 5 7 50 18 59 63 82 93 164 35 638 1145-1200 10 47 3 4 60 13 43 65 60 55 146 25 531 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 81 280 48 17 446 90 255 401 [PHONE REDACTED] 304 4095 1015-1115 73 274 38 17 410 82 253 390 [PHONE REDACTED] 259 3862 1030-1130 73 253 32 21 393 82 253 361 [PHONE REDACTED] 261 3802 1045-1145 83 242 31 24 306 80 241 323 [PHONE REDACTED] 212 3401 1100-1200 73 224 28 24 265 72 219 292 318 383 [PHONE REDACTED] NT PEAK HOUR: 1000-1100 17 81 280 48 446 90 304 BALL ROAD 1295 414 401 255 464 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 3 0 10 6 19 1000-1015 0 0 0 0 0 1015-1030 1 3 11 2 17 1015-1030 1 0 0 0 1 1030-1045 4 0 21 8 33 1030-1045 0 1 1 0 2 1045-1100 3 4 24 10 41 1045-1100 2 0 1 0 3 1100-1115 10 3 22 18 53 1100-1115 0 0 0 1 1 1115-1130 3 1 18 7 29 1115-1130 1 1 0 0 2 1130-1145 4 2 17 12 35 1130-1145 0 0 2 1 3 1145-1200 5 1 5 11 22 1145-1200 1 0 0 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 11 7 66 26 [PHONE REDACTED] 3 1 2 0 6 1115-1215 18 10 78 38 144 1115-1215 3 1 2 1 7 1130-1230 20 8 85 43 156 1130-1230 3 2 2 1 8 1145-1245 20 10 81 47 158 1145-1245 3 1 3 2 9 1200-100 22 7 62 48 139 1200-100 2 1 2 2 7 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 0 205 4 97 0 11 98 149 0 0 0 0 564 1015-1030 0 193 5 99 0 7 132 177 0 0 0 0 613 1030-1045 0 181 3 89 0 12 136 173 0 0 0 0 594 1045-1100 0 188 7 75 0 5 114 163 0 0 0 0 552 1100-1115 0 196 5 78 0 7 100 146 0 0 0 0 532 1115-1130 0 193 10 76 0 5 103 157 0 0 0 0 544 1130-1145 0 165 3 57 0 5 92 133 0 0 0 0 455 1145-1200 0 118 4 39 0 3 81 115 0 0 0 0 360 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 0 767 19 360 0 35 480 662 0 0 0 0 2323 1015-1115 0 758 20 341 0 31 482 659 0 0 0 0 2291 1030-1130 0 758 25 318 0 29 453 639 0 0 0 0 2222 1045-1145 0 742 25 286 0 22 409 599 0 0 0 0 2083 1100-1200 0 672 22 250 0 20 376 551 0 0 0 0 1891 NT PEAK HOUR: 1000-1100 360 0 767 19 0 35 0 I-5 NORTHBOUND RAMPS 0 0 662 480 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 4 0 0 4 1000-1015 0 1 0 0 1 1015-1030 0 10 0 0 10 1015-1030 0 1 0 0 1 1030-1045 0 3 0 0 3 1030-1045 0 1 0 0 1 1045-1100 0 4 0 0 4 1045-1100 0 0 0 0 0 1100-1115 0 5 0 0 5 1100-1115 0 1 0 0 1 1115-1130 0 5 0 0 5 1115-1130 0 1 0 0 1 1130-1145 0 1 0 0 1 1130-1145 0 1 0 0 1 1145-1200 0 0 0 0 0 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 21 0 0 21 100-1200 0 3 0 0 3 1115-1215 0 22 0 0 22 1115-1215 0 3 0 0 3 1130-1230 0 17 0 0 17 1130-1230 0 3 0 0 3 1145-1245 0 15 0 0 15 1145-1245 0 3 0 0 3 1200-100 0 11 0 0 11 1200-100 0 3 0 0 3 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 SOUTHBOUND RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 76 155 0 0 0 0 0 237 17 73 0 28 586 1015-1030 70 126 0 0 0 0 0 252 21 74 0 31 574 1030-1045 73 124 0 0 0 0 0 281 33 65 0 31 607 1045-1100 66 122 0 0 0 0 0 246 26 70 0 31 561 1100-1115 83 133 0 0 0 0 0 221 17 45 0 22 521 1115-1130 76 115 0 0 0 0 0 244 12 54 0 20 521 1130-1145 70 96 0 0 0 0 0 201 31 42 0 12 452 1145-1200 37 84 0 0 0 0 0 190 17 37 0 13 378 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 285 527 0 0 0 0 0 1016 97 282 0 121 2328 1015-1115 292 505 0 0 0 0 0 1000 97 254 0 115 2263 1030-1130 298 494 0 0 0 0 0 992 88 234 0 104 2210 1045-1145 295 466 0 0 0 0 0 912 86 211 0 85 2055 1100-1200 266 428 0 0 0 0 0 856 77 178 0 67 1872 NT PEAK HOUR: 1000-1100 0 285 527 0 0 0 121 I-5 SOUTHBOUND RAMPS 0 97 1016 0 282 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 0 18 18 1000-1015 0 0 0 1 1 1015-1030 0 0 0 10 10 1015-1030 0 0 0 0 0 1030-1045 0 0 0 13 13 1030-1045 0 0 0 4 4 1045-1100 0 0 0 11 11 1045-1100 0 0 0 0 0 1100-1115 0 0 0 21 21 1100-1115 0 0 0 1 1 1115-1130 0 0 0 3 3 1115-1130 0 0 0 0 0 1130-1145 0 0 0 6 6 1130-1145 0 0 0 1 1 1145-1200 0 0 0 7 7 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 0 0 52 52 100-1200 0 0 0 5 5 1115-1215 0 0 0 55 55 1115-1215 0 0 0 5 5 1130-1230 0 0 0 48 48 1130-1230 0 0 0 5 5 1145-1245 0 0 0 41 41 1145-1245 0 0 0 2 2 1200-100 0 0 0 37 37 1200-100 0 0 0 2 2 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 0 197 17 26 0 15 17 238 43 0 0 0 553 1015-1030 0 186 21 30 0 13 21 248 50 0 0 0 569 1030-1045 0 166 14 40 0 16 15 255 28 0 0 0 534 1045-1100 0 181 13 43 0 10 19 239 36 0 0 0 541 1100-1115 0 157 12 31 0 16 19 210 43 0 0 0 488 1115-1130 0 168 9 27 0 16 18 240 31 0 0 0 509 1130-1145 0 121 11 31 0 12 18 182 34 0 0 0 409 1145-1200 0 126 9 27 0 11 11 184 22 0 0 0 390 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 0 730 65 139 0 54 72 980 157 0 0 0 2197 1015-1115 0 690 60 144 0 55 74 952 157 0 0 0 2132 1030-1130 0 672 48 141 0 58 71 944 138 0 0 0 2072 1045-1145 0 627 45 132 0 54 74 871 144 0 0 0 1947 1100-1200 0 572 41 116 0 55 66 816 130 0 0 0 1796 NT PEAK HOUR: 1000-1100 139 0 730 65 0 54 0 MANCHESTER AVENUE 0 157 980 72 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 49 22 0 71 1000-1015 0 0 0 0 0 1015-1030 0 28 18 0 46 1015-1030 0 1 1 0 2 1030-1045 0 20 14 0 34 1030-1045 0 2 1 0 3 1045-1100 0 20 30 0 50 1045-1100 0 0 0 0 0 1100-1115 0 26 37 0 63 1100-1115 0 1 0 0 1 1115-1130 0 12 13 0 25 1115-1130 0 1 0 0 1 1130-1145 0 15 24 0 39 1130-1145 0 1 1 0 2 1145-1200 0 24 15 0 39 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 117 84 0 [PHONE REDACTED] 0 3 2 0 5 1115-1215 0 94 99 0 193 1115-1215 0 4 2 0 6 1130-1230 0 78 94 0 172 1130-1230 0 4 1 0 5 1145-1245 0 73 104 0 177 1145-1245 0 3 1 0 4 1200-100 0 77 89 0 166 1200-100 0 3 1 0 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 0 158 77 31 4 24 22 218 15 2 23 0 574 1015-1030 0 143 54 44 5 23 27 196 13 0 25 0 530 1030-1045 0 157 62 52 2 13 24 212 20 1 13 0 556 1045-1100 0 158 59 30 4 15 18 208 25 0 8 0 525 1100-1115 0 125 57 34 2 23 22 199 15 1 8 0 486 1115-1130 0 146 68 25 3 12 11 161 9 1 20 0 456 1130-1145 0 102 58 34 7 15 14 130 16 1 12 0 389 1145-1200 0 96 48 31 6 9 16 149 16 2 4 0 377 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 0 616 252 157 15 75 91 834 73 3 69 0 2185 1015-1115 0 583 232 160 13 74 91 815 73 2 54 0 2097 1030-1130 0 586 246 141 11 63 75 780 69 3 49 0 2023 1045-1145 0 531 242 123 16 65 65 698 65 3 48 0 1856 1100-1200 0 469 231 124 18 59 63 639 56 5 44 0 1708 NT PEAK HOUR: 1000-1100 157 0 616 252 15 75 0 DISNEY WAY 69 73 834 91 3 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 78 136 59 22 295 1000-1015 0 0 0 0 0 1015-1030 60 53 34 34 181 1015-1030 0 0 0 0 0 1030-1045 39 40 63 41 183 1030-1045 0 0 0 0 0 1045-1100 25 54 29 47 155 1045-1100 0 1 0 0 1 1100-1115 36 68 48 60 212 1100-1115 0 0 0 1 1 1115-1130 15 41 60 54 170 1115-1130 0 1 0 0 1 1130-1145 23 65 31 48 167 1130-1145 0 0 0 0 0 1145-1200 34 40 25 79 178 1145-1200 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 202 283 185 144 [PHONE REDACTED] 0 1 0 0 1 1115-1215 160 215 174 [PHONE REDACTED]-1215 0 1 0 1 2 1130-1230 115 203 200 [PHONE REDACTED]-1230 0 2 0 1 3 1145-1245 99 228 168 [PHONE REDACTED]-1245 0 2 0 1 3 1200-100 108 214 164 [PHONE REDACTED]-100 0 1 1 1 3 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S CLEMENTINE STREET E/W DISNEY WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 9 17 39 11 86 13 10 20 10 43 64 3 325 1015-1030 7 26 56 15 67 19 11 37 10 36 59 2 345 1030-1045 4 28 30 10 77 16 12 29 13 36 52 4 311 1045-1100 9 21 26 13 84 13 8 30 12 28 48 1 293 1100-1115 2 20 24 16 70 22 14 38 9 32 60 4 311 1115-1130 10 18 33 9 65 20 17 25 7 32 59 5 300 1130-1145 6 22 24 18 64 15 13 35 3 22 48 3 273 1145-1200 2 21 29 14 44 20 7 25 10 13 47 2 234 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 29 92 151 49 314 61 41 116 45 143 223 10 1274 1015-1115 22 95 136 54 298 70 45 134 44 132 219 11 1260 1030-1130 25 87 113 48 296 71 51 122 41 128 219 14 1215 1045-1145 27 81 107 56 283 70 52 128 31 114 215 13 1177 1100-1200 20 81 110 57 243 77 51 123 29 99 214 14 1118 NT PEAK HOUR: 1000-1100 49 29 92 151 314 61 10 DISNEY WAY 223 45 116 41 143 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 10 8 41 2 61 1000-1015 0 0 1 0 1 1015-1030 3 3 14 6 26 1015-1030 0 0 0 0 0 1030-1045 5 2 29 8 44 1030-1045 1 0 0 1 2 1045-1100 2 0 19 5 26 1045-1100 0 0 0 0 0 1100-1115 2 2 39 10 53 1100-1115 0 0 0 0 0 1115-1130 3 3 15 2 23 1115-1130 0 1 1 0 2 1130-1145 2 2 30 6 40 1130-1145 0 0 1 0 1 1145-1200 1 1 19 6 27 1145-1200 0 0 0 1 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 20 13 103 21 [PHONE REDACTED] 1 0 1 1 3 1115-1215 12 7 101 29 149 1115-1215 1 0 0 1 2 1130-1230 12 7 102 25 146 1130-1230 1 1 1 1 4 1145-1245 9 7 103 23 142 1145-1245 0 1 2 0 3 1200-100 8 8 103 24 143 1200-100 0 1 2 1 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S I-5 SB OFF-RAMP / ZEYN STREET E/W DISNEY WAY / MANCHESTER AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 18 4 39 0 107 3 3 0 4 2 114 0 294 1015-1030 15 0 44 0 96 14 1 0 5 8 104 0 287 1030-1045 27 2 46 0 91 3 4 0 12 9 99 0 293 1045-1100 17 4 47 0 101 10 5 0 8 8 83 0 283 1100-1115 20 4 28 0 103 17 6 0 4 7 90 0 279 1115-1130 17 3 27 0 89 6 2 0 5 10 91 0 250 1130-1145 15 0 24 0 91 3 7 0 7 6 90 0 243 1145-1200 22 3 23 0 78 7 4 0 2 14 73 0 226 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 77 10 176 0 395 30 13 0 29 27 400 0 1157 1015-1115 79 10 165 0 391 44 16 0 29 32 376 0 1142 1030-1130 81 13 148 0 384 36 17 0 29 34 363 0 1105 1045-1145 69 11 126 0 384 36 20 0 24 31 354 0 1055 1100-1200 74 10 102 0 361 33 19 0 18 37 344 0 998 NT PEAK HOUR: 1000-1100 I-5 SB OFF RAMP 0 MANCHESTER AVENUE 77 10 176 395 30 0 DISNEY WAY 400 29 0 13 27 ZEYN STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 1 0 0 0 1 1000-1015 0 0 0 0 0 1015-1030 0 0 0 0 0 1015-1030 0 0 0 0 0 1030-1045 0 0 0 0 0 1030-1045 0 0 0 0 0 1045-1100 0 0 0 0 0 1045-1100 0 0 0 0 0 1100-1115 1 0 0 0 1 1100-1115 0 0 0 0 0 1115-1130 2 0 1 0 3 1115-1130 0 0 1 0 1 1130-1145 0 0 0 0 0 1130-1145 0 0 0 0 0 1145-1200 0 0 0 0 0 1145-1200 1 0 0 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 1 0 0 0 1 100-1200 0 0 0 0 0 1115-1215 1 0 0 0 1 1115-1215 0 0 0 0 0 1130-1230 3 0 1 0 4 1130-1230 0 0 1 0 1 1145-1245 3 0 1 0 4 1145-1245 0 0 1 0 1 1200-100 3 0 1 0 4 1200-100 1 0 1 0 2 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W I-5 NORTHBOUND ON-RAMP / ANAHEIM WAY CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 66 167 0 49 15 4 0 97 48 0 0 0 446 1015-1030 31 112 0 53 4 3 0 89 44 0 0 0 336 1030-1045 33 136 0 39 13 3 0 102 43 0 0 0 369 1045-1100 11 85 0 53 19 2 0 93 36 0 0 0 299 1100-1115 16 111 0 45 5 2 0 87 44 0 0 0 310 1115-1130 15 76 0 37 8 1 0 79 27 0 0 0 243 1130-1145 15 76 0 44 14 2 0 71 54 0 0 0 276 1145-1200 12 57 0 25 10 2 0 49 42 0 0 0 197 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 141 500 0 194 51 12 0 381 171 0 0 0 1450 1015-1115 91 444 0 190 41 10 0 371 167 0 0 0 1314 1030-1130 75 408 0 174 45 8 0 361 150 0 0 0 1221 1045-1145 57 348 0 179 46 7 0 330 161 0 0 0 1128 1100-1200 58 320 0 151 37 7 0 286 167 0 0 0 1026 NT PEAK HOUR: 1000-1100 194 ANAHEIM WAY 141 500 0 51 12 0 I-5 NORTHBOUND ON-RAMP 0 171 381 0 0 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 0 3 3 1000-1015 0 0 0 1 1 1015-1030 0 0 0 0 0 1015-1030 0 0 0 0 0 1030-1045 0 0 0 2 2 1030-1045 0 0 0 0 0 1045-1100 0 0 0 4 4 1045-1100 0 0 0 1 1 1100-1115 0 0 0 2 2 1100-1115 0 0 0 0 0 1115-1130 0 0 0 4 4 1115-1130 0 0 0 0 0 1130-1145 0 0 0 0 0 1130-1145 0 0 0 0 0 1145-1200 0 0 0 0 0 1145-1200 1 0 0 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 0 0 9 9 100-1200 0 0 0 2 2 1115-1215 0 0 0 8 8 1115-1215 0 0 0 1 1 1130-1230 0 0 0 12 12 1130-1230 0 0 0 1 1 1145-1245 0 0 0 10 10 1145-1245 0 0 0 1 1 1200-100 0 0 0 6 6 1200-100 1 0 0 0 1 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S ANAHEIM BOULEVARD E/W MANCHESTER AVENUE / I-5 RAMPS CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 8 23 130 2 98 6 32 73 12 14 88 63 411 1015-1030 2 23 87 2 102 5 44 66 9 9 95 41 396 1030-1045 6 20 110 3 87 4 53 58 7 6 85 54 377 1045-1100 3 14 70 4 95 15 28 66 17 4 83 42 368 1100-1115 9 11 91 3 112 17 27 71 8 9 69 44 371 1115-1130 4 13 59 5 88 18 26 58 8 7 71 33 327 1130-1145 3 10 63 8 85 5 29 47 9 5 65 42 305 1145-1200 2 7 49 4 79 8 21 40 6 7 66 27 265 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 19 80 397 11 382 30 157 263 45 33 [PHONE REDACTED] 1015-1115 20 68 358 12 396 41 152 261 41 28 [PHONE REDACTED] 1030-1130 22 58 330 15 382 54 134 253 40 26 [PHONE REDACTED] 1045-1145 19 48 283 20 380 55 110 242 42 25 [PHONE REDACTED] 1100-1200 18 41 262 20 364 48 103 216 31 28 [PHONE REDACTED] NT PEAK HOUR: 1000-1100 11 MANCHESTER AVENUE / I-5 RAMPS 19 80 397 382 30 200 MANCHESTER AVENUE 351 45 263 157 33 ANAHEIM BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 1 0 1 1000-1015 0 0 2 1 3 1015-1030 0 0 3 1 4 1015-1030 0 0 1 0 1 1030-1045 0 0 2 2 4 1030-1045 0 0 0 0 0 1045-1100 0 0 0 1 1 1045-1100 0 0 1 0 1 1100-1115 0 0 1 0 1 1100-1115 0 0 5 1 6 1115-1130 0 0 3 0 3 1115-1130 0 0 5 0 5 1130-1145 0 0 0 0 0 1130-1145 0 0 2 0 2 1145-1200 3 0 2 3 8 1145-1200 0 0 1 0 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 0 6 4 10 100-1200 0 0 4 1 5 1115-1215 0 0 6 4 10 1115-1215 0 0 7 1 8 1130-1230 0 0 6 3 9 1130-1230 0 0 11 1 12 1145-1245 0 0 4 1 5 1145-1245 0 0 13 1 14 1200-100 3 0 6 3 12 1200-100 0 0 13 1 14 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S DISNEYLAND DRIVE / WEST STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 63 53 125 51 205 22 27 28 33 23 141 34 805 1015-1030 72 91 155 63 189 19 15 44 21 24 146 57 896 1030-1045 94 86 152 45 162 27 12 35 33 13 89 60 808 1045-1100 75 87 152 41 166 24 15 32 23 28 88 37 768 1100-1115 71 95 181 26 137 20 15 18 32 14 97 20 726 1115-1130 69 92 149 10 115 27 14 34 19 12 69 16 626 1130-1145 58 59 182 18 142 20 12 24 22 17 75 17 646 1145-1200 49 63 185 19 103 23 12 30 21 9 41 30 585 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 304 317 584 200 722 92 69 139 110 88 [PHONE REDACTED] 1015-1115 312 359 640 175 654 90 57 129 109 79 [PHONE REDACTED] 1030-1130 309 360 634 122 580 98 56 119 107 67 [PHONE REDACTED] 1045-1145 273 333 664 95 560 91 56 108 96 71 329 90 2766 1100-1200 247 309 697 73 497 90 53 106 94 52 282 83 2583 NT PEAK HOUR: 1000-1100 DISNEYLAND DRIVE 200 304 317 584 722 92 188 KATELLA AVENUE 464 110 139 69 88 WEST STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 6 6 33 15 60 1000-1015 1 4 0 1 6 1015-1030 5 17 53 12 87 1015-1030 2 0 0 1 3 1030-1045 5 24 32 34 95 1030-1045 0 3 2 2 7 1045-1100 4 22 16 18 60 1045-1100 2 0 1 3 6 1100-1115 6 42 33 25 106 1100-1115 0 1 2 1 4 1115-1130 11 20 33 30 94 1115-1130 0 3 2 0 5 1130-1145 8 26 24 11 69 1130-1145 0 0 1 0 1 1145-1200 4 10 21 16 51 1145-1200 1 0 1 1 3 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 20 69 134 79 [PHONE REDACTED] 5 7 3 7 22 1115-1215 20 105 134 89 348 1115-1215 4 4 5 7 20 1130-1230 26 108 114 [PHONE REDACTED]-1230 2 7 7 6 22 1145-1245 29 110 106 84 329 1145-1245 2 4 6 4 16 1200-100 29 98 111 82 320 1200-100 1 4 6 2 13 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 34 127 16 30 159 66 77 176 38 35 161 34 953 1015-1030 29 108 25 31 156 43 82 173 22 30 192 45 936 1030-1045 15 94 19 32 124 57 90 176 34 29 200 32 902 1045-1100 20 104 22 28 113 79 99 175 24 28 146 37 875 1100-1115 20 118 21 31 111 58 97 140 25 30 138 25 814 1115-1130 24 114 19 28 80 58 84 150 18 29 159 23 786 1130-1145 17 92 23 19 100 16 89 115 16 23 174 18 702 1145-1200 17 72 14 29 85 42 78 107 25 16 162 25 672 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 98 433 82 121 552 245 348 700 118 122 [PHONE REDACTED] 1015-1115 84 424 87 122 504 237 368 664 105 117 [PHONE REDACTED] 1030-1130 79 430 81 119 428 252 370 641 101 116 [PHONE REDACTED] 1045-1145 81 428 85 106 404 211 369 580 83 110 [PHONE REDACTED] 1100-1200 78 396 77 107 376 174 348 512 84 98 633 91 2974 NT PEAK HOUR: 1000-1100 121 98 433 82 552 245 148 KATELLA AVENUE 699 118 700 348 122 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 54 85 25 [PHONE REDACTED]-1015 1 1 0 2 4 1015-1030 37 53 61 [PHONE REDACTED]-1030 1 0 1 0 2 1030-1045 52 55 21 83 211 1030-1045 1 0 0 0 1 1045-1100 31 46 39 94 210 1045-1100 3 0 2 4 9 1100-1115 45 22 38 [PHONE REDACTED]-1115 4 0 0 3 7 1115-1130 60 44 47 93 244 1115-1130 3 2 1 2 8 1130-1145 30 37 29 56 152 1130-1145 2 1 1 6 10 1145-1200 35 23 21 82 161 1145-1200 3 0 0 0 3 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 174 239 [PHONE REDACTED] 100-1200 6 1 3 6 16 1115-1215 165 176 159 [PHONE REDACTED]-1215 9 0 3 7 19 1130-1230 188 167 145 [PHONE REDACTED]-1230 11 2 3 9 25 1145-1245 166 149 153 [PHONE REDACTED]-1245 12 3 4 15 34 1200-100 170 126 135 [PHONE REDACTED]-100 12 3 2 11 28 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S CLEMENTINE STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 16 27 30 4 300 16 63 30 12 7 244 9 758 1015-1030 17 28 26 12 247 19 68 38 25 14 340 16 850 1030-1045 13 42 26 9 216 29 106 49 20 17 278 15 820 1045-1100 17 29 28 17 150 21 113 34 40 7 265 6 727 1100-1115 14 32 21 15 157 20 100 33 21 8 269 15 705 1115-1130 16 33 21 5 128 21 112 38 36 6 248 10 674 1130-1145 17 32 23 8 122 16 115 42 30 12 274 10 701 1145-1200 16 30 20 7 120 13 108 36 20 14 243 9 636 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 63 126 110 42 913 85 350 151 97 45 1127 46 3155 1015-1115 61 131 101 53 770 89 387 154 106 46 1152 52 3102 1030-1130 60 136 96 46 651 91 431 154 117 38 1060 46 2926 1045-1145 64 126 93 45 557 78 440 147 127 33 1056 41 2807 1100-1200 63 127 85 35 527 70 435 149 107 40 1034 44 2716 NT PEAK HOUR: 1000-1100 42 63 126 110 913 85 46 KATELLA AVENUE 1127 97 151 350 45 CLEMENTINE STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 24 2 1 0 27 1000-1015 1 0 3 0 4 1015-1030 39 5 17 7 68 1015-1030 0 0 0 0 0 1030-1045 24 8 14 1 47 1030-1045 1 0 0 0 1 1045-1100 18 8 23 6 55 1045-1100 0 0 1 0 1 1100-1115 9 2 19 5 35 1100-1115 5 0 3 1 9 1115-1130 13 9 8 7 37 1115-1130 1 0 0 0 1 1130-1145 2 1 13 5 21 1130-1145 1 0 1 0 2 1145-1200 6 3 2 6 17 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 105 23 55 14 [PHONE REDACTED] 2 0 4 0 6 1115-1215 90 23 73 19 205 1115-1215 6 0 4 1 11 1130-1230 64 27 64 19 174 1130-1230 7 0 4 1 12 1145-1245 42 20 63 23 148 1145-1245 7 0 5 1 13 1200-100 30 15 42 23 110 1200-100 7 0 4 1 12 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S ANAHEIM BOULEVARD / HASTER STREET E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 27 92 4 4 344 24 13 72 11 16 281 32 920 1015-1030 43 70 6 4 295 24 15 75 21 17 308 25 903 1030-1045 18 71 10 5 206 19 12 72 26 17 244 56 756 1045-1100 23 45 8 4 226 16 6 46 18 15 311 26 744 1100-1115 22 41 3 2 199 11 10 69 12 19 255 26 669 1115-1130 22 43 4 0 143 17 8 53 10 14 280 23 617 1130-1145 23 37 7 2 124 13 6 30 7 15 294 37 595 1145-1200 14 37 3 2 108 11 6 29 10 12 248 18 498 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 111 278 28 17 1071 83 46 265 76 65 1144 139 3323 1015-1115 106 227 27 15 926 70 43 262 77 68 1118 133 3072 1030-1130 85 200 25 11 774 63 36 240 66 65 1090 131 2786 1045-1145 90 166 22 8 692 57 30 198 47 63 1140 112 2625 1100-1200 81 158 17 6 574 52 30 181 39 60 1077 104 2379 NT PEAK HOUR: 1000-1100 ANAHEIM BOULEVARD 17 111 278 28 1071 83 139 KATELLA AVENUE 1144 76 265 46 65 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 0 5 5 1000-1015 1 1 0 1 3 1015-1030 0 1 6 5 12 1015-1030 0 0 0 0 0 1030-1045 0 0 6 2 8 1030-1045 0 0 1 0 1 1045-1100 2 0 6 1 9 1045-1100 0 0 4 0 4 1100-1115 0 0 2 6 8 1100-1115 0 0 0 2 2 1115-1130 1 1 0 4 6 1115-1130 0 0 0 0 0 1130-1145 1 0 2 4 7 1130-1145 0 0 0 0 0 1145-1200 0 1 5 7 13 1145-1200 0 0 0 1 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 2 1 18 13 34 100-1200 1 1 5 1 8 1115-1215 2 1 20 14 37 1115-1215 0 0 5 2 7 1130-1230 3 1 14 13 31 1130-1230 0 0 5 2 7 1145-1245 4 1 10 15 30 1145-1245 0 0 4 2 6 1200-100 2 2 9 21 34 1200-100 0 0 0 3 3 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S MANCHESTER AVENUE / I-5 SB RAMPS E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 2 10 15 0 291 53 26 0 11 132 197 0 737 1015-1030 1 9 13 0 229 24 31 0 10 143 229 0 689 1030-1045 4 10 13 0 238 31 33 0 17 120 238 0 704 1045-1100 2 12 12 0 191 38 21 0 10 137 228 0 651 1100-1115 1 11 7 0 172 30 22 0 11 139 260 0 653 1115-1130 4 9 11 0 199 15 32 0 8 116 207 0 601 1130-1145 2 9 8 0 183 28 21 0 11 131 230 0 623 1145-1200 3 2 9 0 167 15 28 0 6 101 212 0 543 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 9 41 53 0 949 146 111 0 48 532 892 0 2781 1015-1115 8 42 45 0 830 123 107 0 48 539 955 0 2697 1030-1130 11 42 43 0 800 114 108 0 46 512 933 0 2609 1045-1145 9 41 38 0 745 111 96 0 40 523 925 0 2528 1100-1200 10 31 35 0 721 88 103 0 36 487 909 0 2420 NT PEAK HOUR: 1000-1100 MANCHESTER AVENUE 0 9 41 53 949 146 0 KATELLA AVENUE 892 48 0 111 532 MANCHESTER AVENUE / I-5 SB RAMPS PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 1 0 1 1 3 1000-1015 0 0 0 0 0 1015-1030 3 0 0 2 5 1015-1030 1 0 1 0 2 1030-1045 0 0 1 1 2 1030-1045 3 0 0 0 3 1045-1100 0 0 0 0 0 1045-1100 1 0 0 0 1 1100-1115 1 0 0 0 1 1100-1115 0 0 0 0 0 1115-1130 3 0 2 0 5 1115-1130 0 0 2 1 3 1130-1145 1 0 1 0 2 1130-1145 2 0 0 0 2 1145-1200 0 0 0 1 1 1145-1200 0 0 0 1 1 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 4 0 2 4 10 100-1200 5 0 1 0 6 1115-1215 4 0 1 3 8 1115-1215 5 0 1 0 6 1130-1230 4 0 3 1 8 1130-1230 4 0 2 1 7 1145-1245 5 0 3 0 8 1145-1245 3 0 2 1 6 1200-100 5 0 3 1 9 1200-100 2 0 2 2 6 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S ANAHEIM WAY E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 0 0 0 106 271 0 30 60 85 0 219 16 787 1015-1030 0 0 0 55 137 0 24 85 116 0 239 11 667 1030-1045 0 0 0 54 123 0 30 70 107 0 262 15 661 1045-1100 0 0 0 53 136 0 34 72 116 0 259 25 695 1100-1115 0 0 0 64 119 0 29 93 100 0 260 33 698 1115-1130 0 0 0 50 108 0 38 84 108 0 238 21 647 1130-1145 0 0 0 46 107 0 36 69 89 0 229 18 594 1145-1200 0 0 0 36 125 0 20 66 84 0 232 15 578 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 0 0 0 268 667 0 118 287 424 0 979 67 2810 1015-1115 0 0 0 226 515 0 117 320 439 0 1020 84 2721 1030-1130 0 0 0 221 486 0 131 319 431 0 1019 94 2701 1045-1145 0 0 0 213 470 0 137 318 413 0 986 97 2634 1100-1200 0 0 0 196 459 0 123 312 381 0 959 87 2517 NT PEAK HOUR: 1000-1100 268 0 0 0 667 0 67 KATELLA AVENUE 979 424 287 118 0 ANAHEIM WAY PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 0 0 0 1000-1015 0 0 0 0 0 1015-1030 2 0 0 0 2 1015-1030 1 1 1 0 3 1030-1045 0 0 0 0 0 1030-1045 2 1 1 0 4 1045-1100 0 0 1 0 1 1045-1100 0 0 0 0 0 1100-1115 1 0 2 0 3 1100-1115 0 0 0 0 0 1115-1130 3 1 0 0 4 1115-1130 1 0 1 0 2 1130-1145 2 0 1 0 3 1130-1145 1 0 0 0 1 1145-1200 0 1 0 0 1 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 2 0 1 0 3 100-1200 3 2 2 0 7 1115-1215 3 0 3 0 6 1115-1215 3 2 2 0 7 1130-1230 4 1 3 0 8 1130-1230 3 1 2 0 6 1145-1245 6 1 4 0 11 1145-1245 2 0 1 0 3 1200-100 6 2 3 0 11 1200-100 2 0 1 0 3 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W CONVENTION WAY / TOY STORY ENTRANCE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 28 176 2 136 6 53 1 111 15 1 0 53 582 1015-1030 41 173 2 155 2 39 3 122 15 9 0 40 601 1030-1045 38 160 7 164 1 54 2 140 19 11 0 32 628 1045-1100 45 147 5 123 3 47 0 105 6 9 0 47 537 1100-1115 27 166 1 114 4 26 0 108 11 16 0 26 499 1115-1130 23 134 1 131 3 59 0 110 7 11 1 20 500 1130-1145 12 121 1 104 1 23 0 102 4 17 0 25 410 1145-1200 18 106 0 90 14 15 2 82 9 14 0 20 370 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 152 656 16 578 12 193 6 478 55 30 0 172 2348 1015-1115 151 646 15 556 10 166 5 475 51 45 0 145 2265 1030-1130 133 607 14 532 11 186 2 463 43 47 1 125 2164 1045-1145 107 568 8 472 11 155 0 425 28 53 1 118 1946 1100-1200 80 527 3 439 22 123 2 402 31 58 1 91 1779 NT PEAK HOUR: 1000-1100 578 152 656 16 12 193 172 CONVENTION WAY / PARKING 0 55 478 6 30 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 11 28 8 38 85 1000-1015 0 1 0 1 2 1015-1030 3 11 14 50 78 1015-1030 0 0 0 0 0 1030-1045 6 14 8 46 74 1030-1045 0 0 2 2 4 1045-1100 16 6 18 24 64 1045-1100 0 0 0 1 1 1100-1115 5 11 2 11 29 1100-1115 1 1 1 0 3 1115-1130 3 14 12 20 49 1115-1130 0 0 0 1 1 1130-1145 10 4 7 22 43 1130-1145 0 0 0 0 0 1145-1200 7 5 4 19 35 1145-1200 0 1 0 1 2 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 36 59 48 158 [PHONE REDACTED] 0 1 2 4 7 1115-1215 30 42 42 [PHONE REDACTED]-1215 1 1 3 3 8 1130-1230 30 45 40 [PHONE REDACTED]-1230 1 1 3 4 9 1145-1245 34 35 39 77 185 1145-1245 1 1 1 2 5 1200-100 25 34 25 72 156 1200-100 1 2 1 2 6 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HARBOR BOULEVARD E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 14 182 26 11 35 19 21 118 19 9 41 6 501 1015-1030 13 164 17 16 37 11 26 95 9 11 43 5 447 1030-1045 10 158 21 12 32 18 21 102 10 8 41 2 435 1045-1100 15 157 25 16 28 16 17 91 9 10 34 9 427 1100-1115 9 159 29 9 35 14 18 100 8 5 19 4 409 1115-1130 10 156 30 9 27 13 20 79 7 5 24 4 384 1130-1145 11 168 17 12 33 11 15 56 17 4 19 10 373 1145-1200 4 108 21 19 28 8 11 59 11 4 22 8 303 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 52 661 89 55 132 64 85 406 47 38 159 22 1810 1015-1115 47 638 92 53 132 59 82 388 36 34 137 20 1718 1030-1130 44 630 105 46 122 61 76 372 34 28 118 19 1655 1045-1145 45 640 101 46 123 54 70 326 41 24 96 27 1593 1100-1200 34 591 97 49 123 46 64 294 43 18 84 26 1469 NT PEAK HOUR: 1000-1100 55 52 661 89 132 64 22 ORANGEWOOD AVENUE 159 47 406 85 38 HARBOR BOULEVARD PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 3 11 2 16 32 1000-1015 0 0 1 0 1 1015-1030 2 0 7 26 35 1015-1030 1 0 0 1 2 1030-1045 0 0 3 45 48 1030-1045 0 0 1 1 2 1045-1100 2 2 8 18 30 1045-1100 2 0 0 0 2 1100-1115 9 0 4 21 34 1100-1115 0 0 0 0 0 1115-1130 0 0 5 12 17 1115-1130 0 1 1 0 2 1130-1145 8 3 1 24 36 1130-1145 1 0 0 1 2 1145-1200 3 2 8 22 35 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 7 13 20 105 [PHONE REDACTED] 3 0 2 2 7 1115-1215 13 2 22 [PHONE REDACTED]-1215 3 0 1 2 6 1130-1230 11 2 20 96 129 1130-1230 2 1 2 1 6 1145-1245 19 5 18 75 117 1145-1245 3 1 1 1 6 1200-100 20 5 18 79 122 1200-100 1 1 1 1 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: THURSDAY APRIL 4, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S HASTER STREET E/W ORANGEWOOD AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 11 48 10 11 51 15 20 46 7 9 45 18 291 1015-1030 17 43 14 10 48 13 10 48 11 13 53 14 294 1030-1045 12 44 6 8 54 20 8 39 6 6 55 8 266 1045-1100 15 49 2 9 47 11 10 49 2 7 46 14 261 1100-1115 14 42 9 7 54 8 1 42 6 4 34 8 229 1115-1130 10 54 3 9 32 3 5 25 4 8 39 12 204 1130-1145 9 16 9 6 33 13 4 26 5 6 39 12 178 1145-1200 11 32 7 6 36 6 5 20 1 7 38 9 178 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 55 184 32 38 200 59 48 182 26 35 199 54 1112 1015-1115 58 178 31 34 203 52 29 178 25 30 188 44 1050 1030-1130 51 189 20 33 187 42 24 155 18 25 174 42 960 1045-1145 48 161 23 31 166 35 20 142 17 25 158 46 872 1100-1200 44 144 28 28 155 30 15 113 16 25 150 41 789 NT PEAK HOUR: 1000-1100 38 55 184 32 200 59 54 ORANGEWOOD AVENUE 199 26 182 48 35 HASTER STREET PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 3 1 2 4 10 1000-1015 0 0 0 1 1 1015-1030 3 0 0 1 4 1015-1030 0 0 0 0 0 1030-1045 4 0 1 4 9 1030-1045 1 0 0 0 1 1045-1100 5 0 0 6 11 1045-1100 0 0 1 0 1 1100-1115 1 2 2 2 7 1100-1115 1 0 0 1 2 1115-1130 0 0 0 0 0 1115-1130 1 0 0 1 2 1130-1145 1 1 1 3 6 1130-1145 0 0 0 0 0 1145-1200 1 0 1 0 2 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 15 1 3 15 34 100-1200 1 0 1 1 3 1115-1215 13 2 3 13 31 1115-1215 2 0 1 1 4 1130-1230 10 2 3 12 27 1130-1230 3 0 1 2 6 1145-1245 7 3 3 11 24 1145-1245 2 0 1 2 5 1200-100 3 3 4 5 15 1200-100 2 0 0 2 4 ---PAGE BREAK--- WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: GIBSON TRANSPORTATION CONSULTING, INC. PROJECT: DISNEY TRAFFIC COUNTS DATE: FRIDAY APRIL 5, 2013 PERIOD: 10:00 PM TO 12:00 AM INTERSECTION: N/S I-5 NB ON-RAMP E/W KATELLA AVENUE CITY: ANAHEIM VEHICLE COUNTS 15 MIN COUNTS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1015 0 0 0 78 0 0 0 0 0 0 0 6 84 1015-1030 0 0 0 48 0 0 0 0 0 0 0 4 52 1030-1045 0 0 0 47 0 0 0 0 0 0 0 4 51 1045-1100 0 0 0 43 0 0 0 0 0 0 0 2 45 1100-1115 0 0 0 56 0 0 0 0 0 0 0 5 61 1115-1130 0 0 0 41 0 0 0 0 0 0 0 2 43 1130-1145 0 0 0 39 0 0 0 0 0 0 0 0 39 1145-1200 0 0 0 29 0 0 0 0 0 0 0 5 34 HOUR TOTALS 1 2 3 4 5 6 7 8 9 10 11 12 PERIOD SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTAL 1000-1100 0 0 0 216 0 0 0 0 0 0 0 16 232 1015-1115 0 0 0 194 0 0 0 0 0 0 0 15 209 1030-1130 0 0 0 187 0 0 0 0 0 0 0 13 200 1045-1145 0 0 0 179 0 0 0 0 0 0 0 9 188 1100-1200 0 0 0 165 0 0 0 0 0 0 0 12 177 NT PEAK HOUR: 1000-1100 216 0 0 0 0 0 16 KATELLA AVENUE 0 0 0 0 0 I-5 NB ON-RAMP PEDESTRIAN COUNTS BICYCLE COUNTS 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL 15 MIN COUNTS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 1000-1015 0 0 0 0 0 1000-1015 0 0 0 0 0 1015-1030 0 0 0 0 0 1015-1030 0 0 0 0 0 1030-1045 0 0 0 0 0 1030-1045 0 0 0 0 0 1045-1100 0 0 0 0 0 1045-1100 0 0 0 0 0 1100-1115 0 0 0 0 0 1100-1115 0 0 0 0 0 1115-1130 0 0 0 0 0 1115-1130 0 0 0 0 0 1130-1145 0 0 0 0 0 1130-1145 0 0 0 0 0 1145-1200 0 0 0 0 0 1145-1200 0 0 0 0 0 HOUR TOTALS NORTH EAST SOUTH WEST TOTAL HOUR TOTALS NORTH EAST SOUTH WEST TOTAL PERIOD LEG LEG LEG LEG PERIOD LEG LEG LEG LEG 100-1200 0 0 0 0 0 100-1200 0 0 0 0 0 1115-1215 0 0 0 0 0 1115-1215 0 0 0 0 0 1130-1230 0 0 0 0 0 1130-1230 0 0 0 0 0 1145-1245 0 0 0 0 0 1145-1245 0 0 0 0 0 1200-100 0 0 0 0 0 1200-100 0 0 0 0 0 ---PAGE BREAK--- Appendix C Anaheim Resort Specific Plan Traffic Study ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan TRAFFIC STUDY REPORT Prepared for CITY OF ANAHEIM Prepared by December 2010 ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report TABLE OF CONTENTS EXECUTIVE SUMMARY a ES.1 Project Description a ES.2 Analysis scope and Methodology a ES.3 Project Related Traffic Impacts and Mitigation Strategies a Intersection Impacts a Arterial Segment Impacts b Caltrans Intersection Impacts b Caltrans Mainline and Ramp Improvements b 1.0 INTRODUCTION 1 1.1 Study Area 1 1.2 Project Description 5 1.3 Report Organization 6 2.0 ANALYSIS METHODOLOGY 8 2.1 Model Background 8 2.2 Model 9 Roadway Network 9 2.3 Level of Service Analysis 10 ICU Analysis 11 Arterial Segment V/C Analysis 12 Caltrans Intersection 13 Caltrans Freeway and Ramp Analysis 13 Caltrans Freeway Weaving Analysis 14 Fair-Share Analysis 14 3.0 EXISTING CONDITIONS Intersection Analysis 15 Daily Arterial Segment LOS 17 Arterial Segment Peak Hour LOS Analysis 19 Caltrans Ramp Termini Intersection Analysis 21 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis 21 Caltrans Peak Hour Freeway Ramp Analysis 23 Caltrans Freeway Mainline Analysis 23 Source: City of Anaheim, Caltrans 24 Caltrans Freeway Weaving Analysis 24 Summary 25 4.0 INTERIM YEAR 2015 TRAFFIC ANALYSIS 4.1 Interim Year 2015, No Project 26 Intersection Analysis 26 Daily Arterial Segment LOS 30 Peak Hour Arterial Segment LOS Analysis 32 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report Caltrans Ramp Termini Intersection Analysis 32 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis 33 Caltrans Peak Hour Freeway Ramp Analysis 35 Caltrans Freeway Mainline Analysis 36 Caltrans Freeway Weaving Analysis 36 4.2 Interim Year 2015, With Project 37 Intersection Analysis 37 Daily Arterial Segment LOS 41 Peak Hour Arterial Segment LOS Analysis 45 Caltrans Ramp Termini Intersection Analysis 45 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis 46 Caltrans Peak Hour Freeway Ramp Analysis 48 Caltrans Freeway Mainline Analysis 49 Caltrans Freeway Weaving Analysis 50 Interim Analysis Summary 51 5.0 GENERAL PLAN BUILDOUT CONDITIONS 2030 TRAFFIC ANALYSIS 5.1 2030 General Plan, No Project 52 Intersection Analysis 52 Daily Arterial Segment LOS 56 Peak Hour Arterial Segment LOS Analysis 58 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis 60 Caltrans Peak Hour Freeway Ramp Analysis 62 Caltrans Freeway Mainline Analysis 63 Caltrans Freeway Weaving Analysis 64 5.2 2030 General Plan, With Project 65 Intersection Analysis 65 Daily Arterial Segment LOS 70 Peak Hour Arterial Segment LOS Analysis 73 Caltrans Ramp Termini Intersection Analysis 74 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis 75 Caltrans Peak Hour Freeway Ramp Analysis 77 Caltrans Freeway Mainline Analysis 78 Caltrans Freeway Weaving Analysis 79 Summary 80 6.0 PROJECT 6.1 2015 Analysis Impacts 81 Intersections 81 Arterial Segments 81 Ramp Termini Intersections 81 Caltrans Ramp Termini Off-Ramp Queuing 82 Peak Hour Freeway Ramps 82 Freeway 82 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report Freeway Weaving Segments 82 6.2 2030 Analysis Impacts 85 Intersections 85 Arterial Segments 85 Ramp Termini Intersections 86 Caltrans Ramp Termini Off-Ramp Queuing 86 Peak Hour Freeway Ramps 87 Freeway 87 Freeway Weaving Segments 87 7.0 PROPOSED MITIGATION AND IMPROVEMENT 7.1 Traffic Fee Program 90 7.2 Intersection Improvements 91 2015 Interim Year Analysis 91 2030 Analysis 92 7.3 Arterial Segment Improvements 93 2015 Interim Year Analysis 93 2030 Analysis 94 7.4 Peak Hour Freeway Ramp Termini Improvements 94 2015 Interim Year Analysis 94 7.5 City of Orange Improvements 97 2015 Interim Year Analysis 97 2030 Analysis 97 7.6 Freeway Facility Improvements 98 7.7 Mitigation Measures 102 7.8 Unavoidable Impacts and Statement of Overriding Considerations 108 City of Orange Facilities 112 Caltrans Mainline Segments, Ramps, and Weaving Segments 113 8.0 CONCLUSION 115 Project Related Traffic Impacts and Mitigation Strategies 115 2015 Interim Year Impacts 115 2030 Impacts 115 Intersection Impacts 115 Arterial Segment Impacts 115 Caltrans Intersection Impacts 115 Caltrans Mainline and Ramp Improvements 115 Mitigation Monitoring Program 116 9.0 REFERENCES 121 10.0 GLOSSARY OF TRANSPORTATION TERMS 122 11.0 APPENDICES 127 Appendix A-1 ICU Worksheets under Existing Conditions Appendix A-2 ICU Worksheets under 2015 No Project Conditions ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report Appendix A-3 ICU Worksheets under 2015 With Project Conditions Appendix A-4 ICU Worksheets under 2030 No Project Conditions Appendix A-5 ICU Worksheets under 2030 With Project Conditions Appendix A-6 Worksheets under 2030 With Project Conditions (Mitigated) Appendix B Intersection Lane Configurations Appendix C-1 Caltrans Ramp Termini Analysis Worksheets under Existing Conditions Appendix C-2 Caltrans Ramp Termini Analysis Worksheets under 2015 No Project Conditions Appendix C-3 Caltrans Ramp Termini Analysis Worksheets under 2015 With Project Conditions Appendix C-4 Caltrans Ramp Termini Analysis Worksheets under 2030 No Project Conditions Appendix C-5 Caltrans Ramp Termini Analysis Worksheets under 2030 With Project Conditions Appendix C-6Caltrans Ramp Termini Analysis Worksheets under 2030 With Project Conditions (Mitigated) Appendix D-1 Caltrans Ramp Termini Queuing Analysis Worksheets under Existing Conditions Appendix D-2 Caltrans Ramp Termini Queuing Analysis Worksheets 2015 No Project Conditions Appendix D-3 Caltrans Ramp Termini Queuing Analysis Worksheets 2015 With Project Conditions Appendix D-4 Caltrans Ramp Termini Queuing Analysis Worksheets 2030 No Project Conditions Appendix D-5 Caltrans Ramp Termini Queuing Analysis Worksheets 2030 With Project Conditions Appendix E-1 HCS Freeway Ramp Analysis Worksheets under Existing Conditions Appendix E-2 HCS Freeway Ramp Analysis Worksheets under 2015 No Project Conditions Appendix E-3 HCS Freeway Ramp Analysis Worksheets under 2015 With Project Conditions Appendix E-4 HCS Freeway Ramp Analysis Worksheets under 2030 No Project Conditions Appendix E-5 HCS Freeway Ramp Analysis Worksheets under 2030 With Project Conditions Appendix E-6 Freeway Ramp Analysis Worksheets under 2030 With Project Conditions (Mitigated) Appendix F-1 HCS Freeway Mainline Analysis Worksheets under Existing Conditions Appendix F-2 HCS Freeway Mainline Analysis Worksheets under 2015 No Project Conditions Appendix F-3 HCS Freeway Mainline Analysis Worksheets under 2015 With Project Conditions Appendix F-4 HCS Freeway Mainline Analysis Worksheets under 2030 No Project Conditions Appendix F-5 HCS Freeway Mainline Analysis Worksheets under 2030 With Project Conditions Appendix F-6 HCS Freeway Mainline Analysis Worksheets under 2030 With Project Conditions (Mitigated) Appendix G-1 HCS Freeway Weaving Analysis Worksheets under Existing Conditions Appendix G-2 HCS Freeway Weaving Analysis Worksheets under 2015 No Project Conditions Appendix G-3 HCS Freeway Weaving Analysis Worksheets under 2015 With Project Conditions Appendix G-4 HCS Freeway Weaving Analysis Worksheets under 2030 No Project Conditions Appendix G-5 HCS Freeway Weaving Analysis Worksheets under 2030 With Project Conditions Appendix G-6 HCS Freeway Weaving Analysis Worksheets under 2030 With Project Conditions (Mitigated) Appendix H Year 2025 Peak Hour Raw Model Volume Difference With Project vs. No Project List of Figures Figure 1.1: Project Location 2 Figure 1.2: Study Area 3 Figure 1.3: ARSP Study Area Boundary for C-R and PR Land 4 Figure 3.1: Existing Peak Hour Intersection LOS 20 Figure 4.1: Interim Year 2015 No Project Peak Hour Intersection LOS 29 Figure 4.2: Interim Year 2015 With Project Peak Hour Intersection LOS 40 Figure 5.1: 2030 No Project Peak Hour Intersection LOS 55 Figure 5.2: 2030 With Project Peak Hour Intersection LOS 69 Figure 7.1: Intersection Mitigation Strategies 96 List of Tables Table 2.1: Intersection Level of Service 11 Table 2.2: Significant Impact 11 Table 2.3: Daily Arterial Segment Capacity Assumptions 12 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report Table 2.4: Caltrans Intersection LOS Criteria 13 Table 2.5: Caltrans Freeway Mainline and Ramp LOS Criteria 14 Table 2.6: Caltrans Freeway Weaving LOS Criteria 14 Table 3.1: Existing Peak Hour Intersection LOS 15 Table 3.2: Existing Daily Arterial Segment LOS 17 Table 3.3: Existing Arterial Segment Peak Hour LOS 19 Table 3.4: Existing Peak Hour Ramp Termini Intersection LOS 21 Table 3.5: Existing Peak Hour Ramp Termini Off-Ramp Queuing Analysis 22 Table 3.6: Existing Peak Hour Freeway Ramp LOS 23 Table 3.7: Existing Peak Hour Freeway Mainline LOS 24 Table 3.8: Existing Peak Hour Freeway Weaving LOS 25 Table 4.1: Interim Year 2015 No Project Peak Hour Intersection LOS 27 Table 4.2: Interim Year 2015 No Project Daily Arterial Segment 31 Table 4.3: Interim Year 2015 No Project Peak Hour Arterial Segment LOS 32 Table 4.4: Interim Year 2015 No Project Peak Hour Ramp Termini Intersection LOS 33 Table 4.5: Interim Year 2015 No Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 34 Table 4.6: Interim Year 2015 No Project Peak Hour Freeway Ramp LOS 35 Table 4.7: Interim Year 2015 No Project Peak Hour Freeway Mainline LOS 36 Table 4.8: Interim Year 2015 No Project Peak Hour Freeway Weaving LOS 37 Table 4.9: Interim Year 2015 With Project Peak Hour Intersection LOS 38 Table 4.10: Interim Year 2015 With Project Daily Arterial Segment LOS 42 Table 4.11: Interim Year 2015 With Project Peak Hour Arterial Segment LOS 45 Table 4.12: Interim Year 2015 With Project Peak Hour Ramp Termini Intersection LOS 46 Table 4.13: Interim Year 2015 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 47 Table 4.14: Interim Year 2015 With Project Peak Hour Freeway Ramp LOS 49 Table 4.15: Interim Year 2015 With Project Peak Hour Freeway Mainline LOS 50 Table 4.16: Interim Year 2015 With Project Peak Hour Freeway Weaving LOS 51 Table 5.1: 2030 No Project Peak Hour Intersection LOS 53 Table 5.2: 2030 No Project Daily Arterial Segment LOS 57 Table 5.3: 2030 No Project Peak Hour Arterial Segment LOS 58 Table 5.4: 2030 No Project Peak Hour Ramp Termini Intersection LOS 60 Table 5.5: 2030 No Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis 61 Table 5.6: 2030 No Project Peak Hour Freeway Ramp LOS 63 Table 5.7: 2030 No Project Peak Hour Freeway Mainline LOS 64 Table 5.8: 2030 No Project Peak Hour Freeway Weaving LOS 65 Table 5.9: 2030 With Project Peak Hour Intersection LOS 67 Table 5.10: 2030 With Project Daily Arterial Segment LOS 71 Table 5.11: 2030 With Project Peak Hour Arterial Segment LOS 73 Table 5.12: 2030 With Project Peak Hour Ramp Termini Intersection LOS 75 Table 5.13: 2030 With Project Peak Hour Ramp Termini Off-Ramp Queuing 76 Table 5.14: 2030 With Project Peak Hour Freeway Ramp LOS 78 Table 5.15: 2030 With Project Peak Hour Freeway Mainline LOS 79 Table 5.16: 2030 With Project Peak Hour Freeway Weaving LOS 80 Table 6.1: 2015 Project Related Arterial Segment 81 Table 6.2: 2015 Project Related Peak Hour Freeway Ramp Impacts 83 Table 6.3: 2015 Project Related Freeway Mainline Impacts 83 Table 6.4: 2015 Project Related Freeway Weaving Impacts 84 Table 6.5: 2030 Project Related Intersection Impacts 85 Table 6.6: 2030 Project Related Arterial Segment 86 Table 6.7: 2030 Project Related Peak Hour Freeway Ramp Termini Impacts 86 Table 6.8: 2030 Project Related Peak Hour Freeway Ramp Impacts 88 Table 6.9: 2030 Project Related Freeway Mainline Impacts 88 Table 6.10: 2030 Project Related Peak Hour Freeway Weaving Impacts 89 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report Table 7.1: Fair-share Analysis Computational Example 90 Table 7.2: Recommended 2030 Intersection Mitigation Strategies 92 Table 7.3: 2015 Arterial Segment Mitigation Strategies 94 Table 7.4: 2030 Arterial Segment Mitigation Strategies 94 Table 7.5: 2030 Peak Hour Freeway Ramp Termini Mitigation Strategies 95 Table 7.6: Potential 2030 Intersection Mitigation and Fair-share for Orange Facilities 97 Table 7.7: Potential 2030 Ramp Termini Intersection Mitigation and Fair-Share for Orange Facilities 98 Table 7.8: Potential 2030 Freeway Facility Mitigation Strategies and Fair-Share Percentages 100 Table 7.9: Project Mitigation Strategies 110 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report a EXECUTIVE SUMMARY ES.1 PROJECT DESCRIPTION This traffic study has been prepared to analyze and identify impacts relating to proposed Amendment No. 14 to the Anaheim Resort Specific Plan (ARSP). The proposed amendment, hereinafter referred to as the “Proposed Project” includes buildout of the development currently permitted by the ARSP in the ARSP’s Commercial Recreation (C-R) District and an increase in the amount of permitted development in the ARSP’s Public Recreation (PR) District to provide for the expansion of the Anaheim Convention Center. The traffic study analyzes the addition from existing conditions of up to 20,913 additional hotel rooms within the C-R District and the addition of 900 hotel rooms, approximately 400,000 square feet of convention space, and 180,000 square feet of commercial space, 40,000 square feet of hotel meeting/ballroom space and 100,000 square feet of outdoor programmable space in the PR District. The traffic analysis evaluates existing operations in the vicinity of the Proposed Project and forecasts future operating conditions with and without the Proposed Project. ES.2 ANALYSIS SCOPE AND METHODOLOGY The key traffic study components can be summarized as follows:  Analysis of existing, interim, and buildout traffic conditions in the study area  Peak hour Intersection Capacity Utilization (ICU) analysis for study area intersections  Daily and peak hour arterial segment Volume to Capacity (V/C) ratio analysis for study area segments  analysis for study area freeway ramp termini intersections based on the Highway Capacity Manual (HCM) 2000 methodology  Peak hour HCM analysis for study area freeway segments and freeway ramps  Peak hour HCM weaving analysis for study area freeway segments  Identification of timing of mitigation measure requirements and summary of levels of service under mitigated conditions ES.3 PROJECT RELATED TRAFFIC IMPACTS AND MITIGATION STRATEGIES Intersection Impacts Under interim conditions, the traffic study determined that no intersections are significantly impacted by the proposed project in 2015. The traffic study also determined that 21 intersections are significantly impacted by the 2030 buildout of the With Project scenario. Improvements have been proposed for all 21 locations and with the implementation of the mitigation strategies, all intersections within the study area operate at an acceptable LOS. However, seven of the intersection improvements within the City of Anaheim may not be feasible due to potential constraints and will be included in a Statement of Overriding Considerations for the Proposed Project. The Statement of Overriding Considerations will also apply to the four intersections identified as deficient within the City of Orange under the ICU analysis ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report b methodology, since the City of Anaheim has no jurisdiction to implement the physical improvements within the City of Orange. Arterial Segment Impacts Under interim conditions, the traffic study determined that five arterial segments will need to be improved to their buildout configuration by 2015. Based on the analysis, there is one required arterial segment improvement in the City of Anaheim under buildout conditions. Caltrans Intersection Impacts Under interim conditions, the traffic study determined that no Caltrans ramp termini intersections will need to be improved to operate at an acceptable LOS in 2015. Four Caltrans ramp termini intersection deficiencies have been identified through peak hour analysis under buildout conditions including the intersection identified under the 2015 analysis. Of the four locations, three were also identified by the ICU analysis as deficient. Proposed improvements have been compared to those strategies identified through the ICU analysis and improvements applied to both the types of analyses. Additional mitigation strategies have been proposed for the locations identified only through the HCM analysis where a project related impact has been identified. Caltrans Mainline and Ramp Improvements Since the major freeway facility within the study area, the I-5 Freeway has reached its design capacity and the required physical improvements are largely the result of background regional traffic, consultation between the City of Anaheim and Caltrans will be necessary to reach consensus on any potential operational improvement measures. The improvement measures could consist of ITS improvements, enhanced signage, or other operational improvements. The City of Anaheim has no jurisdiction to implement the physical improvements on the Caltrans facilities and a Statement of Overriding Considerations will be prepared identifying the potential operational improvements to Caltrans facilities. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 1 1.0 INTRODUCTION In September 1994, the City of Anaheim adopted the Anaheim Resort Specific Plan Master Environmental Impact Report (EIR) in connection with the adoption of the Anaheim Resort Specific Plan No. 92-1 (ARSP). At the time the specific plan was adopted, it encompassed approximately 549.5 acres that has subsequently been increased to 581.3 acres1. Since its adoption in 1994, two validation reports have been prepared (in 1999 and 2004) and a subsequent validation report was due in August 2009. Since the Master EIR is over 15 years old, the City has opted to prepare a Supplemental EIR to reevaluate all the environmental changes that have occurred in and around the Anaheim Resort. In addition, the Supplemental EIR is intended to analyze proposed expansion of the Anaheim Convention Center. The Proposed Project is further described in Section 1.2, Project Description. This report presents the findings from the traffic study that was conducted in support of the Proposed Project. It addresses the traffic impacts generated by the Proposed Project within the study area and subsequently recommends mitigation measures to maintain mobility within this area and its immediate surroundings. 1.1 STUDY AREA The ARSP area (the “study area”) is located within the City of Anaheim, approximately 35 miles southeast of downtown Los Angeles and about 7 miles northwest of Santa Ana in central Orange County. The study area is specifically located within The Anaheim Resort, which is divided into three sub-areas regulated by the ARSP, the Disneyland Resort Specific Plan, and the Hotel Circle Specific Plan. The study area encompasses approximately 581 acres of land and is generally, located west of the I-5 Freeway and east of Walnut Street. The northern and southern boundaries of the study area are generally defined by Ball Road and Chapman Avenue, respectively. The ARSP regulates two development areas. Development Area 1 is known as the Commercial Recreation (C-R) District and encompasses approximately 518.5 acres. Development Area 2 is known as the Public Recreational (PR) District and encompasses approximately 62.8 acres and includes the Anaheim Convention Center. Figure 1.1 shows the location of the project site within the regional context while Figure 1.2 presents the study area boundaries. Figure 1.3 displays the land uses within the ARSP, including the land use densities allowed within the C-R District. 1 Initial Study for an Amendment to The Anaheim Resort Specific Plan, BonTerra Consulting, February 2009 ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- IRVINE YORBA LINDA FULLERTON BUENA PARK STANTON PLACENTIA ANAHEIM GARDEN GROVE WESTMINSTER FOUNTAIN VALLEY CAN NO N ST ESP ER AN ZA RD ? l V:\11944-AnaheimPlanningServices\Anaheim Resort SEIR\Documentation\Figures\Fig1-1-ProjectLocation-010810.mxd μ Figure 1.1: Project Location % & l ( ? k ORANGE ? ê A » A » VILLA PARK TUSTIN SANTA ANA ? k 0 0.7 1.4 Miles LEGEND The Anaheim Resort boundary Adjacent Area Roadway City of Anaheim Water Area ---PAGE BREAK--- ---PAGE BREAK--- DISNEYLAND DR OR AN G E C TR D R VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR R A M P A RT ST ? l ? ê ? » E LA PALMA AVE TRASK AVE ORAN GARDEN GROVE BLVD W LINCOLN AVE BALL RD WEST ST W LA PALMA AVE E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST LA VETA AVE SOUTH ST ANAHEIM BLVD WALNUT ST TAFT AVE KATELLA AVE ORANGEWOOD AVE S BROOKHURST ST LEWIS ST N E AST S T S NUTWOOD ST CERRITOS AVE N WEST ST COLLINS AVE ORANGEW OOD AVE E FRONTERA ST HASTER ST WAGNER AVE N HARBO R BLVD MAIN ST STRUCK AVE NUTWOOD ST W CRESCENT AVE W MEMORY LN ECKHOFF ST N BRISTOL ST SUNKIST S T GARY ST ROMNEYA DR W SANTA CLARA AVE GLASSELL ST N RIO VISTA ST N ANAHEIM BLVD N SUNKIST ST E MEMORY LN WALNUT AVE FAIRVIEW ST CENTURY BLVD BATAVIA ST N BROOKHURST ST O GENE AUTRY WY W FLETCHER AVE DISNEY WY ST PALMWOOD DR ANAHEIM WY HOWELL AVE MAINPLACE DR N G LASSEL ST PL CONVENTION CERRITOS AVE KATELLA AVE LINCOLN AVE W ORANGE AVE GARDEN GROVE FWY N BROADWAY CHAPMAN AVE N EUCLID ST S NUTWOOD ST GARDEN GROVE ANAHEIM ORANGE V:\11944-AnaheimPlanningServices\Anaheim Resort SEIR\Documentation\Figures\Fig1-2-StudyArea-012810.mxd μ Figure 1.2: Study Area CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL 0 0.25 0.5 Miles LEGEND Adjacent Area The Anaheim Resort boundary Major Roadway Railroad Water Area City of Anaheim DOUGLASS RD ---PAGE BREAK--- ---PAGE BREAK---                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                5 G A R D E N G R O V E G A R D E N G R O V E O R A N G E O R A N G E                           !  Anaheim City Boundary The Anaheim Resort™ Boundary Disneyland Resort Specific Plan Hotel Circle Specific Plan Anaheim Resort Specific Plan Districts Commercial Recreation District Public Recreation District Commercial Recreation District Densities                             Low Low-Medium Medium Convention Center Medium ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 5 1.2 PROJECT DESCRIPTION The proposed project consists of two components: the buildout of development within the C-R District; and an increase in the maximum permitted development in the PR District to provide for the expansion of the Anaheim Convention Center. The following description provides an overview of each component of the Proposed Project: Buildout of the C-R District The traffic study analyzes maximum buildout of the C-R District using the maximum densities permitted per parcel by the ARSP. Four density districts are established within the C-R District, as shown in Figure 1.3. These densities are:  Low Density- 50 rooms per gross acre or 75 rooms, whichever is greater  Low-Medium Density- 75 rooms per gross acre or 75 rooms, whichever is greater  Medium Density- 100 rooms per gross acre or 75 rooms, whichever is greater  Convention Center Medium Density- Up to 125 rooms per gross acre with trip generation characteristics mitigated to the equivalent of 100 room per gross acre or 75 rooms, whichever is greater For purposes of establishing a baseline figure from which to measure the increase in hotel rooms at buildout, existing commercial uses are converted into hotel room equivalents at a ratio of 600 square feet of commercial development to one hotel room. This ratio is determined by comparing the retail trip rate to the hotel room trip rate. There are currently 10,888 hotel rooms and approximately 419,000 square feet of commercial development within the C-R District. This results in a baseline hotel room equivalent of 11,587 hotel rooms. A maximum of 32,500 hotel rooms are permitted in the C-R District. Therefore, the traffic study will analyze the addition of up to 20,913 additional hotel rooms within this area. Increase in the maximum permitted development in the PR District to provide for expansion of the Anaheim Convention Center: The Proposed Project includes expansion of the existing Anaheim Convention Center, with the following components: Convention Center development, including:  406,359 square feet of Convention Center space (including exhibit halls, ballrooms, flexible meeting space, office and meeting rooms, and an interior bridge/skyway) and  125,000 square feet of commercial space (including, but not limited to, retail stores and restaurants) Hotel development, including up to:  900 hotel rooms  40,000 square feet of meeting and ballroom space  55,000 square feet of commercial space (including retail stores, spa facilities, bars and and restaurants) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 6 This would increase the maximum permitted development in the PR District to a total of 2,118,363 square feet of Convention Center space, 2,500 hotel rooms, 180,000 square feet of commercial space, 40,000 square feet of hotel meeting/ballroom space and 100,000 square feet of outdoor programmable space. Potential traffic impacts associated with the land use intensification with the Proposed Project were evaluated for the following scenarios:  Existing Conditions  Interim Year 2015 No Project Conditions  Interim Year 2015 With Project Conditions  General Plan Buildout Year 2030 No Project Conditions  General Plan Buildout Year 2030 With Project Conditions The Interim Year scenarios analyze the Convention Center Expansion as a project. This scenario includes increases in background regional traffic as well as approved projects within the vicinity of the proposed expansion. The Interim Year With Project scenario reflects the proposed changes in the PR District. The General Plan Buildout scenarios represent the currently adopted land use intensities in the study area as well as the proposed Orange General Plan land use assumptions (City of Orange General Plan Update Traffic Analysis, June 2009) and the proposed Revised Platinum Triangle Expansion Project. The With Project scenario reflects the addition of the Proposed Project. It should be noted that the General Plan Buildout assumes the extension of Gene Autry Way west from Haster Street to Harbor Boulevard, and the extension of Clementine Street south from Katella Avenue to Orangewood Avenue. The following are the key components of this traffic study:  Analysis of Existing (2008) and Future traffic conditions in the Anaheim Resort Specific Plan Area, a No Project and With Project Interim Year Analysis (2015) and a No Project and With Project Buildout Analysis 2030  Peak hour Intersection Capacity Utilization (ICU) analysis for study area intersections  Peak hour Intersection Delay analysis for study area Caltrans ramp intersections based on the Highway Capacity Manual (HCM) 2000 methodology  Daily and peak hour arterial segment Volume to Capacity (V/C) ratio analysis for study area segments  Identification of mitigation measure requirements and summary of levels-of-service (LOS) under mitigated conditions for each Future scenario 1.3 REPORT ORGANIZATION This report summarizes the Existing conditions as well as the four scenarios demonstrating buildout under No Project and With Project conditions, in 2015 and 2030. The analysis identifies roadway segments, intersections, and ramp intersections that are currently deficient, or that will become deficient based on the proposed land use changes. In addition to this chapter, the report is organized as follows:  Chapter 1: Introduction ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 7  Chapter 2: Analysis Methodology  Chapter 3: Existing (2008) Traffic Analysis  Chapter 4: Interim (2015) Traffic Analysis  Chapter 5: Future 2030 Traffic Analysis  Chapter 6: Project Impacts and Proposed Mitigations  Chapter 7: Mitigation Strategies  Chapter 8: Conclusion  Chapter 9: References  Chapter 10: Glossary of Transportation Terms ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 8 2.0 ANALYSIS METHODOLOGY The primary objective of this Traffic Study is to compare the potential traffic impacts associated with buildout of the ARSP and the expansion of the Anaheim Convention Center. The traffic analysis methodology used for this study is consistent with the criteria outlined in the City of Anaheim Criteria for Preparation of Traffic Impact Studies. In order to evaluate the potential impacts associated with the proposed circulation system amendment, the following analyses were performed:  Peak hour intersection analysis  Arterial segment daily analysis  Arterial segment peak hour analysis  Peak hour Caltrans ramp-termini intersection analysis  Peak hour Caltrans mainline HCM analysis  Peak hour Caltrans freeway ramp HCM analysis  Peak hour Caltrans weaving HCM analysis 2.1 MODEL BACKGROUND The analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future traffic forecast volumes throughout the study area. ATAM is the traffic forecasting modeling tool for the City of Anaheim and has been certified by the Orange County Transportation Authority as consistent with the Orange County Transportation Analysis Model (OCTAM). ATAM relies on OCTAM for the regional component of traffic activity and OCTAM is based on and consistent with the Southern California Association of Governments’ (SCAG) regional transportation model, and therefore, incorporates adopted regional growth projections. As noted, ATAM has been found to be consistent with OCTAM and was developed in accordance to the Orange County Subarea Modeling Guidelines Manual (OCTA, 2005). The subarea guideline procedures recommend that trip generation be based on socioeconomic data and associated socioeconomic based trip rates. To identify trips generated by development projects throughout the city for use in ATAM, an employment conversion rate is applied to convert land uses to employment. The land use conversion rates are based on regional demographic information and converts land use quantities to number of employees. Trip generation by trip purpose is then calculated based on the number of employees as determined from the land use conversion rates. Based on the citywide land use data and regional socioeconomic growth projections, future trip activity is forecast and assigned to the roadway circulation system. The internal trip capture is performed within the model and the outputs post-processed based on established post- processing methodologies. The post-processor applies the model’s projected growth to each turning movement of the existing counts for both 2030 No Project and 2030 With Project scenarios, forecasting a value that reflects future growth. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 9 2.2 MODEL ASSUMPTIONS Roadway Network The base highway network used in this analysis remains consistent with networks adopted for various other traffic studies previously carried out for the City of Anaheim within The Anaheim Resort. The existing and future year local circulation system was refined to provide further detail within the study area to accurately forecast travel activity. In addition, new traffic analysis zones (TAZs) were defined to more accurately reflect traffic patterns throughout the study area. Zonal connectors were reviewed and updated as appropriate to reflect appropriate development access to the surrounding circulation system. The TAZ and zonal connector refinements were incorporated into the No Project and Project alternatives for consistency purposes. It should be noted that all network modifications included the southerly extension of Clementine Street to Orangewood Avenue and the westerly extension of Gene Autry Way to Harbor Boulevard for Future 2030 alternatives only, consistent with the City of Anaheim General Plan. For 2015, the roadway network basically remains the same as under existing conditions with the exception of the ultimate improvements at the Euclid Street/Katella Avenue intersection. The baseline 2030 No Project network is consistent with the Anaheim General Plan circulation network and include the following key assumptions within the immediate project study area:  Orangewood Avenue, widen from State College Boulevard to SR-57 to 6-lane divided facility  Howell Avenue, improve to 4-lane secondary facility  Katella Avenue, widen to 8-lane facility between Sportstown and Walnut Street  Walnut Street (Orange), maintain existing classification  Glassell Street/Chapman Avenue (Orange), maintain existing classification through Historic Orange Plaza  Metropolitan Drive (Orange), provide connection between The City Drive and Chapman Avenue at Rampart Street  Main Street (Orange), improve to 6-lane major facility between Collins Avenue and Chapman Avenue  Taft Avenue (Orange), improve to 6-lane major facility between Tustin Avenue and City of Anaheim  Ball Road, improve to 6-lane major facility between Sunkist Street and State College Boulevard  Lewis Street, improve to 4-lane secondary facility between Katella Avenue and Gene Autry Way  Cerritos Avenue, improve to 4-lane primary facility between State College Boulevard and Anaheim Boulevard  Gene Autry Way, extend from current terminus at I-5 HOV ramps westerly to Harbor Boulevard It should be noted that there are no roadway network changes proposed with the project and as a result the No Project and With Project 2030 networks are identical. To account for planned projects throughout the study area as development occurs, the localized circulation system was refined to incorporate further network assumptions as appropriate. The following specific circulation system assumptions were incorporated into the network to account for buildout of the study area:  Provision of a connection between Dupont Drive and Rampart Street parallel to Orangewood Avenue  A loop access road within the Angel Stadium parking lot connecting access points to Angel Stadium from State College Boulevard/Gene Autry Way, Orangewood Avenue, and Douglass Road ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 10  SR-57 direct connection with ARTIC  SR-57 HOV drop ramps at Cerritos Avenue Land Use Assumptions The ARSP established four density districts within the C-R District, as shown in Figure 1.3. These densities are:  Low Density - 50 rooms per gross acre or 75 rooms, whichever is greater  Low-Medium Density - 75 rooms per gross acre or 75 rooms, whichever is greater  Medium Density - 100 rooms per gross acre or 75 rooms, whichever is greater  Convention Center Medium Density - Up to 125 rooms per gross acre with trip generation characteristics mitigated to the equivalent of 100 room per gross acre or 75 rooms, whichever is greater Each density is incorporated into ATAM as defined, and is coded as Resort Hotel. Convention Center Medium density districts are coded at 100 rooms per gross acre consistent with the mitigation requirements for the density district. It should be noted that the Resort Hotel land use generates less vehicle trips than the standard Hotel land use. The Resort Hotel is geared towards the tourist and vacation industry, typically with amenities and facilities that are not present at standard hotels. The established Anaheim Resort Transit routes connect all ARSP hotels to the area’s major attractions, reducing the need for automobiles. The land use for the PR District is coded in ATAM as stated in Section 1.2. The Anaheim Convention Center (ACC) is a special generator in ATAM. The trip generation estimates for the ACC were provided by City of Anaheim staff during the ATAM development in February 2003. ATAM estimates traffic on an “average” day, since major events typically do not occur during weekdays. Details of this development are included in the Traffic Model Consistency Report - Anaheim Traffic Analysis Model (Parsons Brinckerhoff, Inc., February 2003). 2.3 LEVEL OF SERVICE ANALYSIS In order to evaluate traffic impacts within the study area and its immediate vicinity, the following level of service (LOS) analyses were performed:  Peak hour arterial signalized intersection capacity utilization (ICU) analysis  Arterial segment daily analysis  Arterial segment peak hour analysis  Peak hour ramp-termini intersection analysis  Freeway ramp merge-diverge analysis  Freeway mainline segment analysis  Freeway mainline weaving analysis For intersections and arterial segments, significant impacts are determined using the City of Anaheim Criteria for Preparation of Traffic Impact Studies. Under the General Plan Buildout scenarios, these locations are governed by the City’s Growth Management Element. All State owned facilities are analyzed consistent with the Caltrans Guide for the Preparation of Traffic Impact Studies for all scenarios. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 11 ICU Analysis The City’s Growth Management Element requires a volume-to-capacity ratio of 0.90, or LOS D, as the lowest acceptable service level at intersections. Intersections that operate at a level of service below LOS D are deemed to be operating at insufficient levels. The City requires study area intersections to be evaluated through an intersection capacity utilization (ICU) analysis that compares forecast peak hour traffic volumes to intersection capacity. A minimum clearance interval of 0.05 in association with lane capacities of 1,700 vehicles per hour of green time for through and turn lanes was assumed for the ICU calculations. The City of Orange ICU analysis is consistent with the City of Anaheim analysis as are the LOS thresholds; therefore the same assumptions were applied for intersection in both jurisdictions. Table 2.1 presents the ICU level of service thresholds utilized in this traffic study. Table 2.1: Intersection Level of Service Thresholds LOS ICU A < 0.60 B 0.61 – 0.70 C 0.71 – 0.80 D 0.81 – 0.90 E 0.91 – 1.00 F > 1.00 Source: City of Anaheim, City of Orange Peak hour ICU and level of service (LOS) analyses were performed for 81 study intersections - 64 intersections in the City of Anaheim, 2 shared intersections between Anaheim and Orange, and 19 in the City of Orange. The City of Orange identified the preferred intersections for analysis within the City of Orange. For the Interim Year analysis, a transportation impact is considered significant in accordance with Table 2.2. For purposes of this calculation, the “Final V/C Ratio” refers to the future V/C ratio at an intersection with the proposed project but without any proposed mitigation. Mitigation measures sufficient to bring the level of service to a less than significant level are identified later in the report. Table 2.2: Significant Impact Criteria LOS Final V/C Ratio Project-Related Increase in V/C C >0.700 – 0.800 Equal to or greater than 0.050 D >0.800 – 0.900 Equal to or greater than 0.030 E, F > 0.900 Equal to or greater than 0.010 Source: City of Anaheim For General Plan Buildout analysis, a project is deemed to have a significant impact if the project results in deterioration of the LOS to an unacceptable LOS or an increase in the ICU value of 0.01 if the intersection is projected to operate at LOS E or F under without project conditions. Mitigation measures, discussed later in the report are required to bring deficient intersections and roadway segments to an acceptable LOS. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 12 Arterial Segment V/C Analysis The arterial roadway criteria for the City of Anaheim involve the use of average daily traffic (ADT) volume to capacity (V/C) ratios. LOS C (V/C not to exceed 0.80) is the performance standard that has been adopted for the study area circulation system by the City of Anaheim. The City of Orange has utilized LOS D as the performance standard for arterials. The City of Orange applies a V/C analysis for daily traffic conditions similar to Anaheim although daily capacities for Orange arterials differ from those recognized by the City of Anaheim. LOS analysis of forecast daily traffic volumes was applied for the arterial segments throughout the Study Area. The segment analysis assumes roadway capacities as shown in Table 2.3. The City of Anaheim does not currently account for capacity enhancements to Smart Streets. Table 2.3: Daily Arterial Segment Capacity Assumptions Facility Type Anaheim Orange 8-lane Divided 75,000 75,000 6-lane Divided 56,300 56,300 4-lane Divided 37,500 37,500 4-lane Undivided 25,000 24,000 2-lane Undivided 12,500 12,000 Source: City of Anaheim Mitigation measures sufficient to bring roadway segments down to an acceptable level of service must be identified if the roadway segment is not built to the City’s Circulation Element classification. If the roadway segment is already built to its ultimate classification, the segment is analyzed under peak hour conditions to ensure that arterial segments provide sufficient capacity feeding into signalized intersections on that segment, as signalized intersections control flow on arterial segments in urban areas. It should be noted that the General Plan Buildout scenario assumes the full buildout of the Circulation Element; therefore, any roadway segments with a daily LOS of D, E, or F under these scenarios are analyzed under peak hour conditions to determine if significant impacts must be addressed. The City of Anaheim applies the Urban Streets analysis identified in Chapter 15 of the Highway Capacity Manual (HCM) to determine level of service under peak hour traffic volumes on deficient daily segments. The peak hour link analysis determines directional AM and PM peak hour V/C ratios for each link that exceeds the daily LOS threshold. The peak hour capacity is determined by using Equation 15-7 of the HCM, multiplying the mid-block number of lanes for each direction by a lane capacity of 1,900 vehicles per hour, then multiplied by the percentage of green time at the controlling signalized intersection for that arterial segment. The percentage of green time is estimated by dividing the directional V/C ratios by the total V/C ratio at signalized intersections along the arterial segment. The smallest resulting percentage is the estimated percentage of green time for that arterial segment. If the V/C ratio of the arterial segment under peak hour conditions is LOS E or F, improvements should be considered to improve the segment to an acceptable LOS. For those segments not requiring a peak hour analysis, a transportation impact is considered significant in accordance with Table 2.2 shown previously. For purposes of this calculation, the “Final V/C Ratio” refers to the future daily V/C ratio on a roadway segment with the proposed project but without any proposed mitigation. The AM and PM peak hour analysis is performed for all roadway segments that are built to the City’s Circulation Element classification during that analysis period. For those roadway segments requiring peak hour analysis, a transportation impact is considered significant if the project ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 13 results in deterioration of the LOS to an unacceptable LOS or an increase in the ICU value of 0.01 if the segment is projected to operate at LOS E or F under without project conditions for either peak hour. Mitigation measures, discussed later in the report are required to bring deficient intersections and roadway segments to an acceptable LOS. Caltrans Intersection Analysis Freeway ramp termini intersections were analyzed in (version 7.0) through the application of Highway Capacity Manual (HCM) 2000 methodology per Caltrans requirements. Lane configurations and various other parameters such as signal timing were based on current operating characteristics. Future lane configurations were assumed for the No Project and With Project scenarios per Anaheim General Plan buildout conditions. Table 2.4 presents Caltrans intersection delay and LOS standards. Table 2.4: Caltrans Intersection LOS Criteria LOS Intersection Delay (in Seconds) A  10.0 B > 10.0 and  20.0 C > 20.0 and  35.0 D > 35.0 and  55.0 E > 55.0 and  80.0 F  80.0 Source: Caltrans, HCM 2000 Caltrans Freeway and Ramp Analysis The freeway mainline and freeway ramp criteria are based on peak hour HCM density analysis. The revised methodology has been applied to the freeway analyses in the study per Caltrans’ recommendation. The capacities are based on information contained in the HCM and the Caltrans Ramp Meter Design Manual. Existing count data was provided by Caltrans for the freeway mainline volumes. Ramp merge and diverge analysis was carried out by applying Highway Capacity Software (HCS), the electronic version of the HCM for freeway-to-arterial interchanges. According to HCM methodology, the ramp merge and diverge areas focus on an influential area of 1,500 feet, including the acceleration or deceleration lane and adjacent freeway lanes. The methodology incorporates three fundamental steps:  Determination of the traffic entering the freeway lanes upstream of the merge or at the beginning of the deceleration lane at diverge;  Determination of the capacity for the segment; and  Determination of the density of traffic flow within the ramp influence area and its level of service The level of service (LOS) for freeway ramps is determined by traffic density based on criteria outlined in the HCM. Freeway mainline levels of service are similarly determined from segment density. Table 2.5 presents the correlation between LOS and density in terms of passenger cars per mile per lane (pc/mi/ln) for both freeway ramps and basic freeway segments. LOS D (density not to exceed 35.0 pc/mi/ln for mainline segments and 35.0 pc/mi/ln for freeway ramps), has been established by Caltrans District 12 as the operating standard for freeway mainline segments and freeway ramps. Caltrans has determined that freeway segments and ramps that operate below LOS D should be identified and improved to an acceptable LOS although specific criteria to identify project related impacts is not specified in the Caltrans Traffic Impact Study Guidelines. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 14 Table 2.5: Caltrans Freeway Mainline and Ramp LOS Criteria LOS Peak Hour Freeway Ramp Density (pc/mi/ln) Basic Freeway Segment Density (pc/mi/ln) A  10.0 0-11.0 B > 10.0 and  20.0 11.0 – 18.0 C > 20.0 and  28.0 18.0 – 26.0 D > 28.0 and  35.0 26.0 – 35.0 E > 35.0 35.0 – 45.0 F Exceeds Capacity >45.0 Source: HCM 2000, Exhibit 25-4, Exhibit 23-2 Caltrans Freeway Weaving Analysis Freeway weaving is defined as the crossing of two streams of traffic traveling in the same direction along a significant length of highway without the aid of traffic control devices. Weaving analysis uses the most current version of the HCM and provides a density for the weaving area within the freeway segment and corresponding LOS. Table 2.6 specifies the LOS for associated freeway weaving densities. Table 2.6: Caltrans Freeway Weaving LOS Criteria LOS Freeway Weaving Segment Density (pc/mi/ln) Multilane and Collector-Distributor Weaving Segments Density (pc/mi/ln) A  10.0  12.0 B > 10.0 and  20.0 > 12.0 and  24.0 C > 20.0 and  28.0 > 24.0 and  32.0 D > 28.0 and  35.0 > 32.0 and  36.0 E >35.0 and  43.0 >36.0 and  40.0 F >43.0 >40.0 Source: HCM 2000 Exhibit 24-2 The following sections present the traffic analysis results for the study intersections, arterial segments, freeway ramp termini intersections, and ramp merge-diverge locations and freeway mainline sections reflecting existing conditions, interim year 2015 No Project and With Project scenarios and buildout 2030 No Project and With Project scenarios. Fair-Share Analysis The City of Anaheim has applied a fair-share methodology to evaluate the financial responsibility of mitigating proposed project impacts. The methodology is consistent with that outlined in the Caltrans Guide for the Preparation of Traffic Impact Studies. Appendix of the guidelines directs users to apply a formula to calculate equitable share responsibility for the traffic impacts of proposed projects. The fair- share calculation is based on the difference between the Future With Project and Future No Project total intersection entering volumes divided by the total growth entering volume from Existing to Future With Project conditions. The fair-share proportion is based on the value associated with the peak hour for which the deficiency has been identified. Further discussion of specific application of the fair-share methodology is discussed in Section 7.1. ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 15 3.0 EXISTING CONDITIONS The existing conditions analysis establishes the framework for the future forecasts for the Proposed Project. The analysis is based on existing intersection and arterial segment traffic counts, collected by the City on a typical weekday in 2008 and included in the existing conditions analysis. The existing conditions analysis reflects these count volumes as well as existing lane configurations for all circulation system elements in the study area. Intersection Analysis Table 3.1 presents ICU and LOS results for the study intersections under existing conditions during the AM peak hour and PM peak hour. Existing lane geometrics were assumed in the ICU and LOS analyses. The detailed existing ICU worksheets are presented in Appendix A-1. The following two intersections currently operate at unacceptable levels of service during the PM peak hour:  Euclid Street at Katella Avenue  Anaheim Boulevard at Ball Road Figure 3.1 presents study intersection LOS under existing conditions. A table summarizing the existing and future lane configurations is included in Appendix B. Table 3.1: Existing Peak Hour Intersection LOS ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-1* Euclid Street / Katella Avenue Anaheim 0.89 D 1.02 F I-2 Ninth Street / Katella Avenue Anaheim 0.53 A 0.53 A I-3 Walnut Street / Ball Road Anaheim 0.57 A 0.55 A I-4 Walnut Street / Katella Avenue Anaheim 0.43 A 0.53 A I-5 Disneyland Drive / Ball Road Anaheim 0.68 B 0.76 C I-6 Disneyland Drive / West Street / Katella Avenue Anaheim 0.53 A 0.57 A I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.56 A 0.58 A I-8 Harbor Boulevard / Ball Road Anaheim 0.73 C 0.68 B I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.54 A 0.54 A I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.32 A 0.34 A I-11 Harbor Boulevard / Disney Way Anaheim 0.33 A 0.42 A I-12 Harbor Boulevard / Katella Avenue Anaheim 0.55 A 0.63 B I-13 Harbor Boulevard / Convention Way Anaheim 0.29 A 0.35 A I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.55 A 0.57 A I-15 Clementine Street / Disney Way Anaheim 0.19 A 0.23 A I-16 Clementine Street / Katella Avenue Anaheim 0.53 A 0.60 A I-17 I-5 Southbound Off-Ramp / Disney Way Anaheim 0.20 A 0.24 A I-18 Anaheim Boulevard / Ball Road Anaheim 0.63 B 0.91 E I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.49 A 0.71 C I-20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim 0.44 A 0.59 A I-21 Anaheim Boulevard / Disney Way Anaheim 0.44 A 0.49 A I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.47 A 0.58 A I-23 Haster Street / Gene Autry Way Anaheim Not Applicable ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 16 Table 3.1: Existing Peak Hour Intersection LOS, Continued ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-24 Haster Street / Orangewood Avenue Anaheim 0.54 A 0.65 B I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue Anaheim 0.55 A 0.52 A I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim 0.46 A 0.50 A I-27 East Street / Ball Road Anaheim 0.51 A 0.67 B I-28 Lewis Street / Ball Road Anaheim 0.41 A 0.53 A I-29 Lewis Street / Cerritos Avenue Anaheim 0.28 A 0.31 A I-30 Lewis Street / Katella Avenue Anaheim 0.48 A 0.62 B I-31 Lewis Street / Gene Autry Way Anaheim Not Applicable I-32 I-5 HOV Ramps / Gene Autry Way Anaheim 0.07 A 0.07 A I-33 Lewis Street / Orangewood Avenue Anaheim 0.53 A 0.48 A I-34 Manchester Avenue / Orangewood Avenue Anaheim 0.52 A 0.37 A I-35 Anaheim Way / Orangewood Avenue Anaheim 0.36 A 0.50 A I-36 State College Boulevard / Ball Road Anaheim 0.57 A 0.65 B I-37 State College Boulevard / Katella Avenue Anaheim 0.43 A 0.53 A I-38 State College Boulevard / Gene Autry Way Anaheim 0.30 A 0.29 A I-39 State College Boulevard / Orangewood Avenue Anaheim/Orange 0.46 A 0.47 A I-40 State College Boulevard / Orange Center Drive Anaheim/Orange 0.21 A 0.21 A I-41 State College Boulevard / I-5 Northbound Ramps Orange 0.33 A 0.28 A I-42 State College Boulevard / I-5 Southbound Ramps Orange 0.43 A 0.28 A I-43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.71 C 0.66 B I-44 Sunkist Street / Ball Road Anaheim 0.82 D 0.79 C I-45 Howell Avenue / Katella Avenue Anaheim 0.38 A 0.55 A I-46 Rampart Street / Orangewood Avenue Anaheim 0.51 A 0.44 A I-47 Rampart Street / Chapman Avenue Orange 0.31 A 0.31 A I-48 Ball Road / SR-57 Northbound Ramps Anaheim 0.54 A 0.58 A I-49 Ball Road / SR-57 Southbound Ramps Anaheim 0.69 B 0.57 A I-50 SR-57 Northbound Ramps / Katella Avenue Anaheim 0.36 A 0.40 A I-51 SR-57 Southbound Ramps / Katella Avenue Anaheim 0.40 A 0.40 A I-52 Orangewood Avenue / SR-57 Northbound Ramps Orange 0.52 A 0.49 A I-53 Orangewood Avenue / SR-57 Southbound Ramps Orange 0.61 B 0.68 B I-54 Phoenix Club Drive / Ball Road Anaheim 0.48 A 0.59 A I-55 Douglass Road / Katella Avenue Anaheim 0.41 A 0.49 A I-56 Eckhoff Street / Orangewood Avenue Orange 0.56 A 0.69 B I-57 Main Street / Taft Avenue Orange 0.68 B 0.73 C I-58 Main Street / Katella Avenue Orange 0.50 A 0.50 A I-59 Batavia Street / Taft Avenue Orange 0.65 B 0.67 B I-60 Clementine Street / Gene Autry Way Anaheim Not Applicable I-61 Clementine Street / Orangewood Avenue Anaheim 0.33 A 0.33 A I-62 Flower Street / Chapman Avenue Orange 0.38 A 0.49 A I-63 Harbor Boulevard / Chapman Avenue Anaheim 0.55 A 0.61 B I-64 I-5 Ramps / Chapman Avenue Orange 0.43 A 0.46 A I-65 SR-57 Northbound Ramps / Chapman Avenue Orange 0.40 A 0.39 A I-66 SR-57 Southbound Ramps / Chapman Avenue Orange 0.54 A 0.52 A I-67 Euclid Street / Ball Road Anaheim 0.59 A 0.66 B I-68 Walnut Street / Cerritos Avenue Anaheim 0.56 A 0.47 A I-69 Disneyland Drive / I-5 Southbound Off-Ramp Anaheim 0.35 A 0.29 A I-70 Disneyland Drive/ Magic Way Anaheim 0.28 A 0.30 A I-71 Ox Road / Cast Place / Ball Road Anaheim 0.56 A 0.55 A I-72 Convention Center/ Katella Avenue Anaheim 0.39 A 0.41 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 17 Table 3.1: Existing Peak Hour Intersection LOS, Continued ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-73 Harbor Boulevard / Lincoln Avenue Anaheim 0.61 B 0.76 C I-74 Harbor Boulevard / Broadway Anaheim 0.50 A 0.67 B I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.29 A 0.43 A I-76 Anaheim Boulevard / Lincoln Avenue Anaheim 0.47 A 0.60 A I-77 Anaheim Boulevard / Broadway Anaheim 0.46 A 0.52 A I-78 Olive Street / Lincoln Avenue Anaheim 0.40 A 0.43 A I-79 Flore Street / West Street / Ball Road Anaheim 0.53 A 0.47 A I-80 West Street / Orangewood Avenue Anaheim 0.61 B 0.72 C I-81 Struck Avenue / Katella Avenue Orange 0.28 A 0.34 A Source: City of Anaheim Note: * The intersection of Euclid Street / Katella Avenue is currently under construction to enhance capacity. Daily Arterial Segment LOS Analysis Table 3.2 presents average daily traffic (ADT) and LOS for study area arterial segments under existing conditions. The analysis is based on existing traffic counts, collected by the City on a typical weekday in 2008 and 2009. The table indicates that four arterial segments operate at a deficient LOS under Existing condition. Three of these segments currently are not at their ultimate configuration per the City’s Circulation Element. One deficient segment that is currently at the Circulation Element configuration is further analyzed under AM and PM peak hour conditions. The deficient segments are:  Ball Road between State College Boulevard and Sunkist Street  Ball Road between Sunkist Street and SR-57 (Ultimate configuration)  Orangewood Avenue between State College Boulevard and Rampart Street  Orangewood Avenue between Rampart Street and SR-57 Table 3.2: Existing Daily Arterial Segment LOS ID Arterial From To Jurisdiction 2008 Existing Daily Count Mid-Block Lanes Total Capacity V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 19,380 6D 56,300 0.34 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 33,160 6D 56,300 0.59 A A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 26,790 4D 37,500 0.71 C A-4 Ball Road Euclid Street Walnut Street Anaheim 26,330 6D 56,300 0.47 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 34,020 6D 56,300 0.60 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 44,320 6D 56,300 0.79 C A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 36,890 6D 56,300 0.66 B A-8 Ball Road Anaheim Boulevard East Street Anaheim 35,280 6D 56,300 0.63 B A-9 Ball Road East Street State College Boulevard Anaheim 38,110 6D 56,300 0.68 B A-10 Ball Road State College Boulevard Sunkist Street Anaheim 40,500 4D 37,500 1.08 F A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 48,400 6D 56,300 0.86 D A-12 Ball Road SR-57 Freeway Main Street Orange 32,740 6D 56,300 0.58 A A-13 Clementine Street Manchester Avenue Disney Way Anaheim 7,510 4U 25,000 0.30 A A-14 Clementine Street Disney Way Katella Avenue Anaheim 7,510 4U 25,000 0.30 A A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 7,770 6D 56,300 0.14 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 13,880 6D 56,300 0.25 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 18 Table 3.2: Existing Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction 2008 Existing Daily Count Mid-Block Lanes Total Capacity V-C Ratio Daily LOS A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 19,130 4D 37,500 0.51 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 23,810 4D 37,500 0.63 B A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 30,910 6D 56,300 0.55 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 35,560 6D 56,300 0.63 B A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 35,870 6D 56,300 0.64 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 40,430 6D 56,300 0.72 C A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 38,410 6D 56,300 0.68 B A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 41,340 6D 56,300 0.73 C A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 44,360 8D 75,000 0.59 A A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 19,760 4U 25,000 0.79 C A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 19,760 4U 25,000 0.79 C A-33 Katella Avenue Ninth Street Walnut Street Anaheim 29,270 6D 56,300 0.52 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 35,240 6D 56,300 0.63 B A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 37,440 6D 56,300 0.67 B A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 37,440 6D 56,300 0.67 B A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 39,100 6D 56,300 0.69 B A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 38,510 6D 56,300 0.68 B A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 37,830 6D 56,300 0.67 B A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 30,260 6D 56,300 0.54 A A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 30,260 6D 56,300 0.54 A A-40c Katella Avenue Lewis Street State College Boulevard Anaheim 30,260 6D 56,300 0.54 A A-41 Katella Avenue State College Boulevard Sportstown Anaheim 32,800 6D 56,300 0.58 A A-42 Katella Avenue Sportstown Howell Avenue Anaheim 34,240 6D 56,300 0.61 B A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 37,990 6D 56,300 0.67 B A-44 Katella Avenue SR-57 Freeway Main Street Orange 29,610 6D 56,300 0.53 A A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 3,730 2U 12,500 0.30 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 12,750 4U 25,000 0.51 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 15,540 4U 25,000 0.62 B A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 15,540 4U 25,000 0.62 B A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 17,950 4U 25,000 0.62 B A-50 Orangewood Avenue* Manchester Avenue State College Boulevard Anaheim /Orange 19,810 6D 56,300 0.35 A A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 24,490 4U 25,000 0.98 E A-52 Orangewood Avenue* Rampart Street SR-57 Freeway Anaheim /Orange 23,490 4U 25,000 0.94 E A-53 Orangewood Avenue SR-57 Freeway Eckhoff Street Orange 27,720 4D 37,500 0.74 C A-54 Orangewood Avenue Eckhoff Street Main Street Orange 14,160 4D 37,500 0.38 A A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 10,400 4D 37,500 0.28 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 15,490 4D 37,500 0.41 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 12,390 4U 25,000 0.50 A A-58 Chapman Avenue State College Boulevard SR-57 Freeway Orange 30,740 6D 56,300 0.55 A A-59 Chapman Avenue SR-57 Freeway Main Street Orange 27,260 6D 56,300 0.48 A A-60 State College Boulevard Chapman Avenue I-5 Freeway Orange 26,980 8D 75,000 0.36 A A-61 State College Boulevard I-5 Freeway Orangewood Avenue Orange 21,400 8D 75,000 0.29 A A-62 State College Boulevard Orangewood Avenue Gene Autry Way Anaheim 22,160 6D 56,300 0.39 A A-63 State College Boulevard Gene Autry Way Katella Avenue Anaheim 20,120 6D 56,300 0.36 A A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 23,980 6D 56,300 0.43 A A-65 State College Boulevard Howell Avenue Cerritos Avenue Anaheim 23,440 6D 56,300 0.42 A A-66 State College Boulevard Cerritos Avenue Ball Road Anaheim 23,320 6D 56,300 0.41 A Source: City of Anaheim Notes: * Shared segment capacities are identified by the jurisdiction in which the traffic count was taken ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 19 Arterial Segment Peak Hour LOS Analysis Table 3-3 reports the AM and PM peak hour arterial segment LOS for the deficient arterial segment that is at the Circulation Element configuration. The table indicates that there is no capacity inadequacy for this arterial segment during either the AM or PM peak hour. Table 3.3: Existing Arterial Segment Peak Hour LOS ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LOS AM Peak Hour A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 3,420 6 4,864 0.70 B PM Peak Hour A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 3,370 6 5,437 0.62 B Source: City of Anaheim ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 73 74 76 77 78 7 28 27 29 36 44 48 54 57 58 81 55 56 52 53 46 61 33 34 35 38 39 40 41 42 43 47 66 65 62 49 64 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR RA M P A R T S T DOUGLASS RD BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE CONVENTION CERRITOS AVE KATELLA AVE N 71 72 9 69 10 70 12 75 11 6 1 4 68 8 67 5 3 16 50 51 17 20 26 19 79 21 13 25 15 14 24 22 2 102 80 30 37 32 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 21 Caltrans Ramp Termini Intersection Analysis Table 3.4 presents the results of peak hour delays and levels of service for the ramp termini intersections under Existing conditions. Detailed analysis worksheets are included in Appendix C-1. The analysis indicates that nall the Caltrans Ramp intersections operate at an acceptable LOS in either peak hour. Under all scenarios, freeway ramp termini intersections were evaluated according to both ICU and HCM methodology. The analysis under existing conditions is generally consistent in terms of LOS with the ICU analysis for the ramp termini intersections. Table 3.4: Existing Peak Hour Ramp Termini Intersection LOS ID Intersection AM Peak Hour PM Peak Hour Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 10.8 B 14.4 B I-10 Harbor Boulevard / I-5 Southbound Ramps 7.9 A 7.5 A I-17 I-5 Southbound Off-Ramp / Disney Way 26.2 C 25.5 C I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.4 B 25.8 C I-21 Anaheim Boulevard / Disney Way 33.7 C 19.2 B I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 27.5 C 15.9 B I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 17.9 B 20.2 C I-32 I-5 HOV Ramps / Gene Autry Way 6.0 A 6.3 A I-41 I-5 Northbound Ramps / State College Boulevard 12.8 B 12.5 B I-42 I-5 Southbound Ramps / State College Boulevard 17.4 B 12.5 B I-48 Ball Road / SR-57 Northbound Ramps 19.3 B 21.4 C I-49 Ball Road / SR-57 Southbound Ramps 32.1 C 17.6 B I-50 SR-57 Northbound Ramps / Katella Avenue 10.4 B 7.5 A I-51 SR-57 Southbound Ramps / Katella Avenue 11.3 B 8.5 A I-52 Orangewood Avenue / SR-57 Northbound Ramps 15.6 B 8.3 A I-53 Orangewood Avenue / SR-57 Southbound Ramps 19.4 B 28.7 C I-64 Chapman Avenue / I-5 Southbound On-Ramp 41.7 D 42.4 D I-65 Chapman Avenue / SR-57 Northbound Ramps 19.1 B 19.7 B I-66 Chapman Avenue / SR-57 Southbound Ramps 36.4 D 36.1 D I-69 Disneyland Drive / I-5 Southbound Off-Ramp 8.8 A 7.5 A Source: City of Anaheim Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis Table 3.5 presents the queue and control delay determined by for the study area off-ramp termini intersections under Existing conditions. Detailed queuing analysis worksheets are included in Appendix D-1. The analysis indicates that no Caltrans Ramp intersections have a queue length that is greater than the existing off-ramp storage length. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 22 Table 3.5: Existing Peak Hour Ramp Termini Off-Ramp Queuing Analysis ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (sec) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I - 9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 20 10 40 60 12.2 18.5 15.9 31.7 No I - 10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 60 60 32.3 32.3 No I - 17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 100 100 0 150 150 0 43.5 43.3 8.2 61.2 63.0 9.9 No I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 40 0 0 40 0 64.0 27.4 4.9 60.9 23.9 No I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 130 120 210 220 20.4 17.5 25.6 20.9 No I - 32 I-5 HOV Northbound Ramps / Gene Autry Way 2 1,510 No I-5 HOV Southbound Ramps / Gene Autry Way 2 1,340 0 0 4.9 6.7 No I - 41 State College Boulevard / I-5 Northbound Ramps 1.5 1.5 2 1,580 690 690 70 70 0 70 70 0 52.7 48.6 7.9 54.5 49.8 8.7 No I - 42 State College Boulevard / I-5 Southbound Ramps 1.5 0.5 2 2,960 2,190 1,590 40 230 130 100 140 90 29.3 47.5 35.1 46.4 52.3 32.1 No I - 48 Ball Road / SR-57 Northbound Ramps 1 1 1,030 680 180 240 280 30 28.9 42.7 53.0 10.7 No I - 49 Ball Road / SR-57 Southbound Ramps 0.5 1.5 1,290 570 390 400 250 250 35.3 45.0 39.5 46.4 No I - 50 SR-57 Northbound Ramps / Katella Avenue 1.5 1.5 1,030 590 70 50 50 40 18.4 20.5 18.8 19.1 No I - 51 SR-57 Southbound Ramps / Katella Avenue 1.5 1.5 930 600 80 70 60 60 19.5 23.1 18.8 23.4 No I - 52 Orangewood Avenue / SR-57 Northbound Ramps 1.5 1.5 650 350 130 190 20 0 38.9 56.4 21.9 17.2 No I - 53 Orangewood Avenue / SR-57 Southbound Ramps 1.5 1.5 1,050 630 340 210 110 0 140 60 247 66.3 33.4 8.4 68.5 26.0 23.9 No I - 64 I-5 Ramps / Chapman Avenue 2 1 1,080 220 220 0 230 0 46.7 9.8 46.0 7.4 No I - 65 SR-57 Northbound Ramps / Chapman Avenue 1 1 1,240 760 20 0 10 0 14.8 3.5 13.8 3.0 No I - 66 SR-57 Southbound Ramps / Chapman Avenue 0.5 0.5 1 580 1,000 210 60 120 90 36.5 12.7 47.6 30.7 No I - 69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2130 70 40 30 10.6 7.9 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 23 Caltrans Peak Hour Freeway Ramp Analysis Table 3.6 summarizes HCM analysis results for the study area ramps for the AM and PM peak hours. The HCM reports a density based on the existing freeway mainline segment and ramp merge/diverge volumes. Detailed HCM analysis worksheets are included in Appendix E-1. According to the analysis, the I-5 Northbound On-Ramp from Anaheim Boulevard is deficient under PM peak hour conditions. Table 3.6: Existing Peak Hour Freeway Ramp LOS ID Ramp Segment Ramp # of Lane A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-1 I-5 Northbound HOV Off-Ramp to Gene Autry Way / Disney Way 1 6.5 A 10.3 B R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 1 19.3 B 30.0 D R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 2 21.2 C 32.8 D R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 1 19.9 B 28.0 C R-5 I-5 Northbound On-Ramp from Katella Avenue 1 21.1 C 30.9 D R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 1 14.6 B 22.6 C R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 1 22.2 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 1 23.1 C 33.2 D R-9 I-5 Northbound On-Ramp from Harbor Boulevard 1 19.6 B 32.2 D R-10 I-5 Northbound On-Ramp from Ball Road 1 20.8 C 32.7 D R-11 I-5 Northbound On-Ramp from Disneyland Drive 1 21.9 C 33.9 D R-12 I-5 Southbound HOV Off-Ramp to Disneyland Drive 1 10.3 B 8.1 A R-13 I-5 Southbound Off-Ramp to Disneyland Drive/Ball Road 2 10.9 B 13.9 B R-14 I-5 Southbound On-Ramp from Disneyland Drive 1 27.4 C 33.4 D R-15 I-5 Southbound Off-Ramp to Harbor Boulevard 1 25.1 C 30.7 D R-16 I-5 Southbound On-Ramp from Harbor Boulevard 1 32.4 D 34.6 D R-17 I-5 Southbound Off-Ramp to Disney Way/Anaheim Boulevard 1 26.6 C 30.2 D R-18 I-5 Southbound Off-Ramp to Katella Avenue/Orangewood Avenue* 2 22.8 C 28.3 D R-19 I-5 Southbound HOV Off-Ramp to Gene Autry Way 1 10.2 B 5.8 A R-20 I-5 Southbound On-Ramp from Anaheim Boulevard 1 23.2 C 30.5 D R-21 I-5 Southbound On-Ramp from Katella Avenue 1 24.0 C 31.1 D R-22 I-5 Southbound HOV On-Ramp from Gene Autry Way 1 20.2 C 13.1 B * Major Diverge Analysis utilized to calculate density Source: City of Anaheim, Caltrans Caltrans Freeway Mainline Analysis Table 3.7 summarizes HCS analysis results for the densities and levels of service for study area mainline segments for the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix F-1. According to the analysis the following freeway mainline segments are deficient under PM peak hour conditions:  I-5 Northbound between Lincoln Avenue and Harbor Boulevard ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 24  I-5 Northbound between Katella Avenue and State College Boulevard Table 3.7: Existing Peak Hour Freeway Mainline LOS ID Freeway Segment Northbound / Eastbound Southbound / Westbound A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F - 1 I-5 between SR-91 and Brookhurst Street 18.8 C 29.2 D 20.4 C 21.9 C F - 2 I-5 between Brookhurst Street and Euclid Street 20.6 C 31.6 D 25.2 C 26.7 D F - 3 I-5 between Euclid Street and Lincoln Avenue 19.1 C 32.2 D 32.9 D 34.1 D F - 4 I-5 between Lincoln Avenue and Harbor Boulevard 19.6 C 36.6 E 24.7 C 27.0 D F - 5 I-5 between Harbor Boulevard and Katella Avenue 16.8 B 34.5 D 22.0 C 24.9 C F - 6 I-5 between Katella Avenue and State College Boulevard 17.5 B 39.7 E 25.5 C 27.0 D F - 7 I-5 between State College Boulevard and SR- 22 16.2 B 34.0 D 26.5 D 24.8 C Source: City of Anaheim, Caltrans Caltrans Freeway Weaving Analysis Table 3.8 summarizes HCS analysis results for the weaving areas during the AM and PM peak hours. Detailed HCM weaving analysis worksheets are included in Appendix G-1. Under existing conditions, the following weaving sections are deficient under the PM peak hour conditions:  I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp  I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp  I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp  I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 25 Table 3.8: Existing Peak Hour Freeway Weaving LOS ID Weaving Segment Weaving Length (Ft) A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W - 1 I-5 Northbound between Brookhurst Street On-Ramp and SR-91 Eastbound Off-Ramp 2,980 Not Applicable I-5 Southbound between SR-91 Connector / Magnolia Avenue On-Ramp and Brookhurst Street Off-Ramp 3,390 W - 2 I-5 Northbound between Euclid Street On-Ramp and Brookhurst Street Off-Ramp 2,890 I-5 Southbound between Brookhurst Street On-Ramp and Euclid Street Off-Ramp 2,540 W - 3 I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 2,000 19.8 B 34.1 D W - 4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 20.3 B 39.3 E I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W - 5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 29.5 C 34.5 D W - 6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off- Ramp 2,080 19.1 B > Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W - 7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off- Ramp 2,350 18.3 B > Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off- Ramp 1,870 27.9 C 32.1 D W - 8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 1,720 20.8 B > Capacity F I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 1,510 29.6 C 32.0 D Source: City of Anaheim Summary As noted in the analysis above, the circulation system in the study area generally operates at an acceptable LOS. Locations that are deficient under existing conditions will be considered when determining future project related impacts and mitigation measures. The existing conditions assessment for the base year 2008 provides the framework for applying the General Plan future forecasts to both the No Project and With Project scenarios under interim year 2015 and buildout year 2030. ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 26 4.0 INTERIM YEAR 2015 TRAFFIC ANALYSIS 4.1 INTERIM YEAR 2015, NO PROJECT Since the interim year is more than five years after the date of the traffic counts, the analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future Interim Year 2015 traffic forecast volumes through an interpolation process. Based on the citywide land use data and regional socioeconomic growth projections, future trip activity is estimated and assigned to the circulation system. These forecasts incorporate the following future key project assumptions in the study area vicinity:  Anaheim GardenWalk (Hotel)  Springhill Suites (Hotel)  Manchester/Orangewood (Multi-Family Residential)  Platinum Triangle Condominiums (Multi-Family Residential and Commercial)  BRE Properties Stadium Park & Stadium Club (Multi-Family Residential)  Lennar A-Town Metro (Residential and Commercial)  Orangewood Condominiums (Multi-Family Residential)  Lennar A-Town Stadium (Multi-Family Residential)  Platinum Vista (Multi-Family Residential and Restaurant)  The Experience at Gene Autry (Multi-Family Residential, Office, and Commercial)  Platinum Gateway (Multi-Family Residential, Office, and Hotel)  ARTIC (Transit Station)  Anaheim Convention Center Grand Plaza (Entertainment) Intersection Analysis Table 4.1 presents ICU and LOS results for the study intersections under Interim Year 2015 No Project conditions during the AM peak hour and PM peak hour. Existing lane geometrics were assumed in the ICU and LOS analyses, with the exception of the intersection of Haster Street and Gene Autry Way, which currently does not exist, and the intersection of Euclid Street and Katella Avenue, which is currently being widened. Figure 4.1 presents the study intersection locations and LOS without the project. The detailed ICU worksheets for the No Project conditions are presented in Appendix A-2. Under these conditions, the following four intersections operate at an unacceptable LOS, during the PM peak hour including one location in the City of Orange:  Anaheim Boulevard at Ball Road  Lewis Street at Katella Avenue  Sunkist Street at Ball Road  Main Street at Taft Avenue (Orange) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 27 Table 4.1: Interim Year 2015 No Project Peak Hour Intersection LOS ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-1 Euclid Street / Katella Avenue Anaheim 0.66 B 0.75 C I-2 Ninth Street / Katella Avenue Anaheim 0.66 B 0.65 B I-3 Walnut Street / Ball Road Anaheim 0.61 B 0.62 B I-4 Walnut Street / Katella Avenue Anaheim 0.58 A 0.63 B I-5 Disneyland Drive / Ball Road Anaheim 0.74 C 0.81 D I-6 Disneyland Drive / West Street / Katella Avenue Anaheim 0.66 B 0.68 B I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.68 B 0.71 C I-8 Harbor Boulevard / Ball Road Anaheim 0.83 D 0.73 C I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.60 A 0.61 B I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.40 A 0.37 A I-11 Harbor Boulevard / Disney Way Anaheim 0.36 A 0.55 A I-12 Harbor Boulevard / Katella Avenue Anaheim 0.66 B 0.71 C I-13 Harbor Boulevard / Convention Way Anaheim 0.43 A 0.47 A I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.64 B 0.66 B I-15 Clementine Street / Disney Way Anaheim 0.29 A 0.30 A I-16 Clementine Street / Katella Avenue Anaheim 0.62 B 0.72 C I-17 I-5 Southbound Off-Ramp / Disney Way Anaheim 0.27 A 0.29 A I-18 Anaheim Boulevard / Ball Road Anaheim 0.72 C 0.98 E I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.70 B 0.85 D I-20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim 0.51 A 0.70 B I-21 Anaheim Boulevard / Disney Way Anaheim 0.51 A 0.60 A I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.59 A 0.71 C I-23 Haster Street/Gene Autry Way Anaheim 0.35 A 0.44 A I-24 Haster Street / Orangewood Avenue Anaheim 0.66 B 0.79 C I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue Anaheim 0.72 C 0.63 B I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim 0.55 A 0.61 B I-27 East Street / Ball Road Anaheim 0.59 A 0.79 C I-28 Lewis Street / Ball Road Anaheim 0.60 A 0.70 B I-29 Lewis Street / Cerritos Avenue Anaheim 0.45 A 0.48 A I-30 Lewis Street / Katella Avenue Anaheim 0.75 C 0.98 E I-31 Lewis Street / Gene Autry Way Anaheim Not Applicable I-32 I-5 HOV Ramps / Gene Autry Way Anaheim 0.22 A 0.28 A I-33 Lewis Street / Orangewood Avenue Anaheim 0.56 A 0.51 A I-34 Manchester Avenue / Orangewood Avenue Anaheim 0.58 A 0.50 A I-35 Anaheim Way / Orangewood Avenue Anaheim 0.47 A 0.54 A I-36 State College Boulevard / Ball Road Anaheim 0.66 B 0.75 C I-37 State College Boulevard / Katella Avenue Anaheim 0.52 A 0.66 B I-38 State College Boulevard / Gene Autry Way Anaheim 0.57 A 0.62 B I-39 State College Boulevard / Orangewood Avenue Anaheim/Orange 0.58 A 0.61 B I-40 State College Boulevard / Orange Center Drive Anaheim/Orange 0.36 A 0.32 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 28 Table 4.1: Interim Year 2015 No Project Peak Hour Intersection LOS, Continued ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-41 State College Boulevard / I-5 Northbound Ramps Orange 0.47 A 0.42 A I-42 State College Boulevard / I-5 Southbound Ramps Orange 0.59 A 0.44 A I-43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.76 C 0.70 B I-44 Sunkist Street / Ball Road Anaheim 0.85 D 0.91 E I-45 Howell Avenue / Katella Avenue Anaheim 0.46 A 0.66 B I-46 Rampart Street / Orangewood Avenue Anaheim 0.65 B 0.75 C I-47 Rampart Street / Chapman Avenue Orange 0.42 A 0.46 A I-48 Ball Road / SR-57 Northbound Ramps Anaheim 0.62 B 0.67 B I-49 Ball Road / SR-57 Southbound Ramps Anaheim 0.76 C 0.68 B I-50 SR-57 Northbound Ramps / Katella Avenue Anaheim 0.46 A 0.51 A I-51 SR-57 Southbound Ramps / Katella Avenue Anaheim 0.48 A 0.48 A I-52 Orangewood Avenue / SR-57 Northbound Ramps Orange 0.60 A 0.58 A I-53 Orangewood Avenue / SR-57 Southbound Ramps Orange 0.69 B 0.78 C I-54 Phoenix Club Drive / Ball Road Anaheim 0.66 B 0.78 C I-55 Douglass Road / Katella Avenue Anaheim 0.67 B 0.78 C I-56 Eckhoff Street / Orangewood Avenue Orange 0.76 C 0.80 C I-57 Main Street / Taft Avenue Orange 0.76 C 0.96 E I-58 Main Street / Katella Avenue Orange 0.60 A 0.60 A I-59 Batavia Street / Taft Avenue Orange 0.79 C 0.78 C I-60 Clementine Street / Gene Autry Way Anaheim Not Applicable I-61 Clementine Street / Orangewood Avenue Anaheim 0.36 A 0.54 A I-62 Flower Street / Chapman Avenue Orange 0.44 A 0.59 A I-63 Harbor Boulevard / Chapman Avenue Anaheim 0.59 A 0.67 B I-64 I-5 Ramps / Chapman Avenue Orange 0.44 A 0.51 A I-65 SR-57 Northbound Ramps / Chapman Avenue Orange 0.44 A 0.43 A I-66 SR-57 Southbound Ramps / Chapman Avenue Orange 0.60 A 0.62 B I-67 Euclid Street / Ball Road Anaheim 0.64 B 0.70 B I-68 Walnut Street / Cerritos Avenue Anaheim 0.61 B 0.48 A I-69 Disneyland Drive / I-5 Southbound Off-Ramp Anaheim 0.41 A 0.35 A I-70 Disneyland Drive/ Magic Way Anaheim 0.35 A 0.35 A I-71 Ox Road / Cast Place / Ball Road Anaheim 0.62 B 0.59 A I-72 Convention Center/ Katella Avenue Anaheim 0.51 A 0.52 A I-73 Harbor Boulevard / Lincoln Avenue Anaheim 0.66 B 0.82 D I-74 Harbor Boulevard / Broadway Anaheim 0.54 A 0.72 C I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.33 A 0.47 A I-76 Anaheim Boulevard / Lincoln Avenue Anaheim 0.56 A 0.68 B I-77 Anaheim Boulevard / Broadway Anaheim 0.54 A 0.56 A I-78 Olive Street / Lincoln Avenue Anaheim 0.45 A 0.48 A I-79 Flore Street / West Street / Ball Road Anaheim 0.56 A 0.49 A I-80 West Street / Orangewood Avenue Anaheim 0.72 C 0.83 D I-81 Struck Avenue / Katella Avenue Orange 0.40 A 0.49 A ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 73 74 76 77 78 7 28 27 29 36 44 48 54 57 58 81 55 56 52 53 46 61 33 34 35 38 39 40 41 42 43 47 66 65 62 49 64 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR SPORTSTOWN GATEWAY CENTER DR MARKET ST RA M P A R T S T BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE DUPONT DR CONVENTION CERRITOS AVE KATELLA AVE N 71 72 9 69 10 70 12 75 11 6 1 4 68 8 67 5 3 16 50 51 17 20 26 19 79 21 13 25 15 14 24 22 2 102 80 30 37 32 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL DOUGLASS RD ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 30 Daily Arterial Segment LOS Analysis Table 4.2 presents average daily traffic (ADT) and LOS for all arterial segments within the study area under Interim Year No Project conditions. The table indicates that 12 arterial segments operate at a deficient LOS without the project. Eight of these segments are not at their ultimate configuration per the City’s Circulation Element. The four deficient segments that are at the Circulation Element configuration are further analyzed under AM and PM peak hour conditions. The deficient segments are:  Anaheim Boulevard between Cerritos Avenue and Ball Road  Ball Road between Disneyland Drive and Harbor Boulevard (Ultimate configuration)  Ball Road between State College Boulevard and Sunkist Street  Ball Road between Sunkist Street and SR-57 (Ultimate configuration)  Harbor Boulevard between Disney Way and Manchester Avenue (Ultimate configuration)  Haster Street between Orangewood Avenue and Gene Autry Way  Haster Street between Gene Autry Way and Katella Avenue  Katella Avenue between Disneyland Drive and Hotel Way  Katella Avenue between Hotel Way and Harbor Boulevard  Orangewood Avenue between Haster Street and Manchester Avenue (Ultimate configuration)  Orangewood Avenue between State College Boulevard and Rampart Street  Orangewood Avenue between Rampart Street and SR-57 ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 31 Table 4.2: Interim Year 2015 No Project Daily Arterial Segment LOS ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project 2015 ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 22,950 0.41 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 39,510 0.70 B A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 32,240 0.86 D A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 28,490 0.51 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 36,120 0.64 B A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 48,260 0.86 D A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 38,480 0.68 B A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 38,100 0.68 B A-9 Ball Road East Street State College Boulevard Anaheim 6D 56,300 40,210 0.71 C A-10 Ball Road State College Boulevard Sunkist Street Anaheim 4D 37,500 42,450 1.13 F A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 6D 56,300 51,710 0.92 E A-12 Ball Road SR-57 Freeway Main Street Orange 6D 56,300 41,120 0.73 C A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 12,470 0.50 A A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 7,820 0.31 A A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 10,330 0.18 A A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 10,260 0.18 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 17,320 0.31 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 23,850 0.64 B A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 26,660 0.71 C A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 34,610 0.61 B A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 39,910 0.71 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 39,650 0.70 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 43,760 0.78 C A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 43,990 0.78 C A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 45,430 0.81 D A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 48,760 0.65 B A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4U 25,000 25,300 1.01 F A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4U 25,000 21,290 0.85 D A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 34,990 0.62 B A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 41,650 0.74 C A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 6D 56,300 46,340 0.82 D A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 6D 56,300 45,350 0.81 D A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 6D 56,300 45,260 0.80 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 6D 56,300 44,860 0.80 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 6D 56,300 43,650 0.78 C A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 35,700 0.63 B A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 36,610 0.65 B A-40c Katella Avenue Lewis Street State College Boulevard Anaheim 6D 56,300 36,170 0.64 B A-41 Katella Avenue State College Boulevard Sportstown Anaheim 6D 56,300 37,630 0.67 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 6D 56,300 40,650 0.72 C A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 6D 56,300 45,270 0.80 C A-44 Katella Avenue SR-57 Freeway Main Street Orange 6D 56,300 37,560 0.67 B A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 5,470 0.44 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 15,580 0.62 B A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 16,900 0.68 B A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 17,000 0.68 B A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 20,140 0.81 D ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 32 Table 4.2: Interim Year 2015 No Project Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project 2015 ADT V-C Ratio Daily LOS A-50 Orangewood Avenue* Manchester Avenue State College Boulevard Anaheim /Orange 6D 56,300 22,580 0.40 A A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 4U 25,000 28,810 1.15 F A-52 Orangewood Avenue* Rampart Street SR-57 Freeway Anaheim /Orange 4U 25,000 28,760 1.15 F A-53 Orangewood Avenue SR-57 Freeway Eckhoff Street Orange 4D 37,500 33,110 0.88 D A-54 Orangewood Avenue Eckhoff Street Main Street Orange 4D 37,500 15,300 0.41 A A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 12,080 0.32 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 16,070 0.43 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 13,180 0.53 A A-58 Chapman Avenue State College Boulevard SR-57 Freeway Orange 6D 56,300 32,800 0.58 A A-59 Chapman Avenue SR-57 Freeway Main Street Orange 6D 56,300 28,960 0.51 A A-60 State College Boulevard Chapman Avenue I-5 Freeway Orange 8D 75,000 31,880 0.43 A A-61 State College Boulevard I-5 Freeway Orangewood Avenue Orange 8D 75,000 28,350 0.38 A A-62 State College Boulevard Orangewood Avenue Gene Autry Way Anaheim 6D 56,300 27,730 0.49 A A-63 State College Boulevard Gene Autry Way Katella Avenue Anaheim 6D 56,300 23,590 0.42 A A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 6D 56,300 29,030 0.52 A A-65 State College Boulevard Howell Avenue Cerritos Avenue Anaheim 6D 56,300 24,850 0.44 A A-66 State College Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 24,130 0.43 A Note: *Shared segment capacities are identified by the jurisdiction in which the traffic count was taken Peak Hour Arterial Segment LOS Analysis Table 4.3 reports the AM and PM peak hour arterial segment LOS for the four deficient arterial segments under Interim Year 2015 No Project conditions identified above that are at the Circulation Element configuration. The table indicates that no arterial segment is deficient in either peak hour. Table 4.3: Interim Year 2015 No Project Peak Hour Arterial Segment LOS ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LO S AM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,110 6 4,758 0.65 B A-11 Ball Road Sunkist Street SR-57 Anaheim 3,760 6 5,592 0.67 B A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 2,640 6 5,665 0.47 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,470 4 5,023 0.29 A PM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,440 6 4,758 0.72 C A-11 Ball Road Sunkist Street SR-57 Anaheim 3,830 6 5,592 0.68 B A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 2,980 6 5,665 0.53 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,660 4 5,023 0.33 A Caltrans Ramp Termini Intersection Analysis Table 4.4 presents the results of peak hour delays and levels of service for the ramp termini intersections under the Interim Year 2015 No Project conditions. Detailed analysis worksheets ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 33 are included in Appendix C-2. The table indicates that all Caltrans Ramp Intersections operate at an acceptable LOS for both peak hours Table 4.4: Interim Year 2015 No Project Peak Hour Ramp Termini Intersection LOS ID Intersection AM Peak Hour PM Peak Hour Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 C 22.5 C I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 A 7.6 A I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 C 19.7 B I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 B 28.8 C I-21 Anaheim Boulevard / Disney Way 23.3 C 21.9 C I-25 Manchester Avenue / Katella Avenue 17.8 B 18.1 B I-26 Anaheim Way/ Katella Avenue 17.2 B 25.6 C I-32 I-5 HOV Ramps / Gene Autry Way 28.0 C 23.8 C I-41 I-5 Northbound Ramps / State College Boulevard 17.7 B 16.0 B I-42 I-5 Southbound Ramps / State College Boulevard 17.5 B 9.7 A I-48 Ball Road / SR-57 Northbound Ramps 16.8 B 15.1 B I-49 Ball Road / SR-57 Southbound Ramps 25.6 C 15.3 B I-50 SR-57 Northbound Ramps / Katella Avenue 14.6 B 13.1 B I-51 SR-57 Southbound Ramps / Katella Avenue 18.2 B 13.3 B I-52 Orangewood Avenue / SR-57 Northbound Ramps 11.2 B 6.1 A I-53 Orangewood Avenue / SR-57 Southbound Ramps 19.3 B 27.5 C I-64 Chapman Avenue / I-5 Southbound On-Ramp 43.4 D 40.0 D I-65 Chapman Avenue / SR-57 Northbound Ramps 3.9 A 4.6 A I-66 Chapman Avenue / SR-57 Southbound Ramps 34.6 C 24.1 C I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 A 8.1 A Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis Table 4.5 presents the queue determined by for the study area off-ramp termini intersections under Interim Year 2015 No Project conditions. Detailed queuing analysis worksheets are included in Appendix D-2. The analysis indicates that no Caltrans Ramp intersections are forecast to have a queuing length that is greater than the off-ramp storage length. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 34 Table 4.5: Interim Year 2015 No Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (sec) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I - 9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 70 100 120 220 22.5 32.7 24.3 39.3 No I - 10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 110 110 57.1 56.9 No I - 17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 160 160 150 150 57.1 57.3 57.7 58.8 No I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 60 10 0 50 10 63.9 22.3 12.8 50.9 15.8 No I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 210 210 350 370 33.4 31.3 38.5 33.5 No I - 32 I-5 HOV Northbound Ramps / Gene Autry Way 1 2 1,510 10 0 10 0 42.8 17.6 48.1 14.5 No I-5 HOV Southbound Ramps / Gene Autry Way 2 1 1,340 110 0 60 0 56.2 25.0 56.4 9.9 No I - 41 State College Boulevard / I-5 Northbound Ramps 1.5 1.5 2 1,580 690 690 90 100 0 70 75 0 51.0 46.6 6.6 58.2 53.4 8.4 No I - 42 State College Boulevard / I-5 Southbound Ramps 1.5 0.5 2 2,960 2,190 1,590 30 330 110 40 110 50 21.1 41.3 25.7 16.3 25.7 16.3 No I - 48 Ball Road / SR-57 Northbound Ramps 1.5 1.5 1,030 680 220 220 190 140 44.2 51.5 44.8 40.4 No I - 49 Ball Road / SR-57 Southbound Ramps 0.5 1.5 1,290 570 400 350 260 230 35.3 30.3 44.5 40.8 No I - 50 SR-57 Northbound Ramps / Katella Avenue 1.5 1.5 1,030 590 210 200 120 90 44.8 51.3 38.4 35.9 No I - 51 SR-57 Southbound Ramps / Katella Avenue 1 2 930 600 250 220 140 160 50.6 42.8 39.3 39.5 No I - 52 Orangewood Avenue / SR-57 Northbound Ramps 1.5 1.5 650 350 110 150 30 0 32.8 46.5 25.0 17.0 No I - 53 Orangewood Avenue / SR-57 Southbound Ramps 1.5 1.5 1,050 630 340 170 100 0 180 100 247 59.7 32.6 8.8 78.3 38.5 36.8 No I - 64 I-5 Ramps / Chapman Avenue 2 1 1,080 220 220 0 260 0 45.7 6.7 50.4 7.4 No I - 65 SR-57 Northbound Ramps / Chapman Avenue 1 1 1,240 760 40 0 30 0 55.4 16.7 59.2 18.6 No I - 66 SR-57 Southbound Ramps / Chapman Avenue 0.5 0.5 1 580 1,000 230 0 130 10 58.2 7.8 49.2 10.9 No I - 69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2130 70 50 30 12 9.6 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 35 Caltrans Peak Hour Freeway Ramp Analysis Table 4.6 summarizes HCM analysis results for the study area ramps for the AM and PM peak hours. Per the Caltrans Highway Design Manual, a 2-lane on- or off-ramp should be provided where volumes exceed 1,500 vehicles per hour during either the AM or PM peak hour. None of the freeway ramps exceed this criterion under the 2015 No Project conditions. Detailed analysis worksheets are included in Appendix E-2. According to the analysis, the following freeway ramps are deficient under the PM peak hour for Interim Year 2015 No Project conditions:  I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue  I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue  I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue  I-5 Northbound On-Ramp from Katella Avenue  I-5 Northbound On-Ramp from Anaheim Boulevard  I-5 Northbound Off-Ramp to Harbor Boulevard  I-5 Northbound On-Ramp from Harbor Boulevard  I-5 Northbound On-Ramp from Ball Road  I-5 Northbound On-Ramp from Disneyland Drive Table 4.6: Interim Year 2015 No Project Peak Hour Freeway Ramp LOS ID Ramp Segment Ramp # of Lane A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-1 I-5 Northbound HOV Off-Ramp to Gene Autry Way / Disney Way 1 8.4 A 12.7 B R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 1 19.1 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 2 20.8 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 1 19.7 B > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 1 20.8 C > Capacity F R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 1 17.2 B 26.8 C R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 1 22.0 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 1 22.6 C 38.4 E R-9 I-5 Northbound On-Ramp from Harbor Boulevard 1 19.3 B > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 1 21.5 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 1 22.6 C > Capacity F R-12 I-5 Southbound HOV Off-Ramp to Disneyland Drive 1 14.5 B 13.2 B R-13 I-5 Southbound Off-Ramp to Disneyland Drive/Ball Road 2 11.0 B 14.0 B R-14 I-5 Southbound On-Ramp from Disneyland Drive 1 29.0 D 33.8 D R-15 I-5 Southbound Off-Ramp to Harbor Boulevard 1 25.5 C 29.4 D R-16 I-5 Southbound On-Ramp from Harbor Boulevard 1 32.5 D 33.5 D R-17 I-5 Southbound Off-Ramp to Disney Way/Anaheim Boulevard 1 27.1 C 29.5 D R-18 I-5 Southbound Off-Ramp to Katella Avenue/Orangewood Avenue* 2 24.7 C 27.8 C R-19 I-5 Southbound HOV Off-Ramp to Gene Autry Way 1 14.8 B 11.5 B R-20 I-5 Southbound On-Ramp from Anaheim Boulevard 1 24.5 C 29.8 D R-21 I-5 Southbound On-Ramp from Katella Avenue 1 26.8 C 31.3 D R-22 I-5 Southbound HOV On-Ramp from Gene Autry Way 1 13.9 B 12.5 B * Major Diverge Analysis Utilized to calculate density pc/mi/ln - Passenger Cars per Mile per Lane ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 36 Caltrans Freeway Mainline Analysis Table 4.7 summarizes HCS analysis results for the densities and levels of service for study area mainline segments for the AM and PM peak hours. Detailed analysis worksheets are included in Appendix F-2. According to the analysis, the following freeway mainline segment is deficient under PM peak hour conditions:  I-5 Northbound between Lincoln Avenue and Harbor Boulevard  I-5 Northbound between Katella Avenue and State College Boulevard Table 4.7: Interim Year 2015 No Project Peak Hour Freeway Mainline LOS ID Freeway Segment Northbound / Eastbound Southbound / Westbound A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F - 1 I-5 between SR-91 and Brookhurst Street 18.9 C 26.4 D 21.1 C 21.5 C F - 2 I-5 between Brookhurst Street and Euclid Street 19.8 C 30.3 D 25.3 C 27.7 D F - 3 I-5 between Euclid Street and Lincoln Avenue 19.8 C 31.6 D 33.4 D 34.7 D F - 4 I-5 between Lincoln Avenue and Harbor Boulevard 20.3 C 36.4 E 23.3 C 26.8 D F - 5 I-5 between Harbor Boulevard and Katella Avenue 18.1 C 34.5 D 21.6 C 24.3 C F - 6 I-5 between Katella Avenue and State College Boulevard 18.2 C 38.9 E 24.7 C 27.1 D F - 7 I-5 between State College Boulevard and SR-22 17.7 B 34.0 D 26.3 D 25.5 C Source: City of Anaheim, Caltrans Caltrans Freeway Weaving Analysis Table 4.8 summarizes HCS analysis results for the weaving areas on the studied freeway facilities during the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix G-2. Under the Interim Year 2015 No Project scenario, there are four freeway weaving segments identified as being deficient under PM peak hour conditions:  I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp  I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp  I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp  I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 37 Table 4.8: Interim Year 2015 No Project Peak Hour Freeway Weaving LOS ID Weaving Segment Weaving Length (Ft) A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W - 1 I-5 Northbound b/w Brookhurst Street On-Ramp and SR-91 Eastbound Off-Ramp 2,980 Not Applicable I-5 Southbound b/w SR-91 Connector / Magnolia Avenue On-Ramp and Brookhurst Street Off-Ramp 3,390 W - 2 I-5 Northbound b/w Euclid Street On-Ramp and Brookhurst Street Off-Ramp 2,890 I-5 Southbound b/w Brookhurst Street On-Ramp and Euclid Street Off-Ramp 2,540 W - 3 I-5 Northbound b/w Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 2,000 20.2 B 33.4 D W - 4 I-5 Northbound b/w Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 21.1 B 39.5 E I-5 Southbound b/w Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W - 5 I-5 Southbound b/w Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 28.1 C 34.0 D W - 6 I-5 Northbound b/w Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 20.6 B > Capacity F I-5 Southbound b/w Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W - 7 I-5 Northbound b/w State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 19.1 B > Capacity F I-5 Southbound b/w Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 28.4 C 32.2 D W - 8 I-5 Northbound b/w SR-22 Connector and Chapman Avenue Off-Ramp 1,720 22.2 B > Capacity F I-5 Southbound b/w State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 1,510 32.0 C 32.2 D 4.2 INTERIM YEAR 2015, WITH PROJECT The analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future Interim Year 2015 traffic forecast volumes throughout the study area under Interim Year 2015 With Project conditions. The 2015 With Project scenario assumes completion of the Convention Center Expansion as identified earlier in this study. Based on the citywide land use data and regional socioeconomic growth projections, future trip activity is estimated and assigned to the circulation system. Intersection Analysis The intersection analysis describes the effect of future growth on the study area intersections, with the Proposed Project in the interim year 2015. Table 4.9 presents ICU and LOS results for the study intersections with the project during the AM peak hour and PM peak hour. Existing lane geometrics were assumed in the ICU and LOS analyses, with the exception of the intersection of Haster Street and Gene Autry Way, which currently does not exist, and the intersection of Euclid Street and Katella Avenue, which is currently being widened. The detailed ICU worksheets for the With Project conditions are presented in Appendix A-3. With the Project, four intersections operate at an unacceptable LOS. Figure 4.2 presents the study intersection locations and LOS under future Interim Year 2015 With Project conditions. Under these conditions, the following intersections operate at an unacceptable LOS, including one intersection in the City of Orange:  Anaheim Boulevard at Ball Road  Lewis Street at Katella Avenue ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 38  Sunkist Street at Ball Road  Main Street at Taft Avenue (Orange) When compared to the No Project analysis, there are no additional intersections that become deficient under the With Project scenario. Project impacts and mitigation strategies for the interim year analysis are discussed in Chapter 6.0 and Chapter 7.0. Table 4.9: Interim Year 2015 With Project Peak Hour Intersection LOS ID Intersection AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-1 Euclid Street / Katella Avenue 0.66 B 0.67 B 0.01 No 0.75 C 0.76 C 0.01 No I-2 Ninth Street / Katella Avenue 0.66 B 0.66 B 0.00 No 0.65 B 0.66 B 0.01 No I-3 Walnut Street / Ball Road 0.61 B 0.61 B 0.00 No 0.62 B 0.62 B 0.00 No I-4 Walnut Street / Katella Avenue 0.58 A 0.59 A 0.01 No 0.63 B 0.64 B 0.01 No I-5 Disneyland Drive / Ball Road 0.74 C 0.74 C 0.01 No 0.81 D 0.81 D 0.00 No I-6 Disneyland Drive / West Street / Katella Avenue 0.66 B 0.67 B 0.01 No 0.68 B 0.69 B 0.01 No I-7 Harbor Boulevard / Vermont Avenue 0.68 B 0.68 B 0.00 No 0.71 C 0.71 C 0.00 No I-8 Harbor Boulevard / Ball Road 0.83 D 0.83 D 0.00 No 0.73 C 0.73 C 0.00 No I-9 Harbor Boulevard / I-5 Northbound Ramps 0.60 A 0.60 A 0.00 No 0.61 B 0.62 B 0.01 No I-10 Harbor Boulevard / I-5 Southbound Ramps 0.40 A 0.40 A 0.00 No 0.37 A 0.38 A 0.01 No I-11 Harbor Boulevard / Disney Way 0.36 A 0.39 A 0.03 No 0.55 A 0.58 A 0.03 No I-12 Harbor Boulevard / Katella Avenue 0.66 B 0.68 B 0.02 No 0.71 C 0.74 C 0.02 No I-13 Harbor Boulevard / Convention Way 0.43 A 0.44 A 0.01 No 0.47 A 0.47 A 0.00 No I-14 Harbor Boulevard / Orangewood Avenue 0.64 B 0.64 B 0.00 No 0.66 B 0.66 B 0.00 No I-15 Clementine Street / Disney Way 0.29 A 0.30 A 0.00 No 0.30 A 0.31 A 0.00 No I-16 Clementine Street / Katella Avenue 0.62 B 0.63 B 0.01 No 0.72 C 0.73 C 0.01 No I-17 I-5 Southbound Off-Ramp / Disney Way 0.27 A 0.28 A 0.01 No 0.29 A 0.32 A 0.03 No I-18 Anaheim Boulevard / Ball Road 0.72 C 0.72 C 0.00 No 0.98 E 0.98 E 0.00 No I-19 Anaheim Boulevard / Cerritos Avenue 0.70 B 0.70 B 0.00 No 0.85 D 0.85 D 0.00 No I-20 Anaheim Boulevard / I-5 Northbound Ramps 0.51 A 0.51 A 0.00 No 0.70 B 0.70 B 0.00 No I-21 Anaheim Boulevard / Disney Way 0.51 A 0.52 A 0.00 No 0.60 A 0.60 A 0.00 No I-22 Anaheim Boulevard / Haster Street / Katella Avenue 0.59 A 0.60 A 0.01 No 0.71 C 0.73 C 0.02 No I-23 Haster Street / Gene Autry Way 0.35 A 0.35 A 0.00 No 0.44 A 0.45 A 0.01 No I-24 Haster Street / Orangewood Avenue 0.66 B 0.66 B 0.00 No 0.79 C 0.79 C 0.00 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 0.72 C 0.74 C 0.02 No 0.63 B 0.66 B 0.03 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 0.55 A 0.55 A 0.00 No 0.61 B 0.62 B 0.01 No I-27 East Street / Ball Road 0.59 A 0.59 A 0.00 No 0.79 C 0.79 C 0.00 No I-28 Lewis Street / Ball Road 0.60 A 0.60 A 0.00 No 0.70 B 0.70 B 0.00 No I-29 Lewis Street / Cerritos Avenue 0.45 A 0.45 A 0.00 No 0.48 A 0.48 A 0.00 No I-30 Lewis Street / Katella Avenue 0.75 C 0.76 C 0.01 No 0.98 E 0.98 E 0.00 No I-31 Lewis Street / Gene Autry Way Not Applicable Not Applicable I-32 I-5 HOV Ramps / Gene Autry Way 0.22 A 0.22 A 0.00 No 0.28 A 0.28 A 0.00 No I-33 Lewis Street / Orangewood Avenue 0.56 A 0.56 A 0.00 No 0.51 A 0.51 A 0.00 No I-34 Manchester Avenue / Orangewood Avenue 0.58 A 0.58 A 0.00 No 0.50 A 0.50 A 0.00 No I-35 Anaheim Way / Orangewood Avenue 0.47 A 0.47 A 0.00 No 0.54 A 0.54 A 0.00 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 39 Table 4.9: Interim Year 2015 With Project Peak Hour Intersection LOS, Continued ID Intersection AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-36 State College Boulevard / Ball Road 0.66 B 0.66 B 0.00 No 0.75 C 0.75 C 0.00 No I-37 State College Boulevard / Katella Avenue 0.52 A 0.53 A 0.00 No 0.66 B 0.66 B 0.00 No I-38 State College Boulevard / Gene Autry Way 0.57 A 0.57 A 0.00 No 0.62 B 0.62 B 0.00 No I-39 State College Boulevard / Orangewood Avenue 0.58 A 0.58 A 0.00 No 0.61 B 0.61 B 0.00 No I-40 State College Boulevard / Orange Center Drive 0.36 A 0.36 A 0.00 No 0.32 A 0.32 A 0.00 No I-41 State College Boulevard / I-5 Northbound Ramps 0.47 A 0.47 A 0.00 No 0.42 A 0.42 A 0.00 No I-42 State College Boulevard / I-5 Southbound Ramps 0.59 A 0.59 A 0.00 No 0.44 A 0.44 A 0.00 No I-43 State College Boulevard / The City Drive / Chapman Avenue 0.76 C 0.76 C 0.00 No 0.70 B 0.70 B 0.00 No I-44 Sunkist Street / Ball Road 0.85 D 0.85 D 0.00 No 0.91 E 0.91 E 0.00 No I-45 Howell Avenue / Katella Avenue 0.46 A 0.47 A 0.01 No 0.66 B 0.67 B 0.01 No I-46 Rampart Street / Orangewood Avenue 0.65 B 0.65 B 0.00 No 0.75 C 0.75 C 0.00 No I-47 Rampart Street / Chapman Avenue 0.42 A 0.42 A 0.00 No 0.46 A 0.46 A 0.00 No I-48 Ball Road / SR-57 Northbound Ramps 0.62 B 0.62 B 0.00 No 0.67 B 0.67 B 0.00 No I-49 Ball Road / SR-57 Southbound Ramps 0.76 C 0.76 C 0.00 No 0.68 B 0.68 B 0.00 No I-50 SR-57 Northbound Ramps / Katella Avenue 0.46 A 0.46 A 0.00 No 0.51 A 0.51 A 0.00 No I-51 SR-57 Southbound Ramps / Katella Avenue 0.48 A 0.48 A 0.00 No 0.48 A 0.49 A 0.01 No I-52 Orangewood Avenue / SR-57 Northbound Ramps 0.60 A 0.60 A 0.00 No 0.58 A 0.58 A 0.00 No I-53 Orangewood Avenue / SR-57 Southbound Ramps 0.69 B 0.69 B 0.00 No 0.78 C 0.78 C 0.00 No I-54 Phoenix Club Drive / Ball Road 0.66 B 0.66 B 0.00 No 0.78 C 0.78 C 0.00 No I-55 Douglass Road / Katella Avenue 0.67 B 0.68 B 0.00 No 0.78 C 0.78 C 0.00 No I-56 Eckhoff Street / Orangewood Avenue 0.76 C 0.76 C 0.00 No 0.80 C 0.80 C 0.00 No I-57 Main Street / Taft Avenue 0.76 C 0.76 C 0.00 No 0.96 E 0.96 E 0.00 No I-58 Main Street / Katella Avenue 0.60 A 0.60 A 0.00 No 0.60 A 0.61 B 0.00 No I-59 Batavia Street / Taft Avenue 0.79 C 0.79 C 0.00 No 0.78 C 0.78 C 0.00 No I-60 Clementine Street / Gene Autry Way Not Applicable Not Applicable I-61 Clementine Street / Orangewood Avenue 0.36 A 0.36 A 0.00 No 0.54 A 0.54 A 0.00 No I-62 Flower Street / Chapman Avenue 0.44 A 0.44 A 0.00 No 0.59 A 0.59 A 0.00 No I-63 Harbor Boulevard / Chapman Avenue 0.59 A 0.59 A 0.00 No 0.67 B 0.67 B 0.00 No I-64 I-5 Ramps / Chapman Avenue 0.44 A 0.44 A 0.00 No 0.51 A 0.51 A 0.00 No I-65 SR-57 Northbound Ramps / Chapman Avenue 0.44 A 0.44 A 0.00 No 0.43 A 0.43 A 0.00 No I-66 SR-57 Southbound Ramps / Chapman Avenue 0.60 A 0.60 A 0.00 No 0.62 B 0.62 B 0.00 No I-67 Euclid Street / Ball Road 0.64 B 0.64 B 0.00 No 0.70 B 0.70 B 0.00 No I-68 Walnut Street / Cerritos Avenue 0.61 B 0.61 B 0.00 No 0.48 A 0.48 A 0.00 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 0.41 A 0.42 A 0.01 No 0.35 A 0.36 A 0.01 No I-70 Disneyland Drive/ Magic Way 0.35 A 0.37 A 0.02 No 0.35 A 0.36 A 0.01 No I-71 Ox Road / Cast Place / Ball Road 0.62 B 0.62 B 0.00 No 0.59 A 0.59 A 0.00 No I-72 Convention Center/ Katella Avenue 0.51 A 0.56 A 0.05 No 0.52 A 0.52 A 0.00 No I-73 Harbor Boulevard / Lincoln Avenue 0.66 B 0.66 B 0.00 No 0.82 D 0.82 D 0.00 No I-74 Harbor Boulevard / Broadway 0.54 A 0.54 A 0.00 No 0.72 C 0.72 C 0.00 No I-75 Harbor Boulevard / Manchester Avenue 0.33 A 0.33 A 0.01 No 0.47 A 0.49 A 0.02 No I-76 Anaheim Boulevard / Lincoln Avenue 0.56 A 0.56 A 0.00 No 0.68 B 0.68 B 0.00 No I-77 Anaheim Boulevard / Broadway 0.54 A 0.54 A 0.00 No 0.56 A 0.56 A 0.00 No I-78 Olive Street / Lincoln Avenue 0.45 A 0.45 A 0.00 No 0.48 A 0.48 A 0.00 No I-79 Flore Street / West Street / Ball Road 0.56 A 0.56 A 0.00 No 0.49 A 0.49 A 0.00 No I-80 West Street / Orangewood Avenue 0.72 C 0.72 C 0.00 No 0.83 D 0.83 D 0.00 No I-81 Struck Avenue / Katella Avenue 0.40 A 0.40 A 0.00 No 0.49 A 0.49 A 0.00 No ---PAGE BREAK--- M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 73 74 76 77 78 7 28 27 29 36 44 48 54 57 58 81 55 56 52 53 46 61 33 34 35 38 39 40 41 42 43 47 66 65 62 49 64 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR SPORTSTOWN GATEWAY CENTER DR MARKET ST RA M P A R T S T DOUGLASS RD BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE DUPONT DR CONVENTION CERRITOS AVE KATELLA AVE N 71 72 9 69 10 70 12 75 11 6 1 4 68 8 67 5 3 16 50 51 17 20 26 19 79 21 13 25 15 14 24 22 2 102 80 30 37 32 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 41 Daily Arterial Segment LOS Analysis Table 4.10 presents average daily traffic (ADT) and LOS for all study area arterial segments. Segments operating at LOS D, E, or F under daily conditions within the City of Anaheim are further analyzed under AM and PM peak hour conditions in the following section. Six additional locations are deficient under the With Project scenario than the No Project scenario. Eleven of the deficient segments are not at their ultimate configuration per the City’s Circulation Element. The seven deficient locations under daily conditions that are at the Circulation Element configuration are analyzed under peak hour conditions to see if improvements are warranted under the City’s Traffic Guidelines. The table indicates that the following arterial segments operate at a deficient LOS under forecast 2015 With Project conditions:  Anaheim Boulevard between Cerritos Avenue and Ball Road  Ball Road between Disneyland Drive and Harbor Boulevard (Ultimate configuration)  Ball Road between State College Boulevard and Sunkist Street  Ball Road between Sunkist Street and SR-57 (Ultimate configuration)  Harbor Boulevard between Convention Way and Katella Avenue * (Ultimate configuration)  Harbor Boulevard between Katella Avenue and Disney Way * (Ultimate configuration)  Harbor Boulevard between Disney Way and Manchester Avenue (Ultimate configuration)  Haster Street between Orangewood Avenue and Gene Autry Way  Haster Street between Gene Autry Way and Katella Avenue  Katella Avenue between Disneyland Drive and Hotel Way  Katella Avenue between Hotel Way and Harbor Boulevard  Katella Avenue between Harbor Boulevard and Clementine Street *  Katella Avenue between Clementine Street and Anaheim Boulevard *  Katella Avenue between Anaheim Boulevard and Manchester Avenue *  Katella Avenue between Howell Avenue and SR-57* (Ultimate configuration)  Orangewood Avenue between Haster Street and Manchester Avenue (Ultimate configuration)  Orangewood Avenue between State College Boulevard and Rampart Street  Orangewood Avenue between Rampart Street and SR-57 * Additional deficient locations under 2015 With Project Conditions ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 42 Table 4.10: Interim Year 2015 With Project Daily Arterial Segment LOS ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project With Project Change in V/C Sig. Impact ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 22,950 0.41 A 22,950 0.41 A 0.00 No A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 39,510 0.70 B 39,510 0.70 B 0.00 No A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4D 37,500 32,240 0.86 D 32,240 0.86 D 0.00 No A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 28,490 0.51 A 28,490 0.51 A 0.00 No A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 36,120 0.64 B 36,120 0.64 B 0.00 No A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 48,260 0.86 D 48,260 0.86 D 0.00 No A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 38,480 0.68 B 38,480 0.68 B 0.00 No A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 38,100 0.68 B 38,100 0.68 B 0.00 No A-9 Ball Road East Street State College Boulevard Anaheim 6D 56,300 40,210 0.71 C 40,210 0.71 C 0.00 No A-10 Ball Road State College Boulevard Sunkist Street Anaheim 4D 37,500 42,450 1.13 F 42,450 1.13 F 0.00 No A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 6D 56,300 51,710 0.92 E 51,710 0.92 E 0.00 No A-12 Ball Road SR-57 Freeway Main Street Orange 6D 56,300 41,120 0.73 C 41,120 0.73 C 0.00 No A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 12,470 0.50 A 12,470 0.50 A 0.00 No A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 7,820 0.31 A 7,820 0.31 A 0.00 No A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 10,330 0.18 A 10,330 0.18 A 0.00 No A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 10,260 0.18 A 10,482 0.19 A 0.00 No A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 17,320 0.31 A 17,542 0.31 A 0.00 No A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 23,850 0.64 B 24,650 0.66 B 0.02 No A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 26,660 0.71 C 27,460 0.73 C 0.02 No A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 34,610 0.61 B 35,410 0.63 B 0.01 No A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 39,910 0.71 C 40,464 0.72 C 0.01 No A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 39,650 0.70 B 40,314 0.72 C 0.01 No A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 43,760 0.78 C 46,557 0.83 D 0.05 Yes A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 43,990 0.78 C 47,542 0.84 D 0.06 Yes A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 45,430 0.81 D 48,710 0.87 D 0.06 Yes A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 48,760 0.65 B 49,285 0.66 B 0.01 No A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 4U 25,000 25,300 1.01 F 25,300 1.01 F 0.00 No A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 4U 25,000 21,290 0.85 D 21,601 0.86 D 0.01 No A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 34,990 0.62 B 35,878 0.64 B 0.02 No A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 41,650 0.74 C 42,538 0.76 C 0.02 No A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 6D 56,300 46,340 0.82 D 49,583 0.88 D 0.06 Yes ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 43 Table 4.10: Interim Year 2015 With Project Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project With Project Change in V/C Sig. Impact ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 6D 56,300 45,350 0.81 D 49,891 0.89 D 0.08 Yes A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 6D 56,300 45,260 0.80 C 48,753 0.87 D 0.06 Yes A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 6D 56,300 44,860 0.80 C 48,353 0.86 D 0.06 Yes A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 6D 56,300 43,650 0.78 C 46,772 0.83 D 0.06 Yes A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 35,700 0.63 B 36,985 0.66 B 0.02 No A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 6D 56,300 36,610 0.65 B 37,765 0.67 B 0.02 No A-40c Katella Avenue Lewis Street State College Boulevard Anaheim 6D 56,300 36,170 0.64 B 37,325 0.66 B 0.02 No A-41 Katella Avenue State College Boulevard Sportstown Anaheim 6D 56,300 37,630 0.67 B 38,785 0.69 B 0.02 No A-42 Katella Avenue Sportstown Howell Avenue Anaheim 6D 56,300 40,650 0.72 C 41,805 0.74 C 0.02 No A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 6D 56,300 45,270 0.80 C 46,425 0.82 D 0.02 Yes A-44 Katella Avenue SR-57 Freeway Main Street Orange 6D 56,300 37,560 0.67 B 38,715 0.69 B 0.02 No A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 2U 12,500 5,470 0.44 A 5,470 0.44 A 0.00 No A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 15,580 0.62 B 15,580 0.62 B 0.00 No A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 16,900 0.68 B 16,900 0.68 B 0.00 No A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 17,000 0.68 B 17,000 0.68 B 0.00 No A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 20,140 0.81 D 20,140 0.81 D 0.00 No A-50 Orangewood Avenue* Manchester Avenue State College Boulevard Anaheim/ Orange 6D 56,300 22,580 0.40 A 22,580 0.40 A 0.00 No A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 4U 25,000 28,810 1.15 F 28,810 1.15 F 0.00 No A-52 Orangewood Avenue* Rampart Street SR-57 Freeway Anaheim/ Orange 4U 25,000 28,760 1.15 F 28,760 1.15 F 0.00 No A-53 Orangewood Avenue SR-57 Freeway Eckhoff Street Orange 4D 37,500 33,110 0.88 D 33,110 0.88 D 0.00 No A-54 Orangewood Avenue Eckhoff Street Main Street Orange 4D 37,500 15,300 0.41 A 15,300 0.41 A 0.00 No A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 12,080 0.32 A 12,080 0.32 A 0.00 No A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 16,070 0.43 A 16,070 0.43 A 0.00 No A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 13,180 0.53 A 13,290 0.53 A 0.00 No A-58 Chapman Avenue State College Boulevard SR-57 Freeway Orange 6D 56,300 32,800 0.58 A 33,022 0.59 A 0.00 No A-59 Chapman Avenue SR-57 Freeway Main Street Orange 6D 56,300 28,960 0.51 A 29,182 0.52 A 0.00 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 44 Table 4.10: Interim Year 2015 With Project Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project With Project Change in V/C Sig. Impact ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-60 State College Boulevard Chapman Avenue I-5 Freeway Orange 8D 75,000 31,880 0.43 A 32,280 0.43 A 0.00 No A-61 State College Boulevard I-5 Freeway Orangewood Avenue Orange 8D 75,000 28,350 0.38 A 28,839 0.38 A 0.00 No A-62 State College Boulevard Orangewood Avenue Gene Autry Way Anaheim 6D 56,300 27,730 0.49 A 27,730 0.49 A 0.00 No A-63 State College Boulevard Gene Autry Way Katella Avenue Anaheim 6D 56,300 23,590 0.42 A 24,345 0.43 A 0.01 No A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 6D 56,300 29,030 0.52 A 29,119 0.52 A 0.00 No A-65 State College Boulevard Howell Avenue Cerritos Avenue Anaheim 6D 56,300 24,850 0.44 A 24,850 0.44 A 0.00 No A-66 State College Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 24,130 0.43 A 24,130 0.43 A 0.00 No Note: *Shared segment capacities are identified by the jurisdiction in which the traffic count was taken ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 45 Peak Hour Arterial Segment LOS Analysis Table 4.11 reports the AM and PM peak hour arterial segment LOS for the seven deficient arterial segments under 2015 With Project conditions identified above that are at the Circulation Element configuration. The table indicates that no arterial segment is deficient in either peak hours. Table 4.11: Interim Year 2015 With Project Peak Hour Arterial Segment LOS ID Arterial From To Jurisdiction Traffic Volume Mid-Block Lanes Total Capacity V/C LOS AM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,110 6 5,304 0.59 A A-11 Ball Road Sunkist Street SR-57 Anaheim 3,760 6 4,852 0.77 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,560 6 5,686 0.45 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,617 6 6,567 0.40 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 2,763 6 6,567 0.42 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 3,129 6 7,386 0.42 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,470 4 4,297 0.34 A PM Peak Hour A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,440 6 4,747 0.72 C A-11 Ball Road Sunkist Street SR-57 Anaheim 3,830 6 5,592 0.68 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,230 6 5,890 0.55 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,991 6 5,625 0.53 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,161 6 5,910 0.53 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 3,486 6 6,941 0.50 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,660 4 5,023 0.33 A Caltrans Ramp Termini Intersection Analysis Table 4.12 presents the results of peak hour delays and levels of service for the ramp termini intersections under Interim Year 2015 With Project conditions. Detailed analysis worksheets are included in Appendix C-3. The table indicates that all the Caltrans Ramp Intersections operate at an acceptable LOS during both peak hours. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 46 Table 4.12: Interim Year 2015 With Project Peak Hour Ramp Termini Intersection LOS ID Intersection AM Peak Hour Change in Delay PM Peak Hour Change in Delay No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 B 20.7 C 0.3 22.5 B 22.3 C -0.2 I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 A 12.6 B 4.5 7.6 A 7.0 A -0.6 I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 D 22.6 C -0.2 19.7 C 19.5 B -0.2 I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 B 15.6 B 1.6 28.8 C 29.0 C 0.2 I-21 Anaheim Boulevard / Disney Way 23.3 B 23.2 C -0.1 21.9 B 22.5 C 0.6 I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 17.8 B 16.1 B -1.7 18.1 B 17.9 B -0.2 I-26 Anaheim Way (I-5 Northbound Ramps)/ Katella Avenue 17.2 B 18.2 B 1 0 25.6 C 25.1 C -0.5 I-32 I-5 HOV Ramps / Gene Autry Way 28 C 28.1 C 0.1 23.8 C 24.0 C 0.2 I-41 I-5 Northbound Ramps / State College Boulevard 17.7 C 17.7 B 0.0 16.0 B 19.9 B 3.9 I-42 I-5 Southbound Ramps / State College Boulevard 17.5 B 17.5 B 0.0 9.7 B 15.1 B 5.4 I-48 Ball Road / SR-57 Northbound Ramps 16.8 B 18.0 B 1.2 15.1 B 15.3 B 0.2 I-49 Ball Road / SR-57 Southbound Ramps 25.6 C 28.9 C 3.3 15.3 B 19.2 B 3.9 I-50 SR-57 Northbound Ramps / Katella Avenue 14.6 B 17.4 B 2.8 13.1 B 13.2 B 0.1 I-51 SR-57 Southbound Ramps / Katella Avenue 18.2 B 21.9 C 3.7 13.3 B 13.4 B 0.1 I-52 Orangewood Avenue / SR-57 Northbound Ramps 11.2 A 11.2 B 0.0 6.1 A 6.9 A 0.8 I-53 Orangewood Avenue / SR-57 Southbound Ramps 19.3 B 19.3 B 0.0 27.5 C 27.5 C 0.0 I-64 Chapman Avenue / I-5 Southbound On-Ramp 43.4 C 43.4 D 0.0 40.0 B 40.2 D 0.2 I-65 Chapman Avenue / SR-57 Northbound Ramps 3.9 A 4.1 A 0.2 4.6 A 4.4 A -0.2 I-66 Chapman Avenue / SR-57 Southbound Ramps 34.6 D 35.1 D 0.5 24.1 C 24.5 C 0.4 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 A 9.5 A 0.2 8.1 A 8.2 A 0.1 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis Table 4.13 presents the queue determined by for the study area off-ramp termini intersections under Interim Year 2015 With Project conditions. Detailed queuing analysis worksheets are included in Appendix D-3. The analysis indicates that no Caltrans Ramp intersections are forecast to have a queuing length that is greater than the off-ramp storage length. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 47 Table 4.13: Interim Year 2015 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (sec) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I - 9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 70 100 110 200 22.6 32.9 23.5 37.2 No I - 10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 110 110 57.1 56.9 No I - 17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 160 160 150 150 57.1 57.3 57.7 58.8 No I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 50 10 0 50 10 52.3 16.7 12.8 50.9 15.8 No I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 210 210 370 390 33.4 31.3 48.3 40.3 No I - 32 I-5 HOV Northbound Ramps / Gene Autry Way 1 2 1,510 10 0 10 0 43.2 17.6 48.5 14.5 No I-5 HOV Southbound Ramps / Gene Autry Way 2 1 1,340 110 0 60 0 56.3 7.8 56.1 9.6 No I - 41 State College Boulevard / I-5 Northbound Ramps 1.5 1.5 2 1,580 690 690 90 100 0 70 75 0 51.0 46.6 6.6 58.2 53.4 8.4 No I - 42 State College Boulevard / I-5 Southbound Ramps 1.5 0.5 2 2,960 2,190 1,590 30 330 110 90 270 110 21.1 41.3 25.7 33.4 47.8 31.3 No I - 48 Ball Road / SR-57 Northbound Ramps 1.5 1.5 1,030 680 220 220 190 110 44.2 51.5 46.1 33.2 No I - 49 Ball Road / SR-57 Southbound Ramps 0.5 1.5 1,290 570 400 350 260 230 35.3 30.3 50.8 44.2 No I - 50 SR-57 Northbound Ramps / Katella Avenue 1.5 1.5 1,030 590 210 190 120 90 44.9 51.3 38.4 35.9 No I - 51 SR-57 Southbound Ramps / Katella Avenue 1 2 930 600 250 230 140 170 48.6 43.2 38.1 39.5 No I - 52 Orangewood Avenue / SR-57 Northbound Ramps 1.5 1.5 650 350 110 150 30 0 32.8 46.5 25.0 17.0 No I - 53 Orangewood Avenue / SR-57 Southbound Ramps 1.5 1.5 1,050 630 340 170 100 0 180 100 247 59.7 32.6 8.8 78.3 38.5 36.8 No I - 64 I-5 Ramps / Chapman Avenue 2 1 1,080 220 220 40 260 0 45.7 18.7 50.4 7.4 No I - 65 SR-57 Northbound Ramps / Chapman Avenue 1 1 1,240 760 40 0 30 0 55.4 16.7 59.2 18.6 No I - 66 SR-57 Southbound Ramps / Chapman Avenue 0.5 0.5 1 580 1,000 230 0 130 10 58.2 7.8 49.2 10.9 No I - 69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2130 70 50 30 11.6 9.7 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 48 Caltrans Peak Hour Freeway Ramp Analysis Table 4.14 summarizes HCM Interim Year 2015 analysis results for the study area ramps for the AM and PM peak hours with the project. Per the Caltrans Highway Design Manual, a 2-lane on or off-ramp should be provided where volumes exceed 1,500 vehicles per hour during either the AM or PM peak hour. None of the freeway ramps exceed this criterion under the 2015 With Project conditions. Detailed HCM analysis worksheets are included in Appendix E-3. The HCM reports a density based on the post- processed volumes on freeway mainline segments and ramps. According to the analysis, the following freeway ramps are deficient under the PM peak hours:  I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue  I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue  I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue  I-5 Northbound On-Ramp from Katella Avenue  I-5 Northbound On-Ramp from Anaheim Boulevard  I-5 Northbound Off-Ramp to Harbor Boulevard  I-5 Northbound On-Ramp from Harbor Boulevard  I-5 Northbound On-Ramp from Ball Road  I-5 Northbound On-Ramp from Disneyland Drive When compared to the No Project scenario, no additional freeway ramps become deficient with the Proposed Project trips added in 2015. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 49 Table 4.14: Interim Year 2015 With Project Peak Hour Freeway Ramp LOS ID Ramp Segment Ramp # of Lane A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-1 I-5 Northbound HOV Off-Ramp to Gene Autry Way / Disney Way 1 8.4 A 12.7 B R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 1 19.3 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 2 21.1 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 1 20.0 B > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 1 21.0 C > Capacity F R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 1 17.2 B 26.8 C R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 1 22.3 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 1 22.6 C 38.4 E R-9 I-5 Northbound On-Ramp from Harbor Boulevard 1 19.6 B > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 1 21.7 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 1 22.8 C > Capacity F R-12 I-5 Southbound HOV Off-Ramp to Disneyland Drive 1 14.5 B 13.2 B R-13 I-5 Southbound Off-Ramp to Disneyland Drive/Ball Road 2 11.4 B 14.3 B R-14 I-5 Southbound On-Ramp from Disneyland Drive 1 29.2 D 34.0 D R-15 I-5 Southbound Off-Ramp to Harbor Boulevard 1 26.0 C 29.9 D R-16 I-5 Southbound On-Ramp from Harbor Boulevard 1 32.5 D 33.5 D R-17 I-5 Southbound Off-Ramp to Disney Way/Anaheim Boulevard 1 27.1 C 29.9 D R-18 I-5 Southbound Off-Ramp to Katella Avenue/Orangewood Avenue* 2 24.7 C 27.8 C R-19 I-5 Southbound HOV Off-Ramp to Gene Autry Way 1 14.8 B 11.5 B R-20 I-5 Southbound On-Ramp from Anaheim Boulevard 1 24.5 C 29.8 D R-21 I-5 Southbound On-Ramp from Katella Avenue 1 26.9 C 31.6 D R-22 I-5 Southbound HOV On-Ramp from Gene Autry Way 1 13.9 B 12.6 B *Major Diverge Analysis Utilized to calculate density pc/mi/ln - Passenger Cars per Mile per Lane Caltrans Freeway Mainline Analysis Table 4.15 summarizes HCM analysis results for the densities and levels of service for study area mainline segments for the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix F-3. According to the analysis, the following freeway segments are deficient under PM peak hour conditions:  I-5 Northbound between Lincoln Avenue and Harbor Boulevard  I-5 Northbound between Katella Avenue and State College Boulevard  I-5 Southbound between Euclid Street and Lincoln Avenue Between the No Project and With Project scenarios, there is one additional deficiency under With Project conditions, I-5 Southbound between Euclid Street and Lincoln Avenue. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 50 Table 4.15: Interim Year 2015 With Project Peak Hour Freeway Mainline LOS ID Freeway Segment Northbound / Eastbound Southbound / Westbound A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F - 1 I-5 between SR-91 and Brookhurst Street 19.0 C 26.4 D 21.1 C 21.8 C F - 2 I-5 between Brookhurst Street and Euclid Street 19.9 C 30.3 D 25.3 C 28.0 D F - 3 I-5 between Euclid Street and Lincoln Avenue 19.9 C 31.6 D 33.4 D 35.1 E F - 4 I-5 between Lincoln Avenue and Harbor Boulevard 20.4 C 36.4 E 23.3 C 27.0 D F - 5 I-5 between Harbor Boulevard and Katella Avenue 18.1 C 34.5 D 21.6 C 24.3 C F - 6 I-5 between Katella Avenue and State College Boulevard 18.5 C 38.9 E 24.7 C 27.3 D F - 7 I-5 between State College Boulevard and SR-22 17.9 B 34.0 D 26.3 D 25.7 C Source: City of Anaheim, Caltrans Caltrans Freeway Weaving Analysis Table 4.16 summarizes HCM analysis results for the weaving areas on study area freeway facilities during the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix G-3. Under the 2015 With Project scenario, the following freeway weaving segments are deficient under PM peak hour conditions:  I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp  I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp  I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp  I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp When compared to the No Project scenario, no additional freeway weaving section that becomes deficient when the Proposed Project trips added in 2015. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 51 Table 4.16: Interim Year 2015 With Project Peak Hour Freeway Weaving LOS ID Weaving Segment Weaving Length (Ft) A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W - 1 I-5 Northbound between Brookhurst Street On-Ramp and SR-91 Eastbound Off-Ramp 2,980 Not Applicable I-5 Southbound between SR-91 Connector / Magnolia Avenue On-Ramp and Brookhurst Street Off-Ramp 3,390 W - 2 I-5 Northbound between Euclid Street On-Ramp and Brookhurst Street Off-Ramp 2,890 I-5 Southbound between Brookhurst Street On-Ramp and Euclid Street Off-Ramp 2,540 W - 3 I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 2,000 20.3 B 33.4 D W - 4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 21.2 B 39.5 E I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W - 5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 28.3 C 34.5 D W - 6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off- Ramp 2,080 20.6 B > Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W - 7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off- Ramp 2,350 19.3 B > Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off- Ramp 1,870 28.4 C 32.6 D W - 8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 1,720 22.5 B > Capacity F I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 1,510 32.0 C 32.5 D Interim Analysis Summary As demonstrated in the traffic analysis, the circulation system in the study area is forecast to deteriorate under both the Interim Year 2015 No Project and With Project scenarios. The increasing intensities leading to the buildout of the Proposed Project contribute to additional deficiencies when compared to the existing conditions. The regional circulation State Highway System has several components that are expected operate at a deficient LOS in 2015. Under the City of Anaheim’s traffic analysis guidelines, short-term project related significant impacts will require mitigation to an acceptable LOS. Chapter 6.0 identifies project related impacts while Chapter 7.0 demonstrates that the proposed improvements allow the system to operate at an acceptable LOS. ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 52 5.0 GENERAL PLAN BUILDOUT CONDITIONS 2030 TRAFFIC ANALYSIS 5.1 2030 GENERAL PLAN, NO PROJECT The analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future traffic forecast volumes throughout the study area. The forecasts that represent 2030 conditions are based on citywide land use data and regional socioeconomic growth projections. These forecasts incorporate the following future key project assumptions:  Platinum Triangle Master Land Use Plan  City of Orange General Plan Update  Disneyland Resort Specific Plan Future trip activity was estimated and assigned to the circulation system based on the existing City of Anaheim General Plan. Intersection Analysis Table 5.1 presents ICU and LOS results for the study intersections under 2030 No Project conditions during the AM peak hour and PM peak hour. Future lane geometrics were assumed in the ICU and LOS analyses. Figure 5.1 presents the study intersection locations and LOS under 2030 No Project conditions. The detailed ICU worksheets for the No Project conditions are presented in Appendix A-4. Under these conditions, the following intersections are forecast to operate at an unacceptable LOS, including three intersections in the City of Orange and one shared intersection between the Cities of Anaheim and Orange:  Euclid Street at Katella Avenue  Ninth Street at Katella Avenue  Disneyland Drive/West Street at Katella Avenue  Harbor Boulevard at Ball Road  Anaheim Boulevard at Ball Road  Anaheim Boulevard at Cerritos Avenue  Anaheim Boulevard at I-5 Northbound Ramps  Haster Street at Gene Autry Way  Anaheim Way (I-5 Northbound Ramps) at Katella Avenue  Lewis Street at Cerritos Avenue  Lewis Street at Katella Avenue  State College Boulevard at Katella Avenue  State College Boulevard at Gene Autry Way  State College Boulevard at Orangewood Avenue (Anaheim/Orange)  State College Boulevard at I-5 Southbound Ramps (Orange) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 53  State College Boulevard/The City Drive at Chapman Avenue (Orange)  Howell Avenue at Katella Avenue  Rampart Street at Orangewood Avenue  Orangewood Avenue at SR-57 Southbound Ramps (Orange)  Douglass Road at Katella Avenue Table 5.1: 2030 No Project Peak Hour Intersection LOS ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-1 Euclid Street / Katella Avenue Anaheim 0.85 D 0.92 E I-2 Ninth Street / Katella Avenue Anaheim 0.93 E 0.95 E I-3 Walnut Street / Ball Road Anaheim 0.71 C 0.70 B I-4 Walnut Street / Katella Avenue Anaheim 0.87 D 0.86 D I-5 Disneyland Drive / Ball Road Anaheim 0.87 D 0.90 D I-6 Disneyland Drive / West Street / Katella Avenue Anaheim 0.92 E 0.92 E I-7 Harbor Boulevard / Vermont Avenue Anaheim 0.75 C 0.77 C I-8 Harbor Boulevard / Ball Road Anaheim 1.05 F 0.93 E I-9 Harbor Boulevard / I-5 Northbound Ramps Anaheim 0.74 C 0.77 C I-10 Harbor Boulevard / I-5 Southbound Ramps Anaheim 0.58 A 0.49 A I-11 Harbor Boulevard / Disney Way Anaheim 0.45 A 0.82 D I-12 Harbor Boulevard / Katella Avenue Anaheim 0.79 C 0.87 D I-13 Harbor Boulevard / Convention Way Anaheim 0.59 A 0.76 C I-14 Harbor Boulevard / Orangewood Avenue Anaheim 0.82 D 0.86 D I-15 Clementine Street / Disney Way Anaheim 0.55 A 0.56 A I-16 Clementine Street / Katella Avenue Anaheim 0.65 B 0.88 D I-17 I-5 Southbound Off-Ramp / Disney Way Anaheim 0.48 A 0.50 A I-18 Anaheim Boulevard / Ball Road Anaheim 0.88 D 0.99 E I-19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.86 D 1.05 F I-20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim 0.66 B 0.92 E I-21 Anaheim Boulevard / Disney Way Anaheim 0.68 B 0.83 D I-22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.88 D 0.89 D I-23 Haster Street / Gene Autry Way Anaheim 0.91 E 1.10 F I-24 Haster Street / Orangewood Avenue Anaheim 0.74 C 0.82 D I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue Anaheim 0.75 C 0.78 C I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim 0.96 E 0.85 D I-27 East Street / Ball Road Anaheim 0.84 D 0.80 C I-28 Lewis Street / Ball Road Anaheim 0.77 C 0.89 D I-29 Lewis Street / Cerritos Avenue Anaheim 0.85 D 0.91 E I-30 Lewis Street / Katella Avenue Anaheim 0.84 D 1.28 F I-31 Lewis Street / Gene Autry Way Anaheim 0.63 B 0.79 C I-32 I-5 HOV Ramps / Gene Autry Way Anaheim 0.54 A 0.73 C I-33 Lewis Street / Orangewood Avenue Anaheim 0.63 B 0.56 A I-34 Manchester Avenue / Orangewood Avenue Anaheim 0.73 C 0.80 C I-35 Anaheim Way / Orangewood Avenue Anaheim 0.72 C 0.62 B I-36 State College Boulevard / Ball Road Anaheim 0.73 C 0.90 D I-37 State College Boulevard / Katella Avenue Anaheim 0.86 D 0.98 E I-38 State College Boulevard / Gene Autry Way Anaheim 0.98 E 0.84 D I-39 State College Boulevard / Orangewood Avenue Anaheim/ Orange 0.89 D 0.97 E I-40 State College Boulevard / Orange Center Drive Anaheim/ Orange 0.71 C 0.58 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 54 Table 5.1: 2030 No Project Peak Hour Intersection LOS, Continued ID Intersection Jurisdiction AM Peak Hour PM Peak Hour ICU LOS ICU LOS I-41 State College Boulevard / I-5 Northbound Ramps Orange 0.77 C 0.73 C I-42 State College Boulevard / I-5 Southbound Ramps Orange 0.91 E 0.78 C I-43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.86 D 0.92 E I-44 Sunkist Street / Ball Road Anaheim 0.85 D 0.87 D I-45 Howell Avenue / Katella Avenue Anaheim 0.62 B 0.91 E I-46 Rampart Street / Orangewood Avenue Anaheim 0.73 C 1.05 F I-47 Rampart Street / Chapman Avenue Orange 0.66 B 0.83 D I-48 Ball Road / SR-57 Northbound Ramps Anaheim 0.69 B 0.72 C I-49 Ball Road / SR-57 Southbound Ramps Anaheim 0.82 D 0.86 D I-50 SR-57 Northbound Ramps / Katella Avenue Anaheim 0.67 B 0.73 C I-51 SR-57 Southbound Ramps / Katella Avenue Anaheim 0.70 B 0.69 B I-52 Orangewood Avenue / SR-57 Northbound Ramps Orange 0.76 C 0.79 C I-53 Orangewood Avenue / SR-57 Southbound Ramps Orange 0.85 D 0.99 E I-54 Phoenix Club Drive / Ball Road Anaheim 0.81 D 0.87 D I-55 Douglass Road / Katella Avenue Anaheim 1.02 F 1.09 F I-56 Eckhoff Street / Orangewood Avenue Orange 0.88 D 0.85 D I-57 Main Street / Taft Avenue Orange 0.67 B 0.87 D I-58 Main Street / Katella Avenue Orange 0.77 C 0.78 C I-59 Batavia Street / Taft Avenue Orange 0.83 D 0.86 D I-60 Clementine Street / Gene Autry Way Anaheim 0.53 A 0.83 D I-61 Clementine Street / Orangewood Avenue Anaheim 0.54 A 0.76 C I-62 Flower Street / Chapman Avenue Orange 0.56 A 0.80 C I-63 Harbor Boulevard / Chapman Avenue Anaheim 0.67 B 0.81 D I-64 I-5 Ramps / Chapman Avenue Orange 0.60 A 0.73 C I-65 SR-57 Northbound Ramps / Chapman Avenue Orange 0.50 A 0.53 A I-66 SR-57 Southbound Ramps / Chapman Avenue Orange 0.73 C 0.82 D I-67 Euclid Street / Ball Road Anaheim 0.74 C 0.79 C I-68 Walnut Street / Cerritos Avenue Anaheim 0.73 C 0.53 A I-69 Disneyland Drive / I-5 Southbound Off-Ramp Anaheim 0.55 A 0.49 A I-70 Disneyland Drive/ Magic Way Anaheim 0.50 A 0.46 A I-71 Ox Road / Cast Place / Ball Road Anaheim 0.74 C 0.68 B I-72 Convention Center/ Katella Avenue Anaheim 0.59 A 0.58 A I-73 Harbor Boulevard / Lincoln Avenue Anaheim 0.69 B 0.81 D I-74 Harbor Boulevard / Broadway Anaheim 0.58 A 0.71 C I-75 Harbor Boulevard / Manchester Avenue Anaheim 0.41 A 0.57 A I-76 Anaheim Boulevard / Lincoln Avenue Anaheim 0.75 C 0.85 D I-77 Anaheim Boulevard / Broadway Anaheim 0.70 B 0.67 B I-78 Olive Street / Lincoln Avenue Anaheim 0.45 A 0.49 A I-79 Flore Street / West Place / Ball Road Anaheim 0.63 B 0.50 A I-80 West Street / Orangewood Avenue Anaheim 0.63 B 0.65 B I-81 Struck Avenue / Katella Avenue Orange 0.67 B 0.80 C ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 73 74 76 77 78 7 28 27 29 36 44 48 54 57 58 81 55 56 52 53 46 61 33 34 35 38 39 40 41 42 43 47 66 65 62 49 64 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR SPORTSTOWN GATEWAY CENTER DR MARKET ST RA M P A R T S T DOUGLASS RD BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE DUPONT DR CONVENTION CERRITOS AVE KATELLA AVE N 71 72 9 69 10 70 12 75 11 6 1 4 68 8 67 5 3 16 50 51 17 20 26 19 79 21 13 25 15 14 24 22 2 102 80 30 37 32 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL 60 23 ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 56 Daily Arterial Segment LOS Analysis Table 5.2 presents average daily traffic (ADT) and LOS for all arterial segments within the study area under forecast 2030 conditions. The table indicates that the arterial segments below operate at a deficient LOS under 2030 No Project conditions. Deficient segments are analyzed under AM and PM peak hour conditions in the following section.  Anaheim Boulevard between I-5 and Cerritos Avenue  Ball Road between Disneyland Drive and Harbor Boulevard  Ball Road between State College Boulevard and Sunkist Street  Ball Road between Sunkist Street and SR-57  Ball Road between SR-57 and Main Street  Clementine Street between Manchester Avenue and Disney Way  Disneyland Drive between Katella Avenue and Magic Way  Disneyland Drive between Magic Way and Ball Road  Harbor Boulevard between Wilken Way and Orangewood Avenue  Harbor Boulevard between Orangewood Avenue and Convention Way  Harbor Boulevard between Convention Way and Katella Avenue  Harbor Boulevard between Katella Avenue and Disney Way  Harbor Boulevard between Disney Way and Manchester Boulevard  Katella Avenue between Ninth Street and Walnut Street  Katella Avenue between Walnut Street and Disneyland Drive  Katella Avenue between Disneyland Drive and Hotel Way  Katella Avenue between Hotel Way and Harbor Boulevard  Katella Avenue between Manchester Avenue and Anaheim Way  Katella Avenue between Sportstown and Howell Avenue  Katella Avenue between Howell Avenue and SR-57  Katella Avenue between SR-57 and Main Street  Orangewood Avenue between West Street and Harbor Boulevard  Orangewood Avenue between Clementine Street and Haster Street  Orangewood Avenue between Haster Street and Manchester Avenue ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 57 Table 5.2: 2030 No Project Daily Arterial Segment LOS ID Arterial From To Jurisdiction No Project 2030 ADT Mid-Block Lanes Total Capacity V-C Ratio Daily LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 30,590 6D 56,300 0.54 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 53,130 6D 56,300 0.94 E A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 43,930 6D 56,300 0.78 C A-4 Ball Road Euclid Street Walnut Street Anaheim 33,130 6D 56,300 0.59 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 40,610 6D 56,300 0.72 C A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 56,710 6D 56,300 1.01 F A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 41,900 6D 56,300 0.74 C A-8 Ball Road Anaheim Boulevard East Street Anaheim 44,140 6D 56,300 0.78 C A-9 Ball Road East Street State College Boulevard Anaheim 44,720 6D 56,300 0.79 C A-10 Ball Road State College Boulevard Sunkist Street Anaheim 46,630 6D 56,300 0.83 D A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 58,790 6D 56,300 1.04 F A-12 Ball Road SR-57 Freeway Main Street Orange 59,090 6D 56,300 1.05 F A-13 Clementine Street Manchester Avenue Disney Way Anaheim 23,110 4U 25,000 0.92 E A-14 Clementine Street Disney Way Katella Avenue Anaheim 8,470 4U 25,000 0.34 A A-15 Clementine Street Katella Avenue Gene Autry Way Anaheim 2,660 4U 25,000 0.11 A A-16 Clementine Street Gene Autry Way Orangewood Avenue Anaheim 7,930 4U 25,000 0.32 A A-17 Convention Way/ Gene Autry Way Harbor Boulevard Clementine Street Anaheim 22,550 6D 56,300 0.40 A A-18 Convention Way/ Gene Autry Way Clementine Street Haster Street Anaheim 27,220 6D 56,300 0.48 A A-19 Convention Way/ Gene Autry Way Haster Street I-5 Freeway Anaheim 32,470 6D 56,300 0.58 A A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 15,600 6D 56,300 0.28 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 24,690 6D 56,300 0.44 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 33,960 4D 37,500 0.91 E A-23 Disneyland Drive Magic Way Ball Road Anaheim 32,760 4D 37,500 0.87 D A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 42,530 6D 56,300 0.76 C A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 48,890 6D 56,300 0.87 D A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 47,050 6D 56,300 0.84 D A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 50,200 6D 56,300 0.89 D A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 55,240 6D 56,300 0.98 E A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 53,660 6D 56,300 0.95 E A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 57,660 8D 75,000 0.77 C A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 37,170 6D 56,300 0.66 B A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 24,560 6D 56,300 0.44 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 47,260 6D 56,300 0.84 D A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 55,400 6D 56,300 0.98 E A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 65,400 8D 75,000 0.87 D A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 61,020 8D 75,000 0.81 D A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 57,670 8D 75,000 0.77 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 57,690 8D 75,000 0.77 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 55,510 8D 75,000 0.74 C A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 46,960 6D 56,300 0.83 D A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 50,220 8D 75,000 0.67 B A-40c Katella Avenue Lewis Street State College Boulevard Anaheim 48,820 8D 75,000 0.65 B A-41 Katella Avenue State College Boulevard Sportstown Anaheim 47,980 8D 75,000 0.64 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 54,380 6D 56,300 0.97 E A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 60,860 6D 56,300 1.08 F A-44 Katella Avenue SR-57 Freeway Main Street Orange 54,600 6D 56,300 0.97 E A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 9,190 4U 25,000 0.37 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 21,640 4U 25,000 0.87 D ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 58 Table 5.2: 2030 No Project Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction No Project 2030 ADT Mid- Block Lanes Total Capacity V-C Ratio Daily LOS A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 19,800 4U 25,000 0.79 C A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 20,130 4U 25,000 0.81 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 24,830 4U 25,000 0.99 E A-50 Orangewood Avenue* Manchester Avenue State College Boulevard Anaheim /Orange 28,530 6D 56,300 0.51 A A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 38,080 6D 56,300 0.68 B A-52 Orangewood Avenue* Rampart Street SR-57 Freeway Anaheim /Orange 40,050 6D 56,300 0.71 C A-53 Orangewood Avenue SR-57 Freeway Eckhoff Street Orange 44,670 6D 56,300 0.79 C A-54 Orangewood Avenue Eckhoff Street Main Street Orange 17,750 6D 56,300 0.32 A A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 15,670 4D 37,500 0.42 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 17,310 4D 37,500 0.46 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 14,520 4U 25,000 0.58 A A-58 Chapman Avenue State College Boulevard SR-57 Freeway Orange 37,220 6D 56,300 0.66 B A-59 Chapman Avenue SR-57 Freeway Main Street Orange 32,610 6D 56,300 0.58 A A-60 State College Boulevard Chapman Avenue I-5 Freeway Orange 42,370 8D 75,000 0.56 A A-61 State College Boulevard I-5 Freeway Orangewood Avenue Orange 43,240 8D 75,000 0.58 A A-62 State College Boulevard Orangewood Avenue Gene Autry Way Anaheim 39,670 8D 75,000 0.53 A A-63 State College Boulevard Gene Autry Way Katella Avenue Anaheim 31,040 6D 56,300 0.55 A A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 39,840 6D 56,300 0.71 C A-65 State College Boulevard Howell Avenue Cerritos Avenue Anaheim 27,860 6D 56,300 0.49 A A-66 State College Boulevard Cerritos Avenue Ball Road Anaheim 25,880 6D 56,300 0.46 A Note: *Shared segment capacities are identified by the jurisdiction in which the traffic count was taken Peak Hour Arterial Segment LOS Analysis Table 5.3 reports the AM and PM peak hour arterial segment LOS for the deficient arterial segments under 2030 No Project conditions identified above. Improvement strategies are discussed in Chapter 6.0 and Chapter 7.0. The table indicates that the following two arterial segments will be deficient under the PM peak hour condition:  Anaheim Boulevard between I-5 and Cerritos Avenue  Harbor Boulevard between Convention Way and Katella Avenue Table 5.3: 2030 No Project Peak Hour Arterial Segment LOS ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LOS AM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 3,330 6 7,062 0.47 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,760 6 5,296 0.71 C A-10 Ball Road State College Boulevard Sunkist Street Anaheim 3,270 6 4,554 0.72 C A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 4,500 6 5,130 0.88 D A-12 Ball Road SR-57 Freeway Main Street Orange 4,090 6 8,700 0.47 A A-13 Clementine Street Manchester Avenue Disney Way Anaheim 1,740 4 3,800 0.46 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,270 4 4,047 0.56 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,060 4 4,047 0.51 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 2,610 6 3,783 0.69 B ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 59 Table 5.3: 2030 No Project Peak Hour Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LOS A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 2,500 6 6,386 0.39 A A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,790 6 6,386 0.44 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,940 6 6,814 0.43 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 2,950 6 6,814 0.43 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 2,710 6 6,600 0.41 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 3,670 6 7,086 0.52 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 3,560 8 9,448 0.38 A A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 3,190 8 9,448 0.34 A A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 2,950 6 7,086 0.42 A A-42 Katella Avenue Sportstown Howell Avenue Anaheim 2,980 6 7,564 0.39 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 4,080 6 7,564 0.54 A A-44 Katella Avenue SR-57 Freeway Main Street Orange 3,620 6 8,993 0.40 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 1,880 4 3,471 0.54 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,520 4 3,613 0.42 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,680 4 4,525 0.37 A PM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 5,020 6 5,059 0.99 E A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 4,070 6 4,745 0.86 D A-10 Ball Road State College Boulevard Sunkist Street Anaheim 3,850 6 5,958 0.65 B A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 4,830 6 7,068 0.68 B A-12 Ball Road SR-57 Freeway Main Street Orange 5,040 6 8,207 0.61 B A-13 Clementine Street Manchester Avenue Disney Way Anaheim 1,960 4 3,800 0.52 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,230 4 4,854 0.46 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,250 4 4,854 0.46 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 3,400 6 4,523 0.75 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 3,170 6 4,523 0.70 B A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,610 6 3,813 0.95 E A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,460 6 4,646 0.74 C A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,550 6 4,911 0.72 C A-33 Katella Avenue Ninth Street Walnut Street Anaheim 4,180 6 8,034 0.52 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 4,460 6 8,034 0.56 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 5,240 8 7,736 0.68 B A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 4,870 8 7,736 0.63 B A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 3,850 6 5,802 0.66 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 4,020 6 7,624 0.53 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 4,550 6 8,019 0.57 A A-44 Katella Avenue SR-57 Freeway Main Street Orange 4,340 6 8,169 0.53 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 2,130 4 3,602 0.59 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,520 4 2,622 0.58 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,790 4 4,908 0.36 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 60 Caltrans Ramp Termini Intersection Analysis Table 5.4 presents the results of peak hour delays and levels of service for the ramp termini intersections under the 2030 No Project conditions. Detailed analysis worksheets are included in Appendix C-4. The table indicates that three Caltrans Ramp intersections operate at an unacceptable LOS in either peak hour:  Anaheim Boulevard at I-5 Northbound Ramps (PM peak hour)  Anaheim Way (I-5 Northbound Ramps) at Katella Avenue (PM peak hour)  Orangewood Avenue at SR-57 Southbound Ramps (PM peak hour) Table 5.4: 2030 No Project Peak Hour Ramp Termini Intersection LOS ID Intersection AM Peak Hour PM Peak Hour Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 11.2 B 21.9 C I-10 Harbor Boulevard / I-5 Southbound Ramps 9.6 A 14.5 B I-17 I-5 Southbound Off-Ramp / Disney Way 22.1 C 17.3 B I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.3 B 75.3 E I-21 Anaheim Boulevard / Disney Way 24.3 C 45.6 D I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 42.4 D 51.21 D I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 22.6 C 71.3 E I-32 I-5 HOV Ramps / Gene Autry Way 27.5 C 18.6 B I-41 I-5 Northbound Ramps / State College Boulevard 28.3 C 26.1 C I-42 I-5 Southbound Ramps / State College Boulevard 45.0 D 22.0 C I-48 Ball Road / SR-57 Northbound Ramps 16.5 B 15.7 B I-49 Ball Road / SR-57 Southbound Ramps 24.0 C 26.7 C I-50 SR-57 Northbound Ramps / Katella Avenue 11.5 B 11.8 B I-51 SR-57 Southbound Ramps / Katella Avenue 14.8 B 10.8 B I-52 Orangewood Avenue / SR-57 Northbound Ramps 13.1 B 9.7 A I-53 Orangewood Avenue / SR-57 Southbound Ramps 33.4 C 65.0 E I-64 Chapman Avenue / I-5 Southbound On-Ramp 27.8 C 33.0 C I-65 Chapman Avenue / SR-57 Northbound Ramps 4.6 A 3.9 A I-66 Chapman Avenue / SR-57 Southbound Ramps 40.5 D 51.7 D I-69 Disneyland Drive / I-5 Southbound Off-Ramp 12.2 B 9.7 A Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis Table 5.5 presents the queue determined by for the study area off-ramp termini intersections under 2030 No Project conditions. Detailed queuing analysis worksheets are included in Appendix D-4. The analysis indicates that no Caltrans Ramp intersections are forecast to have a queuing length that is greater than the off-ramp storage length. There is one location, SR-57 Southbound Ramps at Chapman Avenue where, due to intersection delay, improvements were proposed on the off-ramp left turn lane. Those improvements are discussed further in Chapter 6.0. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 61 Table 5.5: 2030 No Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (sec) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I - 9 Harbor Boulevard / I-5 Northbound Ramps 1.5 1.5 400 1,280 90 140 150 300 24.7 39.4 28.9 56.1 No I - 10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 130 130 57.7 56.5 No I - 17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 210 220 180 190 64.8 67.2 55.4 56.4 No I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 100 10 220 110 40 62.2 17.0 94.7 51.5 22.0 No I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 300 290 600 630 45.4 39.5 104.4 105.1 No I - 32 I-5 HOV Northbound Ramps / Gene Autry Way 1 2 1,510 20 0 30 0 29.5 11.7 44.0 9.0 No I-5 HOV Southbound Ramps / Gene Autry Way 2 1 1,340 290 10 160 0 48.2 29.3 61.2 14.6 No I - 41 State College Boulevard / I-5 Northbound Ramps 1.5 1.5 2 1,580 690 690 170 200 140 70 76 170 74.1 69.1 42.0 49.9 47.3 55.1 No I - 42 State College Boulevard / I-5 Southbound Ramps 1.5 0.5 2 2,960 2,190 1,590 30 830 110 70 590 100 18.2 98.5 20.6 20.5 59.9 21.2 No I - 48 Ball Road / SR-57 Northbound Ramps 1.5 1.5 1,030 680 240 240 250 240 46.5 59.2 48.5 59.8 No I - 49 Ball Road / SR-57 Southbound Ramps 1 2 1,290 570 500 380 420 260 46.8 33.3 66.7 40.2 No I - 50 SR-57 Northbound Ramps / Katella Avenue 1.5 1.5 1,030 590 240 240 200 190 43.4 52.4 49.9 60.1 No I - 51 SR-57 Southbound Ramps / Katella Avenue 1 2 930 600 250 270 170 230 47.4 48.0 46.5 55.3 No I - 52 Orangewood Avenue / SR-57 Northbound Ramps 1.5 1.5 650 350 150 210 70 70 43.9 68.1 48.0 52.3 No I - 53 Orangewood Avenue / SR-57 Southbound Ramps 1.5 1.5 1,050 630 340 250 210 150 290 240 247 97.6 74.4 46.5 166.4 128.6 120.7 No I - 64 I-5 Ramps / Chapman Avenue 2 1 1,080 220 210 40 240 0 30.0 9.4 35.5 5.6 No I - 65 SR-57 Northbound Ramps / Chapman Avenue 1 1 1,240 760 60 0 40 0 63.1 15.2 60.9 17.8 No I - 66 SR-57 Southbound Ramps / Chapman Avenue 0.5 0.5 1 580 1,000 270 10 130 170 87.4 10.9 50.3 45.2 No I - 69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2130 70 70 50 13.7 12.7 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 62 Caltrans Peak Hour Freeway Ramp Analysis Table 5.6 summarizes HCM analysis results for the study area ramps for the AM and PM peak hours. Per the Caltrans Highway Design Manual, a 2-lane on or off-ramp should be provided where volumes exceed 1,500 vehicles per hour during either the AM or PM peak hour. None of the freeway ramps exceeds this criteria under the 2030 No Project conditions. Detailed HCM analysis worksheets are included in Appendix E-4. The HCM reports a density based on the post-processed volumes on freeway mainline segments and ramps. According to the analysis, the following freeway ramps are deficient during PM peak hour conditions:  I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue  I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue  I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue  I-5 Northbound On-Ramp from Katella Avenue  I-5 Northbound HOV On-Ramp from Gene Autry Way  I-5 Northbound On-Ramp from Anaheim Boulevard  I-5 Northbound Off-Ramp to Harbor Boulevard  I-5 Northbound On-Ramp from Harbor Boulevard  I-5 Northbound On-Ramp from Ball Road  I-5 Northbound On-Ramp from Disneyland Drive  I-5 Southbound On-Ramp from Katella Avenue When compared to the 2015 No Project scenario, there are two additional ramps that become deficient as a result of regional traffic growth from 2015 to 2030. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 63 Table 5.6: 2030 No Project Peak Hour Freeway Ramp LOS ID Ramp Segment Ramp # of Lane A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-1 I-5 Northbound HOV Off-Ramp to Gene Autry Way / Disney Way 1 13.5 B 17.8 B R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 1 19.0 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 2 22.5 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 1 21.2 C > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 1 22.3 C > Capacity F R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 1 24.6 C 38.0 E R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 1 24.0 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 1 24.3 C > Capacity F R-9 I-5 Northbound On-Ramp from Harbor Boulevard 1 20.8 C > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 1 23.0 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 1 24.2 C > Capacity F R-12 I-5 Southbound HOV Off-Ramp to Disneyland Drive 1 23.7 C 24.1 C R-13 I-5 Southbound Off-Ramp to Disneyland Drive/Ball Road 2 27.7 C 27.2 D R-14 I-5 Southbound On-Ramp from Disneyland Drive 1 32.5 D 34.5 D R-15 I-5 Southbound Off-Ramp to Harbor Boulevard 1 29.1 D 30.0 D R-16 I-5 Southbound On-Ramp from Harbor Boulevard 1 29.2 D 27.7 C R-17 I-5 Southbound Off-Ramp to Disney Way/Anaheim Boulevard 1 31.0 D 32.8 D R-18 I-5 Southbound Off-Ramp to Katella Avenue/Orangewood Avenue* 2 26.5 C 30.0 D R-19 I-5 Southbound HOV Off-Ramp to Gene Autry Way 1 25.8 C 24.1 C R-20 I-5 Southbound On-Ramp from Anaheim Boulevard 1 25.6 C 31.6 D R-21 I-5 Southbound On-Ramp from Katella Avenue 1 31.0 D 35.1 E R-22 I-5 Southbound HOV On-Ramp from Gene Autry Way 1 20.5 C 23.1 C *Major Diverge Analysis utilized to calculate density pc/mi/ln - Passenger Cars per Mile per Lane Caltrans Freeway Mainline Analysis Table 5.7 summarizes HCS analysis results for the densities and levels of service for study area mainline segments for the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix F-4. According to the analysis, the following freeway mainline segments are deficient during peak hour conditions:  I-5 Southbound between Euclid Street and Lincoln Avenue (AM and PM peak hour)  I-5 Northbound between Lincoln Avenue and Harbor Boulevard (PM peak hour)  I-5 Northbound between Harbor Boulevard and Katella Avenue (PM peak hour)  I-5 Northbound between Katella Avenue and State College Boulevard (PM peak hour)  I-5 Northbound between State College Boulevard and SR-22 (PM peak hour) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 64 Table 5.7: 2030 No Project Peak Hour Freeway Mainline LOS ID Freeway Segment Northbound / Eastbound Southbound / Westbound A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F - 1 I-5 between SR-91 and Brookhurst Street 20.4 C 30.4 D 24.8 C 22.6 C F - 2 I-5 between Brookhurst Street and Euclid Street 21.3 C 33.0 D 28.4 D 29.9 D F - 3 I-5 between Euclid Street and Lincoln Avenue 21.3 C 34.8 D 38.2 E 37.5 E F - 4 I-5 between Lincoln Avenue and Harbor Boulevard 21.9 C 40.0 E 26.6 D 27.2 D F - 5 I-5 between Harbor Boulevard and Katella Avenue 19.6 C 38.3 E 23.2 C 26.3 D F - 6 I-5 between Katella Avenue and State College Boulevard 19.7 C 41.5 E 25.8 C 29.2 D F - 7 I-5 between State College Boulevard and SR-22 19.1 C 37.7 E 28.9 D 26.6 D Caltrans Freeway Weaving Analysis Table 5.8 summarizes HCS analysis results for the weaving areas for the study area weaving segments for the AM and PM peak hours. Detailed HCM mainline analysis worksheets are included in Appendix G-4. Under the 2030 No Project scenario, the following freeway weaving segments are forecast to be deficient during either the AM or PM peak hours:  I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp (PM Peak Hour)  I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp (PM Peak Hour)  I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp (PM Peak Hour)  I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp (PM Peak Hour)  I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp (PM Peak Hour)  I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp (PM Peak Hour)  I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector (AM Peak Hour) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 65 Table 5.8: 2030 No Project Peak Hour Freeway Weaving LOS ID Weaving Segment Weaving Length (Ft) A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W - 1 I-5 Northbound between Brookhurst Street On-Ramp and SR-91 Eastbound Off-Ramp 2,980 Not Applicable I-5 Southbound between SR-91 Connector / Magnolia Avenue On-Ramp and Brookhurst Street Off-Ramp 3,390 W - 2 I-5 Northbound between Euclid Street On-Ramp and Brookhurst Street Off-Ramp 2,890 I-5 Southbound between Brookhurst Street On-Ramp and Euclid Street Off-Ramp 2,540 W - 3 I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 2,000 21.9 B 37.3 E W - 4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 22.9 B > Capacity F I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W - 5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 33.1 D 35.2 D W - 6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off- Ramp 2,080 22.6 B > Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W - 7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off- Ramp 2,350 20.9 B > Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off- Ramp 1,870 31.3 C 36.1 E W - 8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 1,720 24.5 C > Capacity F I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 1,510 36.0 E 34.3 D 5.2 2030 GENERAL PLAN, WITH PROJECT The analysis was performed by application of the Anaheim Traffic Analysis Model (ATAM) to develop future traffic forecast volumes throughout the study area. Based on the citywide land use data and regional socioeconomic growth projections, future trip activity is estimated and assigned to the circulation system. Intersection Analysis Table 5.9 presents ICU and LOS results for the study intersections under With Project conditions during the AM peak hour and PM peak hour. Future lane geometrics were assumed in the ICU and LOS analyses. The detailed ICU worksheets for the With Project conditions are presented in Appendix A-5. Under forecast 2030 conditions, with the proposed project, 22 intersections are projected to operate at an unacceptable LOS. Figure 5.2 presents the study intersection locations and LOS under 2030 With Project conditions. Under these conditions, the following intersections operate at an unacceptable LOS, including two intersections located within the City of Orange and one shared intersection between the Cities of Anaheim and Orange:  Euclid Street at Katella Avenue  Ninth Street at Katella Avenue  Disneyland Drive at Ball Road  Disneyland Drive/West Street at Katella Avenue ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 66  Harbor Boulevard at Ball Road  Harbor Boulevard at Katella Avenue  Anaheim Boulevard at Ball Road  Anaheim Boulevard at Cerritos Avenue  Anaheim Boulevard at I-5 Northbound Ramps  Anaheim Boulevard/Haster Street at Katella Avenue  Haster Street at Gene Autry Way  Anaheim Way (I-5 Northbound Ramps) at Katella Avenue  Lewis Street at Cerritos Avenue  Lewis Street at Katella Avenue  State College Boulevard at Katella Avenue  State College Boulevard at Gene Autry Way  State College Boulevard at Orangewood Avenue (Anaheim/Orange)  State College Boulevard/The City Drive at Chapman Avenue (Orange)  Howell Avenue at Katella Avenue  Rampart Street at Orangewood Avenue  Orangewood Avenue at SR-57 Southbound Ramps (Orange)  Douglass Road at Katella Avenue When compared to the No Project scenario, there are two additional intersections that are deficient under With Project conditions:  Disneyland Drive at Ball Road  Anaheim Boulevard/Haster Street at Katella Avenue Additionally, there is one location, State College Boulevard at the I-5 Southbound Ramps that is deficient under No Project conditions and improves under With Project conditions. Mitigation strategies are developed for all deficient locations. Project impacts and mitigation measures are discussed in detail in Chapter 6.0 and Chapter 7.0. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 67 Table 5.9: 2030 With Project Peak Hour Intersection LOS ID Intersection AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-1 Euclid Street / Katella Avenue 0.85 D 0.87 D 0.02 No 0.92 E 0.94 E 0.02 Yes I-2 Ninth Street / Katella Avenue 0.93 E 0.95 E 0.02 Yes 0.95 E 0.97 E 0.02 Yes I-3 Walnut Street / Ball Road 0.71 C 0.73 C 0.02 No 0.70 B 0.72 C 0.02 No I-4 Walnut Street / Katella Avenue 0.87 D 0.89 D 0.02 No 0.86 D 0.88 D 0.02 No I-5 Disneyland Drive / Ball Road 0.87 D 0.87 D 0.00 No 0.90 D 0.92 E 0.02 Yes I-6 Disneyland Drive / West Street / Katella Avenue 0.92 E 0.96 E 0.04 Yes 0.92 E 0.94 E 0.02 Yes I-7 Harbor Boulevard / Vermont Avenue 0.75 C 0.75 C 0.00 No 0.77 C 0.78 C 0.01 No I-8 Harbor Boulevard / Ball Road 1.05 F 1.10 F 0.05 Yes 0.93 E 0.96 E 0.03 Yes I-9 Harbor Boulevard / I-5 Northbound Ramps 0.74 C 0.74 C 0.00 No 0.77 C 0.79 C 0.02 No I-10 Harbor Boulevard / I-5 Southbound Ramps 0.58 A 0.61 B 0.03 No 0.49 A 0.51 A 0.02 No I-11 Harbor Boulevard / Disney Way 0.45 A 0.50 A 0.05 No 0.82 D 0.86 D 0.04 No I-12 Harbor Boulevard / Katella Avenue 0.79 C 0.80 C 0.01 No 0.87 D 0.95 E 0.08 No I-13 Harbor Boulevard / Convention Way 0.59 A 0.60 A 0.02 No 0.76 C 0.81 D 0.05 No I-14 Harbor Boulevard / Orangewood Avenue 0.82 D 0.85 D 0.03 No 0.86 D 0.90 D 0.04 No I-15 Clementine Street / Disney Way 0.55 A 0.57 A 0.02 No 0.56 A 0.57 A 0.01 No I-16 Clementine Street / Katella Avenue 0.65 B 0.66 B 0.01 No 0.88 D 0.90 D 0.02 No I-17 I-5 Southbound Off-ramp / Disney Way 0.48 A 0.52 A 0.04 No 0.50 A 0.53 A 0.03 No I-18 Anaheim Boulevard / Ball Road 0.88 D 0.88 D 0.00 No 0.99 E 1.01 F 0.02 Yes I-19 Anaheim Boulevard / Cerritos Avenue 0.86 D 0.86 D 0.00 No 1.05 F 1.03 F -0.02 No I-20 Anaheim Boulevard / I-5 Northbound Ramps 0.66 B 0.66 B 0.00 No 0.92 E 0.95 E 0.03 Yes I-21 Anaheim Boulevard / Disney Way 0.68 B 0.71 C 0.03 No 0.83 D 0.85 D 0.02 No I-22 Anaheim Boulevard / Haster Street / Katella Avenue 0.88 D 0.90 D 0.02 No 0.89 D 0.92 E 0.03 Yes I-23 Haster Street / Gene Autry Way 0.91 E 0.97 E 0.06 Yes 1.10 F 1.17 F 0.07 Yes I-24 Haster Street / Orangewood Avenue 0.74 C 0.79 C 0.05 No 0.82 D 0.83 D 0.01 No I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 0.75 C 0.77 C 0.02 No 0.78 C 0.80 C 0.02 No I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 0.96 E 0.95 E -0.01 No 0.85 D 0.90 D 0.05 No I-27 East Street / Ball Road 0.84 D 0.86 D 0.02 No 0.80 C 0.81 D 0.01 No I-28 Lewis Street / Ball Road 0.77 C 0.79 C 0.02 No 0.89 D 0.90 D 0.01 No I-29 Lewis Street / Cerritos Avenue 0.85 D 0.85 D 0.00 No 0.91 E 0.95 E 0.04 Yes I-30 Lewis Street / Katella Avenue 0.84 D 0.85 D 0.01 No 1.28 F 1.28 F 0.00 No I-31 Lewis Street / Gene Autry Way 0.63 B 0.64 B 0.01 No 0.79 C 0.84 D 0.05 No I-32 I-5 HOV Ramps / Gene Autry Way 0.54 A 0.53 A -0.01 No 0.73 C 0.76 C 0.03 No I-33 Lewis Street / Orangewood Avenue 0.63 B 0.62 B -0.01 No 0.56 A 0.60 A 0.04 No I-34 Manchester Avenue / Orangewood Avenue 0.73 C 0.76 C 0.03 No 0.80 C 0.81 D 0.01 No I-35 Anaheim Way / Orangewood Avenue 0.72 C 0.75 C 0.03 No 0.62 B 0.66 B 0.04 No I-36 State College Boulevard / Ball Road 0.73 C 0.73 C 0.00 No 0.90 D 0.90 D 0.00 No I-37 State College Boulevard / Katella Avenue 0.86 D 0.94 E 0.08 Yes 0.98 E 0.99 E 0.01 Yes I-38 State College Boulevard / Gene Autry Way 0.98 E 1.02 F 0.04 Yes 0.84 D 0.84 D 0.00 No I-39 State College Boulevard / Orangewood Avenue 0.89 D 0.91 E 0.02 Yes 0.97 E 0.97 E 0.00 No I-40 State College Boulevard / Orange Center Drive 0.71 C 0.72 C 0.01 No 0.58 A 0.59 A 0.01 No I-41 State College Boulevard / I-5 Northbound Ramps 0.77 C 0.77 C 0.00 No 0.73 C 0.74 C 0.01 No I-42 State College Boulevard / I-5 Southbound Ramps 0.91 E 0.90 D -0.01 No 0.78 C 0.80 C 0.02 No I-43 State College Boulevard / The City Drive / Chapman Avenue 0.86 D 0.88 D 0.02 No 0.92 E 0.96 E 0.04 Yes I-44 Sunkist Street / Ball Road 0.85 D 0.86 D 0.01 No 0.87 D 0.89 D 0.02 No I-45 Howell Avenue / Katella Avenue 0.62 B 0.62 B 0.00 No 0.91 E 0.95 E 0.04 Yes I-46 Rampart Street / Orangewood Avenue 0.73 C 0.78 C 0.05 No 1.05 F 1.13 F 0.08 Yes ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 68 Table 5.9: 2030 With Project Peak Hour Intersection LOS, Continued ID Intersection AM Peak Hour Change in V/C Sig. Impact PM Peak Hour Change in V/C Sig. Impact No Project With Project No Project With Project ICU LOS ICU LOS ICU LOS ICU LOS I-47 Rampart Street / Chapman Avenue 0.66 B 0.73 C 0.07 No 0.83 D 0.84 D 0.01 No I-48 Ball Road / SR-57 Northbound Ramps 0.69 B 0.68 B -0.01 No 0.72 C 0.73 C 0.01 No I-49 Ball Road / SR-57 Southbound Ramps 0.82 D 0.85 D 0.03 No 0.86 D 0.88 D 0.02 No I-50 SR-57 Northbound Ramps / Katella Avenue 0.67 B 0.68 B 0.01 No 0.73 C 0.73 C 0.00 No I-51 SR-57 Southbound Ramps / Katella Avenue 0.70 B 0.71 C 0.01 No 0.69 B 0.69 B 0.00 No I-52 Orangewood Avenue / SR-57 Northbound Ramps 0.76 C 0.78 C 0.02 No 0.79 C 0.81 D 0.02 No I-53 Orangewood Avenue / SR-57 Southbound Ramps 0.85 D 0.84 D -0.01 No 0.99 E 1.04 F 0.05 Yes I-54 Phoenix Club Drive / Ball Road 0.81 D 0.82 D 0.01 No 0.87 D 0.87 D 0.00 No I-55 Douglass Road / Katella Avenue 1.02 F 1.04 F 0.02 Yes 1.09 F 1.09 F 0.00 No I-56 Eckhoff Street / Orangewood Avenue 0.88 D 0.90 D 0.02 No 0.85 D 0.90 D 0.05 No I-57 Main Street / Taft Avenue 0.67 B 0.69 B 0.02 No 0.87 D 0.88 D 0.01 No I-58 Main Street / Katella Avenue 0.77 C 0.80 C 0.03 No 0.78 C 0.81 D 0.03 No I-59 Batavia Street / Taft Avenue 0.83 D 0.88 D 0.05 No 0.86 D 0.86 D 0.00 No I-60 Clementine Street / Gene Autry Way 0.53 A 0.58 A 0.05 No 0.83 D 0.85 D 0.02 No I-61 Clementine Street / Orangewood Avenue 0.54 A 0.61 B 0.07 No 0.76 C 0.76 C 0.00 No I-62 Flower Street / Chapman Avenue 0.56 A 0.56 A 0.00 No 0.80 C 0.78 C -0.02 No I-63 Harbor Boulevard / Chapman Avenue 0.67 B 0.69 B 0.02 No 0.81 D 0.83 D 0.02 No I-64 I-5 Ramps / Chapman Avenue 0.60 A 0.60 A 0.00 No 0.73 C 0.73 C 0.00 No I-65 SR-57 Northbound Ramps / Chapman Avenue 0.50 A 0.63 B 0.13 No 0.53 A 0.65 B 0.12 No I-66 SR-57 Southbound Ramps / Chapman Avenue 0.73 C 0.78 C 0.05 No 0.82 D 0.83 D 0.01 No I-67 Euclid Street / Ball Road 0.74 C 0.75 C 0.01 No 0.79 C 0.80 C 0.01 No I-68 Walnut Street / Cerritos Avenue 0.73 C 0.74 C 0.01 No 0.53 A 0.53 A 0.00 No I-69 Disneyland Drive / I-5 Southbound Off-Ramp 0.55 A 0.56 A 0.01 No 0.49 A 0.49 A 0.00 No I-70 Disneyland Drive/ Magic Way 0.50 A 0.51 A 0.01 No 0.46 A 0.47 A 0.01 No I-71 Ox Road / Cast Place / Ball Road 0.74 C 0.74 C 0.00 No 0.68 B 0.69 B 0.01 No I-72 Convention Center/ Katella Avenue 0.59 A 0.65 B 0.06 No 0.58 A 0.60 A 0.02 No I-73 Harbor Boulevard / Lincoln Avenue 0.69 B 0.70 B 0.01 No 0.81 D 0.82 D 0.01 No I-74 Harbor Boulevard / Broadway 0.58 A 0.59 A 0.01 No 0.71 C 0.72 C 0.01 No I-75 Harbor Boulevard / Manchester Avenue 0.41 A 0.41 A 0.00 No 0.57 A 0.61 B 0.04 No I-76 Anaheim Boulevard / Lincoln Avenue 0.75 C 0.78 C 0.03 No 0.85 D 0.86 D 0.01 No I-77 Anaheim Boulevard / Broadway 0.70 B 0.72 C 0.02 No 0.67 B 0.70 B 0.03 No I-78 Olive Street / Lincoln Avenue 0.45 A 0.56 A 0.11 No 0.49 A 0.61 B 0.12 No I-79 Flore Street / West Street / Ball Road 0.63 B 0.64 B 0.01 No 0.50 A 0.52 A 0.02 No I-80 West Street / Orangewood Avenue 0.63 B 0.65 B 0.02 No 0.65 B 0.68 B 0.03 No I-81 Struck Avenue / Katella Avenue 0.67 B 0.67 B 0.00 No 0.80 C 0.81 D 0.01 No ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 73 74 76 77 78 7 28 27 29 36 44 48 54 57 58 81 55 56 52 53 46 61 33 34 35 38 39 40 41 42 43 47 66 65 62 49 64 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR SPORTSTOWN GATEWAY CENTER DR MARKET ST RA M P A R T S T BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE DUPONT DR CONVENTION CERRITOS AVE KATELLA AVE N 71 72 9 69 10 70 12 75 11 6 1 4 68 8 67 5 3 16 50 51 17 20 26 19 79 21 13 25 15 14 24 22 2 102 80 30 37 32 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL 60 23 DOUGLASS RD ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 70 Daily Arterial Segment LOS Analysis Table 5.10 presents average daily traffic (ADT) and LOS for all arterial segments within the study area under 2030 With Project conditions. When compared to the No Project condition, the table indicates that an additional nine arterial segments operate at a deficient LOS under 2030 With Project conditions. The following deficient segments are analyzed under AM and PM peak hour conditions in the following section:  Anaheim Boulevard between I-5 and Cerritos Avenue  Anaheim Boulevard between Cerritos Avenue and Ball Road *  Ball Road between Disneyland Drive and Harbor Boulevard  Ball Road between Harbor Boulevard and Anaheim Boulevard*  Ball Road between Anaheim Boulevard and East Street *  Ball Road between East Street and State College Boulevard *  Ball Road between State College Boulevard and Sunkist Street  Ball Road between Sunkist Street and SR-57  Ball Road between SR-57 and Main Street  Clementine Street between Manchester Avenue and Disney Way  Disneyland Drive between Katella Avenue and Magic Way  Disneyland Drive between Magic Way and Ball Road  Harbor Boulevard between Wilken Way and Orangewood Avenue  Harbor Boulevard between Orangewood Avenue and Convention Way  Harbor Boulevard between Convention Way and Katella Avenue  Harbor Boulevard between Katella Avenue and Disney Way  Harbor Boulevard between Disney Way and Manchester Boulevard  Katella Avenue between Ninth Street and Walnut Street  Katella Avenue between Walnut Street and Disneyland Drive  Katella Avenue between Disneyland Drive and Hotel Way  Katella Avenue between Hotel Way and Harbor Boulevard  Katella Avenue between Manchester Avenue and Anaheim Way  Katella Avenue between Anaheim Way and Lewis Street*  Katella Avenue between Sportstown and Howell Avenue  Katella Avenue between Howell Avenue and SR-57  Katella Avenue between SR-57 and Main Street  Orangewood Avenue between West Street and Harbor Boulevard  Orangewood Avenue between Harbor Boulevard and Clementine Street *  Orangewood Avenue between Clementine Street and Haster Street  Orangewood Avenue between Haster Street and Manchester Avenue  Orangewood Avenue between State College Boulevard and Rampart Street *  Orangewood Avenue between Rampart Street and SR-57 *  State College Boulevard between Katella Avenue and Howell Avenue* * Additional deficient locations under 2030 With Project Conditions ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 71 Table 5.10: 2030 With Project Daily Arterial Segment LOS ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project With Project ADT V/C LOS ADT V/C LOS A-1 Anaheim Boulevard Katella Avenue I-5 Freeway Anaheim 6D 56,300 30,590 0.54 A 31,080 0.55 A A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 6D 56,300 53,130 0.94 E 55,320 0.98 E A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 43,930 0.78 C 46,190 0.82 D A-4 Ball Road Euclid Street Walnut Street Anaheim 6D 56,300 33,130 0.59 A 34,040 0.60 A A-5 Ball Road Walnut Street Disneyland Drive Anaheim 6D 56,300 40,610 0.72 C 42,390 0.75 C A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 6D 56,300 56,710 1.01 F 58,690 1.04 F A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 6D 56,300 41,900 0.74 C 47,460 0.84 D A-8 Ball Road Anaheim Boulevard East Street Anaheim 6D 56,300 44,140 0.78 C 46,390 0.82 D A-9 Ball Road East Street State College Boulevard Anaheim 6D 56,300 44,720 0.79 C 47,540 0.84 D A-10 Ball Road State College Boulevard Sunkist Street Anaheim 6D 56,300 46,630 0.83 D 48,590 0.86 D A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 6D 56,300 58,790 1.04 F 61,800 1.10 F A-12 Ball Road SR-57 Freeway Main Street Orange 6D 56,300 59,090 1.05 F 60,250 1.07 F A-13 Clementine Street Manchester Avenue Disney Way Anaheim 4U 25,000 23,110 0.92 E 24,080 0.96 E A-14 Clementine Street Disney Way Katella Avenue Anaheim 4U 25,000 8,470 0.34 A 8,470 0.34 A A-15 Clementine Street Katella Avenue Gene Autry Way Anaheim 4U 25,000 2,660 0.11 A 5,720 0.23 A A-16 Clementine Street Gene Autry Way Orangewood Avenue Anaheim 4U 25,000 7,930 0.32 A 9,010 0.36 A A-17 Convention Way/Gene Autry Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 22,550 0.40 A 24,940 0.44 A A-18 Convention Way/Gene Autry Way Clementine Street Haster Street Anaheim 6D 56,300 27,220 0.48 A 30,800 0.55 A A-19 Convention Way/Gene Autry Way Haster Street I-5 Freeway Anaheim 6D 56,300 32,470 0.58 A 38,780 0.69 B A-20 Disney Way Harbor Boulevard Clementine Street Anaheim 6D 56,300 15,600 0.28 A 17,040 0.30 A A-21 Disney Way Clementine Street Anaheim Boulevard Anaheim 6D 56,300 24,690 0.44 A 26,660 0.47 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 4D 37,500 33,960 0.91 E 34,500 0.92 E A-23 Disneyland Drive Magic Way Ball Road Anaheim 4D 37,500 32,760 0.87 D 32,800 0.87 D A-24 Disneyland Drive Ball Road Manchester Avenue Anaheim 6D 56,300 42,530 0.76 C 42,930 0.76 C A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 6D 56,300 48,890 0.87 D 50,410 0.90 D A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 6D 56,300 47,050 0.84 D 47,600 0.85 D A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 6D 56,300 50,200 0.89 D 50,570 0.90 D A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 6D 56,300 55,240 0.98 E 56,950 1.01 F A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 6D 56,300 53,660 0.95 E 54,670 0.97 E A-30 Harbor Boulevard I-5 Freeway Ball Road Anaheim 8D 75,000 57,660 0.77 C 59,460 0.79 C A-31 Haster Street Orangewood Avenue Gene Autry Way Anaheim 6D 56,300 37,170 0.66 B 39,830 0.71 C A-32 Haster Street Gene Autry Way Katella Avenue Anaheim 6D 56,300 24,560 0.44 A 25,290 0.45 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 6D 56,300 47,260 0.84 D 48,170 0.86 D A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 6D 56,300 55,400 0.98 E 56,930 1.01 F A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 8D 75,000 65,400 0.87 D 67,110 0.89 D A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 8D 75,000 61,020 0.81 D 63,060 0.84 D A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 8D 75,000 57,670 0.77 C 59,260 0.79 C A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 8D 75,000 57,690 0.77 C 59,840 0.80 C A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 8D 75,000 55,510 0.74 C 57,710 0.77 C A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 6D 56,300 46,960 0.83 D 53,740 0.95 E A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 8D 75,000 50,220 0.67 B 61,390 0.82 D A-40c Katella Avenue Lewis Street State College Boulevard Anaheim 8D 75,000 48,820 0.65 B 57,860 0.77 C ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 72 Table 5.10: 2030 With Project Daily Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Mid- Block Lanes Total Capacity No Project With Project ADT V/C LOS ADT V/C LOS A-41 Katella Avenue State College Boulevard Sportstown Anaheim 8D 75,000 47,980 0.64 B 51,920 0.69 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 6D 56,300 54,380 0.97 E 62,310 1.11 F A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 6D 56,300 60,860 1.08 F 71,190 1.26 F A-44 Katella Avenue SR-57 Freeway Main Street Orange 6D 56,300 54,600 0.97 E 62,900 1.12 F A-45 Manchester Avenue Clementine Street Harbor Boulevard Anaheim 4U 25,000 9,190 0.37 A 10,290 0.41 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 4U 25,000 21,640 0.87 D 22,670 0.91 E A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 4U 25,000 19,800 0.79 C 21,850 0.87 D A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 4U 25,000 20,130 0.81 D 21,480 0.86 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 4U 25,000 24,830 0.99 E 25,910 1.04 F A-50 Orangewood Avenue* Manchester Avenue State College Boulevard Anaheim /Orange 6D 56,300 28,530 0.51 A 34,410 0.61 B A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 6D 56,300 38,080 0.68 B 50,380 0.89 D A-52 Orangewood Avenue Rampart Street SR-57 Freeway Anaheim /Orange 6D 56,300 40,050 0.71 C 47,660 0.85 D A-53 Orangewood Avenue SR-57 Freeway Eckhoff Street Orange 6D 56,300 44,670 0.79 C 49,090 0.87 D A-54 Orangewood Avenue Eckhoff Street Main Street Orange 6D 56,300 17,750 0.32 A 19,610 0.35 A A-55 Walnut Street Katella Avenue Cerritos Avenue Anaheim 4D 37,500 15,670 0.42 A 16,430 0.44 A A-56 Walnut Street Cerritos Avenue Ball Road Anaheim 4D 37,500 17,310 0.46 A 17,740 0.47 A A-57 West Street Orangewood Avenue Katella Avenue Anaheim 4U 25,000 14,520 0.58 A 15,030 0.60 A A-58 Chapman Avenue State College Boulevard SR-57 Freeway Orange 6D 56,300 37,220 0.66 B 38,400 0.68 B A-59 Chapman Avenue SR-57 Freeway Main Street Orange 6D 56,300 32,610 0.58 A 33,930 0.60 A A-60 State College Boulevard Chapman Avenue I-5 Freeway Orange 8D 75,000 42,370 0.56 A 45,860 0.61 B A-61 State College Boulevard I-5 Freeway Orangewood Avenue Orange 8D 75,000 43,240 0.58 A 48,060 0.64 B A-62 State College Boulevard Orangewood Avenue Gene Autry Way Anaheim 8D 75,000 39,670 0.53 A 46,900 0.63 B A-63 State College Boulevard Gene Autry Way Katella Avenue Anaheim 6D 56,300 31,040 0.55 A 34,920 0.62 B A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 6D 56,300 39,840 0.71 C 46,470 0.83 D A-65 State College Boulevard Howell Avenue Cerritos Avenue Anaheim 6D 56,300 27,860 0.49 A 31,130 0.55 A A-66 State College Boulevard Cerritos Avenue Ball Road Anaheim 6D 56,300 25,880 0.46 A 28,570 0.51 A Note: *Shared segment capacities are identified by the jurisdiction in which the traffic count was taken ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 73 Peak Hour Arterial Segment LOS Analysis Table 5.11 reports the AM and PM peak hour arterial segment LOS for the deficient arterial segments under 2030 With Project conditions identified above. The table indicates that one segment will require improvements under the 2030 With Project scenario:  Katella Avenue between Manchester Avenue and Anaheim Way When compared to No Project conditions, the two locations that were identified as deficient under No Project conditions, Anaheim Boulevard between the I-5 Freeway and Cerritos Avenue and Harbor Boulevard between Convention Way and Katella Avenue are no longer deficient under peak hour conditions and will not need to be improved. The buildout of the Proposed Project will redistribute traffic so as not to need additional capacity on Anaheim Boulevard and Harbor Boulevard. Table 5.11: 2030 With Project Peak Hour Arterial Segment LOS ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LOS AM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 3,320 6 5,586 0.59 A A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 2,870 6 5,586 0.51 A A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 3,780 6 5,389 0.70 B A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 2,750 6 5,389 0.51 A A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,200 6 4,985 0.64 B A-9 Ball Road East Street State College Boulevard Anaheim 3,310 6 4,646 0.71 C A-10 Ball Road State College Boulevard Sunkist Street Anaheim 3,250 6 4,646 0.70 B A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 4,520 6 7,296 0.62 B A-12 Ball Road SR-57 Freeway Main Street Orange 4,070 6 8,659 0.47 A A-13 Clementine Street Katella Avenue Manchester Avenue Anaheim 1,730 4 3,800 0.46 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,270 4 4,042 0.56 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,100 4 4,042 0.52 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 2,580 6 3,838 0.67 B A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 2,560 6 5,814 0.44 A A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 2,730 6 5,814 0.47 A A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 2,990 6 6,042 0.49 A A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,140 6 6,042 0.52 A A-33 Katella Avenue Ninth Street Walnut Street Anaheim 2,780 6 6,840 0.41 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 3,730 6 6,954 0.54 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 3,590 8 9,272 0.39 A A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 3,360 8 9,282 0.36 A A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 5,360 6 5,472 0.98 E A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,360 8 8,446 0.63 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 3,050 6 7,624 0.40 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 4,140 6 7,624 0.54 A A-44 Katella Avenue SR-57 Freeway Main Street Orange 3,620 6 9,007 0.40 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 1,950 4 3,458 0.56 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,480 4 3,458 0.43 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,340 4 2,875 0.47 A A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 1,680 4 4,236 0.40 A A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 2,200 6 4,010 0.55 A ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 74 Table 5.11: 2030 With Project Peak Hour Arterial Segment LOS, Continued ID Arterial From To Jurisdiction Traffic Volume Mid- Block Lanes Total Capacity V/C LOS A-52 Orangewood Avenue Rampart Street SR-57 Freeway Anaheim /Orange 3,140 6 7,040 0.45 A A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 2,560 6 6,443 0.40 A PM Peak Hour A-2 Anaheim Boulevard I-5 Freeway Cerritos Avenue Anaheim 5,090 6 5,700 0.89 D A-3 Anaheim Boulevard Cerritos Avenue Ball Road Anaheim 4,300 6 4,902 0.88 D A-6 Ball Road Disneyland Drive Harbor Boulevard Anaheim 4,100 6 5,130 0.80 C A-7 Ball Road Harbor Boulevard Anaheim Boulevard Anaheim 3,100 6 4,063 0.76 C A-8 Ball Road Anaheim Boulevard East Street Anaheim 3,550 6 6,091 0.58 A A-9 Ball Road East Street State College Boulevard Anaheim 3,520 6 6,091 0.58 A A-10 Ball Road State College Boulevard Sunkist Street Anaheim 3,800 6 5,700 0.67 B A-11 Ball Road Sunkist Street SR-57 Freeway Anaheim 4,770 6 7,296 0.65 B A-12 Ball Road SR-57 Freeway Main Street Orange 5,020 6 8,165 0.61 B A-13 Clementine Street Katella Avenue Manchester Avenue Anaheim 2,030 4 3,800 0.53 A A-22 Disneyland Drive Katella Avenue Magic Way Anaheim 2,300 4 4,875 0.47 A A-23 Disneyland Drive Magic Way Ball Road Anaheim 2,270 4 4,875 0.47 A A-25 Harbor Boulevard Wilken Way Orangewood Avenue Anaheim 3,410 6 4,395 0.78 C A-26 Harbor Boulevard Orangewood Avenue Convention Way Anaheim 3,260 6 4,446 0.73 C A-27 Harbor Boulevard Convention Way Katella Avenue Anaheim 3,580 6 4,104 0.87 D A-28 Harbor Boulevard Katella Avenue Disney Way Anaheim 3,560 6 4,902 0.73 C A-29 Harbor Boulevard Disney Way Manchester Avenue Anaheim 3,730 6 4,902 0.76 C A-33 Katella Avenue Ninth Street Walnut Street Anaheim 4,260 6 7,980 0.53 A A-34 Katella Avenue Walnut Street Disneyland Drive Anaheim 4,540 6 7,980 0.57 A A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 5,380 8 7,638 0.70 B A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 5,340 8 7,638 0.70 B A-40a Katella Avenue Manchester Avenue Anaheim Way Anaheim 5,360 6 5,586 0.96 E A-40b Katella Avenue Anaheim Way Lewis Street Anaheim 5,360 8 8,570 0.63 B A-42 Katella Avenue Sportstown Howell Avenue Anaheim 4,020 6 7,302 0.55 A A-43 Katella Avenue Howell Avenue SR-57 Freeway Anaheim 4,530 6 7,859 0.58 A A-44 Katella Avenue SR-57 Freeway Main Street Orange 4,320 6 8,208 0.53 A A-46 Orangewood Avenue West Street Harbor Boulevard Anaheim 2,180 4 3,610 0.60 A A-47 Orangewood Avenue Harbor Boulevard Clementine Street Anaheim 1,390 4 2,622 0.53 A A-48 Orangewood Avenue Clementine Street Haster Street Anaheim 1,780 4 2,132 0.84 D A-49 Orangewood Avenue Haster Street Manchester Avenue Anaheim 2,000 4 3,550 0.56 A A-51 Orangewood Avenue State College Boulevard Rampart Street Anaheim 2,610 6 4,022 0.65 B A-52 Orangewood Avenue Rampart Street SR-57 Freeway Anaheim /Orange 3,550 6 5,684 0.62 B A-64 State College Boulevard Katella Avenue Howell Avenue Anaheim 4,260 6 5,581 0.76 C Caltrans Ramp Termini Intersection Analysis Table 5.12 presents the results of peak hour delays and levels of service for the ramp termini intersections under the 2030 With Project conditions. Detailed analysis worksheets are included in Appendix C-5. The table indicates that the following Caltrans ramp intersections operate at an unacceptable LOS in either peak hour: ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 75  Anaheim Boulevard at I-5 Northbound Ramps (PM peak hour)  Manchester Avenue at Katella Avenue (PM peak hour)  Anaheim Way at Katella Avenue (PM peak hour)  Orangewood Avenue at SR-57 Southbound Ramps (PM peak hour) When compared with No Project conditions, there is one additional location, Manchester Avenue (I-5 Southbound Ramps) at Katella Avenue, which becomes deficient under With Project conditions. This location has a project impact. Project related significant impacts and improvement strategies for all deficient locations are addressed in Chapter 6.0 and Chapter 7.0. Table 5.12: 2030 With Project Peak Hour Ramp Termini Intersection LOS ID Intersection AM Peak Hour Change in Delay PM Peak Hour Change in Delay No Project With Project No Project With Project Delay LOS Delay LOS Delay LOS Delay LOS I-9 Harbor Boulevard / I-5 Northbound Ramps 11.2 B 11.6 B 0.4 21.9 C 27.8 C 5.9 I-10 Harbor Boulevard / I-5 Southbound Ramps 9.6 A 9.3 A -0.3 14.5 B 13.6 B -0.9 I-17 I-5 Southbound Off-Ramp / Disney Way 22.1 C 23.9 C 1.8 17.3 B 17.6 B 0.3 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.3 B 10.5 B -4.8 75.3 E 83.1 F 7.8 I-21 Anaheim Boulevard / Disney Way 24.3 C 26.4 C 2.1 45.6 D 46.5 D 0.9 I-25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 42.4 D 41.3 D -1.1 51.1 D 67.4 E 16.3 I-26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 22.6 C 24.7 C 2.1 71.3 E 89.0 F 17.7 I-32 I-5 HOV Ramps / Gene Autry Way 27.5 C 35.5 D 8.0 18.6 B 18.4 B -0.2 I-41 I-5 Northbound Ramps / State College Boulevard 28.3 C 32.2 C 3.9 26.1 C 27.1 C 1.0 I-42 I-5 Southbound Ramps / State College Boulevard 45.0 D 46.6 D 1.6 22.0 C 24.5 C 2.5 I-48 Ball Road / SR-57 Northbound Ramps 16.5 B 15.6 B -0.9 15.7 B 15.0 B -0.7 I-49 Ball Road / SR-57 Southbound Ramps 24.0 C 24.9 C 0.9 26.7 C 26.7 C 0.0 I-50 SR-57 Northbound Ramps / Katella Avenue 11.5 B 11.4 B -0.1 11.8 B 12.8 B 1.0 I-51 SR-57 Southbound Ramps / Katella Avenue 14.8 B 19.9 B 5.1 10.8 B 12.8 B 2.0 I-52 Orangewood Avenue / SR-57 Northbound Ramps 13.1 B 12.3 B -0.8 9.7 A 9.4 A -0.3 I-53 Orangewood Avenue / SR-57 Southbound Ramps 33.4 C 30.9 C -2.5 65.0 E 80.9 F 15.9 I-64 Chapman Avenue / I-5 Southbound On-Ramp 27.8 C 27.3 C -0.5 33.0 C 29.6 C -3.4 I-65 Chapman Avenue / SR-57 Northbound Ramps 4.6 A 5.0 A 0.4 3.9 A 4.3 A 0.4 I-66 Chapman Avenue / SR-57 Southbound Ramps 40.5 D 47.6 D 7.1 51.7 D 54.8 D 3.1 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 12.2 B 12.3 B 0.1 9.7 A 9.7 A 0.0 Caltrans Peak Hour Ramp Termini Off-Ramp Queuing Analysis Table 5.13 presents the queue determined by for the study area off-ramp termini intersections under 2030 With Project conditions. Detailed queuing analysis worksheets are included in Appendix D-5. The analysis indicates that no Caltrans ramp intersections are forecast to have a queuing length that is greater than the off-ramp storage length. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 76 Table 5.13: 2030 With Project Peak Hour Ramp Termini Off-Ramp Queuing Analysis ID Ramp Termini Intersection Off-Ramp # of Lanes Off-Ramp Storage Length (feet) Off-Ramp Queue Length Control Delay (sec) Deficient Storage Length AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour L T R L T R L T R L T R L T R L T R I - 9 Harbor Boulevard / I-5 Northbound Ramps 7 1.5 400 1,280 80 120 160 320 23.0 35.6 30.2 60.9 No I - 10 Harbor Boulevard / I-5 Southbound Ramps 2 1 1,240 190 140 120 58.5 56.9 No I - 17 I-5 Southbound Off-Ramp / Disney Way 1.33 0.33 1.33 940 380 380 240 260 200 200 68.1 75.1 63.5 65.4 No I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 1.5 1.5 720 720 1,710 100 10 200 100 70 68.7 19.1 79.1 41.6 28.7 No I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 1.5 3 0.5 1,540 1,060 330 320 670 690 48.7 41.2 111.9 111.1 No I - 32 I-5 HOV Northbound Ramps / Gene Autry Way 1 2 1,510 20 0 40 0 29.5 12.6 46.2 8.8 No I-5 HOV Southbound Ramps / Gene Autry Way 2 1 1,340 290 10 170 0 48.2 12.2 67.7 13.4 No I - 41 State College Boulevard / I- 5 Northbound Ramps 1.5 1.5 2 1,580 690 690 230 240 140 80 84 160 103.6 86.0 39.1 54.0 50.4 67.6 No I - 42 State College Boulevard / I- 5 Southbound Ramps 1.5 0.5 2 2,960 2,190 1,590 50 990 110 70 620 100 20.0 156.2 22.0 20.5 66.1 21.2 No I - 48 Ball Road / SR-57 Northbound Ramps 1.5 1.5 1,030 680 240 240 230 220 45.9 58.2 45.0 56.7 No I - 49 Ball Road / SR-57 Southbound Ramps 1 2 1,290 570 540 370 390 230 47.3 29.9 60.5 34.1 No I - 50 SR-57 Northbound Ramps / Katella Avenue 1.5 1.5 1,030 590 250 250 200 200 41.9 51.3 49.5 59.2 No I - 51 SR-57 Southbound Ramps / Katella Avenue 1 2 930 600 240 310 170 240 41.3 48.8 43.9 53.6 No I - 52 Orangewood Avenue / SR- 57 Northbound Ramps 1.5 1.5 650 350 140 210 70 70 39.7 68.0 50.7 60.8 No I - 53 Orangewood Avenue / SR- 57 Southbound Ramps 1.5 1.5 1,050 630 340 240 200 150 310 270 247 91.2 72.5 47.6 162.2 139.5 127.2 No I - 64 I-5 Ramps / Chapman Avenue 2 1 1,080 220 200 60 240 0 27.6 10.0 34.1 5.3 No I - 65 SR-57 Northbound Ramps / Chapman Avenue 1 1 1,240 760 70 0 40 0 63.3 14.4 60.9 17.8 No I - 66 SR-57 Southbound Ramps / Chapman Avenue 0.5 0.5 1 580 1,000 270 50 130 350 87.4 16.2 50.3 129.4 No I - 69 Disneyland Drive / I-5 Southbound Off-Ramp 3 1 2130 70 70 50 13.8 No ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 77 Caltrans Peak Hour Freeway Ramp Analysis Table 5.14 summarizes HCM analysis results for the study area ramps for the AM and PM peak hours. Per the Caltrans Highway Design Manual, a 2-lane on or off-ramp should be provided where volumes exceed 1,500 vehicles per hour during the AM or PM peak hour. None of the freeway ramps exceeds this criteria under the 2030 With Project conditions. Detailed HCM analysis worksheets are included in Appendix E-5. The HCM reports a density based on the post-processed volumes on freeway mainline segments and ramps. According to the analysis, the following freeway ramps are deficient under PM peak hour conditions:  I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue  I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue  I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue  I-5 Northbound On-Ramp from Katella Avenue  I-5 Northbound HOV On-Ramp from Gene Autry Way  I-5 Northbound On-Ramp from Anaheim Boulevard  I-5 Northbound Off-Ramp to Harbor Boulevard  I-5 Northbound On-Ramp from Harbor Boulevard  I-5 Northbound On-Ramp from Ball Road  I-5 Northbound On-Ramp from Disneyland Drive  I-5 Southbound On-Ramp from Disneyland Drive  I-5 Southbound On-Ramp from Katella Avenue As compared to the No Project scenario, there is one additional deficient ramp under the With Project scenario, the I-5 Southbound On-Ramp from Disneyland Drive. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 78 Table 5.14: 2030 With Project Peak Hour Freeway Ramp LOS ID Ramp Segment Ramp # of Lane A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-1 I-5 Northbound HOV Off-Ramp to Gene Autry Way / Disney Way 1 13.5 B 18.3 B R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 1 19.0 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 2 22.5 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 1 21.3 C > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 1 22.4 C > Capacity F R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 1 24.6 C 39.1 E R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 1 24.1 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 1 24.3 C > Capacity F R-9 I-5 Northbound On-Ramp from Harbor Boulevard 1 21.1 C > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 1 23.3 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 1 24.4 C > Capacity F R-12 I-5 Southbound HOV Off-Ramp to Disneyland Drive 1 24.4 C 24.1 C R-13 I-5 Southbound Off-Ramp to Disneyland Drive/Ball Road 2 27.9 C 31.9 D R-14 I-5 Southbound On-Ramp from Disneyland Drive 1 32.6 D > Capacity F R-15 I-5 Southbound Off-Ramp to Harbor Boulevard 1 29.4 D 32.6 D R-16 I-5 Southbound On-Ramp from Harbor Boulevard 1 29.3 D 30.0 D R-17 I-5 Southbound Off-Ramp to Disney Way/Anaheim Boulevard 1 31.4 D 33.1 D R-18 I-5 Southbound Off-Ramp to Katella Avenue/Orangewood Avenue* 2 26.5 C 30.1 D R-19 I-5 Southbound HOV Off-Ramp to Gene Autry Way 1 26.1 C 24.1 C R-20 I-5 Southbound On-Ramp from Anaheim Boulevard 1 25.8 C 31.8 D R-21 I-5 Southbound On-Ramp from Katella Avenue 1 31.4 D > Capacity F R-22 I-5 Southbound HOV On-Ramp from Gene Autry Way 1 22.0 C 24.3 C *Major Diverge Analysis utilized to calculate density pc/mi/ln - Passenger Cars per Mile per Lane Caltrans Freeway Mainline Analysis Table 5.15 summarizes HCM analysis results for the densities and levels of service for study area mainline segments for the AM and PM peak hours under 2030 With Project conditions. Detailed HCM worksheets for the 2030 With Project scenario are included in Appendix F-5. According to the analysis, the following freeway mainline segments are deficient under AM or PM peak hour conditions:  I-5 Northbound between Brookhurst Street and Euclid Street (PM peak hour)  I-5 Northbound between Euclid Street and Lincoln Avenue (PM peak hour)  I-5 Southbound between Euclid Street and Lincoln Avenue (AM and PM peak hour)  I-5 Northbound between Lincoln Avenue and Harbor Boulevard (PM peak hour)  I-5 Northbound between Harbor Boulevard and Katella Avenue (PM peak hour)  I-5 Northbound between Katella Avenue and State College Boulevard (PM peak hour)  I-5 Northbound between State College Boulevard and SR-22 (PM peak hour) ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 79 Between the No Project and With Project scenarios, there are two additional deficiencies under the With Project conditions, I-5 Northbound between Brookhurst Street and Euclid Street, and I-5 Northbound between Euclid Street and Lincoln Avenue. Table 5.15: 2030 With Project Peak Hour Freeway Mainline LOS ID Freeway Segment Northbound / Eastbound Southbound / Westbound A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F - 1 I-5 between SR-91 and Brookhurst Street 20.4 C 31.6 D 25.2 C 22.6 C F - 2 I-5 between Brookhurst Street and Euclid Street 21.3 C 35.3 E 28.7 D 29.9 D F - 3 I-5 between Euclid Street and Lincoln Avenue 21.3 C 36.7 E 38.3 E 37.5 E F - 4 I-5 between Lincoln Avenue and Harbor Boulevard 21.9 C 41.8 E 26.6 D 29.9 D F - 5 I-5 between Harbor Boulevard and Katella Avenue 19.6 C 39.8 E 23.2 C 26.3 D F - 6 I-5 between Katella Avenue and State College Boulevard 19.7 C 43.0 E 25.8 C 29.2 D F - 7 I-5 between State College Boulevard and SR-22 19.1 C 39.0 E 28.9 D 28.0 D Caltrans Freeway Weaving Analysis Table 5.16 summarizes HCM analysis results for the study area freeway weaving segments for the AM and PM peak hours. Detailed HCM weaving analysis worksheets are included in Appendix G-5. Under the 2030 With Project scenario, all the freeway segments are forecast to be deficient in the PM peak hour. One segment is also deficient in the AM peak hour, I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector. When compared to the No Project conditions, there is one additional freeway weaving segment that becomes deficient with traffic from the Proposed Project:.  I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 80 Table 5.16: 2030 With Project Peak Hour Freeway Weaving LOS ID Weaving Segment Weaving Length (Ft) A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W - 1 I-5 Northbound between Brookhurst Street On-Ramp and SR-91 Eastbound Off-Ramp 2,980 Not Applicable I-5 Southbound between SR-91 Connector / Magnolia Avenue On-Ramp and Brookhurst Street Off-Ramp 3,390 W - 2 I-5 Northbound between Euclid Street On-Ramp and Brookhurst Street Off-Ramp 2,890 I-5 Southbound between Brookhurst Street On-Ramp and Euclid Street Off-Ramp 2,540 W - 3 I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 2,000 21.9 B 39.1 E W - 4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 1,680 23.0 B > Capacity F I-5 Southbound between Lincoln Avenue On-Ramp and Disneyland Drive Off-Ramp 3,060 Not Applicable W - 5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 1,520 32.9 D 38.7 E W - 6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 2,080 22.6 B > Capacity F I-5 Southbound between Harbor Boulevard On-Ramp and Disney Way Off-Ramp 2,650 Not Applicable W - 7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 2,350 21.1 B > Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 1,870 31.7 C 36.7 E W - 8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 1,720 24.6 C > Capacity F I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 1,510 36.0 E 36.1 E Summary As demonstrated through the traffic analysis, the circulation system in the study area is forecast to deteriorate under both the 2030 Buildout No Project and With Project scenarios. The increased intensities of the buildout of the Proposed Project contribute to deficiencies when compared to the current General Plan buildout. Under the City of Anaheim’s traffic analysis guidelines, project related significant impacts would require mitigation to an acceptable LOS. Chapter 6.0 identifies project related impacts while Chapter 7.0 demonstrates that the proposed improvements allow the system to operate at an acceptable LOS. Detailed mitigation ICU worksheets and analysis worksheets for intersections are included in Appendix A-6 and Appendix C-6, respectively. ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 81 6.0 PROJECT IMPACTS 6.1 2015 ANALYSIS IMPACTS Deficient intersections within the study area fall under two categories of impacts, project related impacts and cumulative deficiency impacts. Project related impacts in the Interim Year 2015 are determined using the definition of significant impacts for the Interim Year analysis from the City of Anaheim’s Traffic Impact Studies (TIS) guidelines, discussed in Chapter 2.0. Project related impacts for the General Plan Buildout scenarios are governed by the Growth Management Element of the City of Anaheim General Plan and are discussed in Section 6.2. Intersections According to the analysis, there are no intersections with a project related impact under the interim analysis development of Anaheim Resort Specific Plan. Arterial Segments Based on the arterial segment traffic analysis, five arterial segments along Katella Avenue are forecast to have significant impacts in 2015. Table 6.1 displays the deficient arterial segments in Anaheim. These arterial segments will require mitigation to operate at an acceptable LOS in 2015 through upgrading segment classification to the buildout condition to provide additional capacity. Table 6.1: 2015 Project Related Arterial Segment Impacts ID Arterial From To 2008 Existing Count 2015 No Project 2015 With Project Change in V/C between 2015 No Project and With Project ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS ADT V-C Ratio Daily LOS A-35 Katella Avenue Disneyland Drive Hotel Way 37,440 0.67 B 46,340 0.82 D 49,583 0.88 D 0.06 A-36 Katella Avenue Hotel Way Harbor Boulevard 37,440 0.67 B 44,810 0.80 C 49,891 0.89 D 0.07 A-37 Katella Avenue Harbor Boulevard Clementine Street 39,100 0.69 B 45,260 0.80 C 48,753 0.87 D 0.06 A-38 Katella Avenue Clementine Street Anaheim Boulevard 38,510 0.68 B 44,860 0.80 C 48,353 0.86 D 0.06 A-39 Katella Avenue Anaheim Boulevard Manchester Avenue 37,830 0.67 B 43,650 0.78 C 46,772 0.83 D 0.06 Ramp Termini Intersections According to the 2015 interim year analysis for the freeway ramp termini facilities, there are no intersections with a project related impact. The criterion for identifying freeway deficiencies has been established by Caltrans and utilizes the HCM methodology. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 82 Caltrans Ramp Termini Off-Ramp Queuing According to the interim analysis, there are no off-ramps where the expected queuing length from the With Project scenario is longer than the ramp capacity, therefore there are no adverse impacts to the mainline as a result of off-ramp intersection queues and no deficiencies requiring mitigation. Peak Hour Freeway Ramps Based on the analysis, there are nine freeway ramps deficient under both the 2015 No Project scenario and the 2015 With Project scenario.  I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue  I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue  I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue  I-5 Northbound On-Ramp from Katella Avenue  I-5 Northbound On-Ramp from Anaheim Boulevard  I-5 Northbound Off-Ramp to Harbor Boulevard  I-5 Northbound On-Ramp from Harbor Boulevard  I-5 Northbound On-Ramp from Ball Road  I-5 Northbound On-Ramp from Disneyland Drive The project contributes to freeway ramp traffic at those locations that are deficient under 2015 With Project conditions. None of the ramps has a project impact. Table 6.2 identifies deficiencies on freeway ramps. Freeway Mainline Table 6.3 presents the freeway mainline segments that are forecast to be deficient under the Interim Year 2015 conditions. One segment is forecast to be deficient under 2015 With Project conditions that was not deficient under 2015 No Project conditions:  I-5 Southbound between Euclid Street and Lincoln Avenue Freeway Weaving Segments Table 6.4 identifies deficiencies on freeway weaving segments. No additional weaving segment that is forecast to be deficient under 2015 With Project conditions that was not deficient under 2015 No Project conditions: ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 83 Table 6.2: 2015 Project Related Peak Hour Freeway Ramp Impacts ID Freeway Segment Existing Conditions 2015 No Project 2015 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 19.3 B 30.0 D 19.1 B > Capacity F 19.3 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue 21.2 C 32.8 D 20.8 C > Capacity F 21.1 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 19.9 B 28.0 C 19.7 B > Capacity F 20.0 B > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 21.1 C 30.9 D 20.8 C > Capacity F 21.0 C > Capacity F R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 22.2 C > Capacity F 22.0 C > Capacity F 22.3 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 23.1 C 33.2 D 22.6 C 38.4 E 22.6 C 38.4 E R-9 I-5 Northbound On-Ramp from Harbor Boulevard 19.6 B 32.2 D 19.3 B > Capacity F 19.6 B > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 20.8 C 32.7 D 21.5 C > Capacity F 21.7 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 21.9 C 33.9 D 22.6 C > Capacity F 22.8 C > Capacity F Table 6.3: 2015 Project Related Freeway Mainline Impacts ID Freeway Segment Direction Existing Conditions 2015 No Project 2015 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-3 I-5 between Euclid Street and Lincoln Avenue SB/WB 32.9 D 34.1 D 33.4 D 34.7 D 33.4 D 35.1 E F - 4 I-5 between Lincoln Avenue and Harbor Boulevard NB/EB 19.6 C 36.6 E 20.3 C 36.4 E 20.4 C 36.4 E F - 6 I-5 between Katella Avenue and State College Boulevard NB/EB 17.5 B 39.7 E 18.2 C 38.9 E 18.5 C 38.9 E ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 84 Table 6.4: 2015 Project Related Freeway Weaving Impacts ID Weaving Segment Existing Conditions 2015 No Project 2015 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 20.3 B 39.3 E 21.1 B 39.5 E 21.3 B 39.5 E W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 19.1 B > Capacity F 20.6 B > Capacity F 20.6 B > Capacity F W-7 I-5 Northbound between State College Boulevard On- Ramp and Katella Avenue Off-Ramp 18.3 B > Capacity F 19.1 B > Capacity F 19.3 B > Capacity F W-8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 20.8 B > Capacity F 22.2 B > Capacity F 22.5 B > Capacity F ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 85 6.2 2030 ANALYSIS IMPACTS Project impacts for the 2030 buildout scenario are determined using the definition of significant impacts from the City of Anaheim’s Growth Management Element in the General Plan, discussed in Chapter 2.0, that states that LOS E or LOS F is unacceptable. Intersections According to the analysis, there are 21 intersections with project related impacts associated with the Proposed Project. The intersections with project impacts are presented in Table 6.5. Table 6.5: 2030 Project Related Intersection Impacts ID Intersection Jurisdiction Existing Conditions 2030 No Project 2030 With Project AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak ICU LOS ICU LOS ICU LOS ICU LOS ICU LOS ICU LOS I – 1 Euclid Street / Katella Avenue Anaheim 0.89 D 1.02 F 0.85 D 0.92 E 0.87 D 0.94 E I – 2 Ninth Street / Katella Avenue Anaheim 0.53 A 0.53 A 0.93 E 0.95 E 0.95 E 0.97 E I – 5 Disneyland Drive / Ball Road Anaheim 0.68 B 0.76 C 0.87 D 0.90 D 0.87 D 0.92 E I – 6 Disneyland Drive / West Street / Katella Avenue Anaheim 0.53 A 0.57 A 0.92 E 0.92 E 0.96 E 0.94 E I – 8 Harbor Boulevard / Ball Road Anaheim 0.73 C 0.68 B 1.05 F 0.93 E 1.10 F 0.96 E I - 18 Anaheim Boulevard / Ball Road Anaheim 0.63 B 0.91 E 0.88 D 0.99 E 0.88 D 1.01 F I - 19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.49 A 0.71 C 0.86 D 1.05 F 0.86 D 1.03 F I - 20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim 0.44 A 0.59 A 0.66 B 0.92 E 0.66 B 0.95 E I – 22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.47 A 0.58 A 0.88 D 0.89 D 0.90 D 0.92 E I – 23 Haster Street / Gene Autry Way Anaheim Not Applicable 0.91 E 1.10 F 0.97 E 1.17 F I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim 0.46 A 0.50 A 0.96 E 0.85 D 0.95 E 0.90 D I – 29 Lewis Street / Cerritos Avenue Anaheim 0.28 A 0.31 A 0.85 D 0.91 E 0.85 D 0.95 E I – 30 Lewis Street / Katella Avenue Anaheim 0.48 A 0.62 B 0.84 D 1.28 F 0.85 D 1.28 F I – 37 State College Boulevard / Katella Avenue Anaheim 0.43 A 0.53 A 0.86 D 0.98 E 0.94 E 0.99 E I - 38 State College Boulevard / Gene Autry Way Anaheim 0.30 A 0.29 A 0.98 E 0.84 D 1.02 F 0.84 D I – 39 State College Boulevard / Orangewood Avenue Anaheim/ Orange 0.46 A 0.47 A 0.89 D 0.97 E 0.91 E 0.97 E I – 43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.71 C 0.66 B 0.86 D 0.92 E 0.88 D 0.96 E I – 45 Howell Avenue / Katella Avenue Anaheim 0.38 A 0.55 A 0.62 B 0.91 E 0.62 B 0.95 E I – 46 Rampart Street / Orangewood Avenue Anaheim 0.51 A 0.44 A 0.73 C 1.05 F 0.78 C 1.13 F I – 53 Orangewood Avenue / SR-57 Southbound Ramps Orange 0.61 B 0.68 B 0.85 D 0.99 E 0.84 D 1.04 F I – 55 Douglass Road / Katella Avenue Anaheim 0.41 A 0.49 A 1.02 F 1.09 F 1.04 F 1.09 F Arterial Segments Based on the arterial segment traffic analysis, there is one arterial segment with a significant impact with implementation of the Proposed Project within the City of Anaheim. Table 6.6 displays the ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 86 deficient arterial segment in Anaheim. This arterial segment will require mitigation to operate at an acceptable LOS through upgrading segment classification to provide additional capacity. Table 6.6: 2030 Project Related Arterial Segment Impacts ID Arterial From To Existing Conditions 2030 No Project 2030 With Project ADT V/C LOS ADT V/C LOS ADT V/C LOS A–40a Katella Avenue Manchester Avenue Anaheim Way 30,260 0.54 A 46,960 0.83 D 53,740 0.95 E Ramp Termini Intersections The implementation of the Proposed Project contributes to deficiencies on the freeway ramp facilities within the study area. The criterion for identifying freeway deficiencies has been established by Caltrans and utilizes the HCM methodology. Table 6.7 displays the freeway ramp termini deficiencies under 2030 No Project and 2030 With Project conditions. Three locations, I-20, Anaheim Boulevard at I-5 Northbound Ramps, I-26, Anaheim Way (I-5 Northbound Ramps) at Katella Avenue, and I-53, Orangewood Avenue at SR-57 Southbound Ramps correlate to intersection deficiencies already identified through the ICU analysis. Improvements to these intersections should mitigate the identified deficiencies under both the capacity (ICU) and operational analysis methodology. Additionally, there is one location, I-25, Manchester Avenue (1-5 Southbound Ramps) at Katella Avenue not previously identified as deficient under the ICU analysis but deficient under the HCM analysis. Table 6.7: 2030 Project Related Peak Hour Freeway Ramp Termini Impacts ID Intersection Existing Conditions 2030 No Project 2030 With Project AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS I -20 Anaheim Boulevard / I-5 Northbound Ramps 15.4 B 25.8 C 15.3 B 75.3 E 10.5 B 83.1 F I -25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 27.5 C 15.9 B 42.4 D 51.1 D 41.3 D 67.4 E I -26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 17.9 B 20.2 C 22.6 C 71.3 E 24.7 C 89.0 F I -53 Orangewood Avenue / SR-57 Southbound Ramps 19.4 B 28.7 C 33.4 C 65.0 E 30.9 C 80.9 F Caltrans Ramp Termini Off-Ramp Queuing According to the analysis, there are no off-ramps where the expected queuing length from the With Project scenario is longer than the ramp capacity, therefore there are no adverse impacts to the mainline as a result of off-ramp intersection queues and no deficiencies requiring mitigation. There was one location where as a result of ramp termini intersection delay, a mitigation strategy was proposed on the off-ramp itself which did not adversely impact the queue length. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 87 Peak Hour Freeway Ramps Based on the analysis, eleven freeway ramps that are deficient under the 2030 No Project scenario, and twelve freeway ramps are deficient under the 2030 With Project scenario. Thus, when comparing the 2030 With Project and No Project scenarios, one additional ramp becomes deficient under the With Project scenario:  I-5 Southbound On-Ramp from Disneyland Drive (PM peak hour) Additionally, the project contributes to cumulative freeway ramp traffic at the location that is deficient under 2030 With Project conditions. Table 6.8 identifies project impacts and cumulative deficiencies on freeway ramps. Freeway Mainline Table 6.9 presents the freeway mainline segments that are deficient under future 2030 conditions. There are two segments that are forecast to be deficient under 2030 With Project conditions that were not deficient under 2030 No Project conditions:  I-5 Northbound between Brookhurst Street and Euclid Street  I-5 Northbound between Euclid Street and Lincoln Avenue Caltrans currently does not have any additional improvements identified or planned for the identified impacted and deficient segments. According to the most current Route Concept Report for I-5 improvements to this facility are contingent on the availability of revenue from regional, state, and federal transportation funding sources. In addition, the City does not have jurisdiction over the State Highway System and, therefore, cannot directly implement mitigation measures associated with project related impacts on mainline segments. The next section will discuss State Highway System impacts and mitigation strategies in further detail, including the potential for inclusion in the Statement of Overriding Considerations. Freeway Weaving Segments Table 6.10 presents the freeway weaving segments that are deficient under 2030 conditions. There is one freeway weaving segment that is deficient under the 2030 With Project scenario that was not deficient under the 2030 No Project scenario:  I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp Thus, this weaving deficiency is a project impact and seven weaving deficiencies are the result of cumulative growth on I-5. Since freeway weaving segment operations are dependent upon mainline and ramp capacities, reducing congestion on these facilities contributes to higher weaving speeds and could lead to an improved weaving LOS. Improving weaving facilities through the addition of auxiliary lanes within the weaving area could provide additional capacity and reduce the weaving density. Operational improvements through improved signage or other ITS measures may also be developed in consultation with Caltrans in order to improve the weaving LOS. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 88 Table 6.8: 2030 Project Related Peak Hour Freeway Ramp Impacts ID Freeway Segment Existing Conditions 2030 No Project 2030 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 19.3 B 30.0 D 19.0 B > Capacity F 19.0 B > Capacity F R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue 21.2 C 32.8 D 22.5 C > Capacity F 22.5 C > Capacity F R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 19.9 B 28.0 C 21.2 C > Capacity F 21.3 C > Capacity F R-5 I-5 Northbound On-Ramp from Katella Avenue 21.1 C 30.9 D 22.3 C > Capacity F 22.4 C > Capacity F R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 14.6 B 22.6 C 24.6 C 38.0 E 24.6 C 39.1 E R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 22.2 C > Capacity F 24.0 C > Capacity F 24.1 C > Capacity F R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 23.1 C 33.2 D 24.3 C > Capacity F 24.3 C > Capacity F R-9 I-5 Northbound On-Ramp from Harbor Boulevard 19.6 B 32.2 D 20.8 C > Capacity F 21.1 C > Capacity F R-10 I-5 Northbound On-Ramp from Ball Road 20.8 C 32.7 D 23.0 C > Capacity F 23.3 C > Capacity F R-11 I-5 Northbound On-Ramp from Disneyland Drive 21.9 C 33.9 D 24.2 C > Capacity F 24.4 C > Capacity F R-14 I-5 Southbound On-Ramp from Disneyland Drive 27.4 C 33.4 D 32.5 D 34.5 D 32.6 D > Capacity F R-21 I-5 Southbound On-Ramp from Katella Avenue 24.0 C 13.1 B 31.0 D 35.1 E 31.4 D > Capacity F Table 6.9: 2030 Project Related Freeway Mainline Impacts ID Freeway Segment Direction Existing Conditions 2030 No Project 2030 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS F-2 I-5 between Brookhurst Street and Euclid Street NB/EB 20.6 C 31.6 D 21.3 C 33.0 D 21.3 C 35.3 E F-3 I-5 between Euclid Street and Lincoln Avenue NB/EB 19.1 C 32.2 D 21.3 C 34.8 D 21.3 C 36.7 E F-4 I-5 between Lincoln Avenue and Harbor Boulevard NB/EB 19.6 C 36.6 E 21.9 C 40.0 E 21.9 C 41.8 E F-5 I-5 between Harbor Boulevard and Katella Avenue NB/EB 16.8 B 34.5 D 19.6 C 38.3 E 19.6 C 39.8 E F-6 I-5 between Katella Avenue and State College Boulevard NB/EB 17.5 B 39.7 E 19.7 C 41.5 E 19.7 C 43.0 E F-7 I-5 between State College Boulevard and SR-22 NB/EB 16.2 B 34.0 D 19.1 C 37.7 E 19.1 C 39.0 E F-3 I-5 between Euclid Street and Lincoln Avenue SB/WB 32.9 D 34.1 D 38.2 E 37.5 E 38.3 E 37.5 E ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 89 Table 6.10: 2030 Project Related Peak Hour Freeway Weaving Impacts ID Freeway Segment Existing Conditions 2030 No Project 2030 With Project A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS Density (pc/mi/ln) LOS W-3 I-5 Northbound between Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 19.8 B 34.1 D 21.9 B 37.3 E 21.9 B 39.1 E W-4 I-5 Northbound between Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 20.3 B 39.3 E 22.9 B > Capacity F 23.0 B > Capacity F W-5 I-5 Southbound between Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 29.5 C 34.5 D 33.1 D 35.2 D 32.9 D 38.7 E W-6 I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 19.1 B > Capacity F 22.6 B > Capacity F 22.6 B > Capacity F W-7 I-5 Northbound between State College Boulevard On-Ramp and Katella Avenue Off-Ramp 18.3 B > Capacity F 20.9 B > Capacity F 21.1 B > Capacity F I-5 Southbound between Katella Avenue On-Ramp and State College Boulevard Off-Ramp 27.9 C 32.1 D 31.3 C 36.1 E 31.7 C 36.7 E W-8 I-5 Northbound between SR-22 Connector and Chapman Avenue Off-Ramp 20.8 B > Capacity F 24.5 C > Capacity F 24.6 C > Capacity F I-5 Southbound between State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 29.6 C 32.0 D 36.0 E 34.3 D 36.0 E 36.1 E ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 90 7.0 PROPOSED MITIGATION AND IMPROVEMENT STRATEGIES 7.1 TRAFFIC FEE PROGRAM The City of Anaheim has historically utilized a variety of strategies to provide improvements to the citywide circulation system. The City currently has a traffic fee program in place to fund General Plan improvements assumed under buildout No Project and With Project conditions. The City has a long- standing policy that as development occurs throughout the City, traffic studies are prepared to demonstrate the need for implementation of the improvements identified in the General Plan and developer fees and other local dedicated taxes will contribute to those improvements as needed. The fee, initially developed in 1993 provides a proper nexus between increased development in the City and associated traffic impacts to the citywide circulation system. Developers contribute fees to the City, which uses the fund to implement circulation improvements in the City or as the City of Anaheim’s local match for leveraging funding from OCTA and Caltrans for circulation system improvements. Hence, the improvements assumed in the buildout of the General Plan, prior to the approval of the Proposed Project are expected to be paid for and implemented through the City’s existing traffic impact fee program. The City of Anaheim has applied a fair-share methodology to evaluate the financial responsibility of mitigating Platinum Triangle project impacts. The methodology is consistent with that outlined in the Caltrans Guide for the Preparation of Traffic Impact Studies. Appendix of the guidelines directs users to apply a formula to calculate equitable share responsibility for the traffic impacts of proposed projects. The fair-share calculation is based on the difference between the Future With Project and Future No Project total intersection entering volumes divided by the total growth entering volume from Existing to Future With Project conditions. The fair-share proportion is based on the value associated with the peak hour for which the deficiency has been identified. A computational example of the fair-share intersection analysis is provided in Table 7.1. Table 7.1: Fair-share Analysis Computational Example Sample Intersection EXISTING NO PROJECT Difference from Existing Difference from No Project Fair- share ICU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL AM 0.53 152 64 71 31 128 35 25 1268 171 76 602 30 2,653 PM 0.53 174 143 61 21 82 37 61 830 209 97 1375 54 3,144 POST-2030 EXISTING GENERAL PLAN BUILDOUT AM 0.92 250 70 390 30 140 40 30 2410 250 240 690 30 4,570 1,917 PM 0.88 470 160 410 20 90 40 60 1050 [PHONE REDACTED] 60 5,380 2,236 POST-2030 WITH PROJECT AM 0.95 250 70 390 30 140 40 30 2530 260 260 690 30 4,720 2,067 150 7.3% PM 0.97 550 160 410 20 90 40 60 1070 [PHONE REDACTED] 60 5,610 2,466 230 9.3% ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 91 The example above indicates that the project’s fair-share on the proposed improvement at this intersection is 9.3%. Raw model roadway link difference plots showing the volume differences between the No Project and With Project scenarios are included in Appendix H. It should be noted, however, that fair-shares are calculated based on post-processed volumes, not raw model volumes. It should also be noted that fair-share for ramp segments is based on the ramp volumes. Additionally, the City of Anaheim currently has a Community Facilities District (CFD) in place associated with development in the Platinum Triangle. All projects, regardless of size, are required to contribute to the CFD. The CFD is expected to contribute funds to all infrastructure needs in the Platinum Triangle including transportation. The CFD is programmed to provide funding for improvements in the Platinum Triangle identified previously and the Revised Platinum Triangle Expansion Project traffic study has identified additional improvements that will need to be funded on a fair-share basis. Under this Traffic Study and EIR, the City will provide fair-share funding for all of the intersection improvements in the City of Orange and the additional deficient intersections within the City of Anaheim not currently identified within the CFD, as well as fair-share funding to implement appropriate Caltrans facility improvements. If the costs of identified improvements cannot be covered by the total funding allocation under the existing CFD, other fee programs or update of the existing fee programs may have to be implemented to complete the recommended improvements For locations within the City of Anaheim and Orange, the fair-shares for improvements will dictate the fair-share cost, priorities, and timeframe of the improvements. Many of the deficient intersection and arterial segments identified through this study would fall under the CFD. The City has proposed improvement strategies that return all intersections to an acceptable LOS under the 2030 With Project scenario. The fair-share calculations indicate that the Proposed Project contributes up to 14% of trips to study area intersections in Orange, with some locations in Anaheim an even greater percentage. The Proposed Project would be expected to contribute that percentage toward the costs of the recommended improvements. Intersection and arterial segment improvements in the City of Orange, in addition to State Highway System facility improvements throughout the study area will have fees contributed to them by the Proposed Project, commensurate with the fair-share analysis. Although these improvements will be overridden in the EIR as Anaheim does not have jurisdiction over the facilities, the project will be responsible for contributions for the appropriate fair-share toward the recommended improvements. Those specific improvements and fair-shares for facilities in the City of Orange and Caltrans facilities are discussed later in this chapter. 7.2 INTERSECTION IMPROVEMENTS Intersection improvements are identified under both the 2015 Interim Year and 2030 Buildout scenarios and are described below. 2015 Interim Year Analysis As noted in the previous chapter, there are no intersection impacts identified in the Interim Year 2015 analysis that require mitigation. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 92 2030 Analysis In summary, throughout the study area 21 intersections are forecast to operate at a deficient LOS under 2030 With Project conditions. Included in the 21 intersections are three Caltrans ramp termini intersections. As a general rule, mitigation measures for arterials or intersections begin with identification of any measures that might have been recommended as part of other traffic studies in the area, particularly those contained in the traffic study prepared for the Revised Platinum Triangle Expansion Project (DSEIR No. 339). These mitigation measures are then applied to determine whether they result in roadway segment or intersection operation within acceptable thresholds. If mitigation measures were not previously identified either as part of a traffic study or planned future improvements, mitigation is achieved by identifying new improvements that will provide adequate capacity for the critical movement for an intersection or for arterial segments. Critical movements are conflicting intersection turning movements that are identified to have the highest ICU for opposing movements; i.e. each of the approaches at a four-legged intersection will contain a critical movement that conflicts with an opposing movement. Since the combination of the ICU values for each critical movement defines the ICU, providing additional through lanes or turning lanes is dependent upon whether the critical movement is a through or turn (left or right) movement. The decision of whether additional lanes should be auxiliary lanes that just add capacity to the intersection without widening the street segment or extended to adjacent intersections is dependent upon the performance, proximity and improvement needs of adjacent intersections. Mitigation measures are further analyzed for feasibility. A preliminary feasibility assessment is reliant upon potential cost-effectiveness and right-of-way acquisition. Right-of-way acquisitions are least preferred as they incur relocation and compensation cost for displaced residences and businesses which are additional burdens to the community, hence wherever feasible additional capacity for through movements or turn movements are facilitated through re-striping or widening, provided the intersection has sufficient receiving lanes as vehicles pass through the intersection. Table 7.2 provides a list of improvements for the deficient intersections within the Cities of Anaheim and Orange. Improvement strategies for locations within the City of Orange will require coordination with the City and a fair-share contribution determined for the City of Anaheim’s share of the cost of the improvements in Orange. Figure 7.1 shows the improvement locations and identified mitigation strategy. Lane geometries for the intersections within the study area including mitigation strategies are included in Appendix B. Table 7.2: Recommended 2030 Intersection Mitigation Strategies ID Intersection Jurisdiction 2030 With Project Scenario Without Mitigation 2030 With Project Scenario With Mitigation Recommended Mitigation Strategy AM PM AM PM ICU LOS ICU LOS ICU LOS ICU LOS I - 1 Euclid Street / Katella Avenue Anaheim 0.87 D 0.94 E 0.87 D 0.89 D Restripe NBR to NBTR, add 400’ NB departure lane (widen) I - 2 Ninth Street / Katella Avenue Anaheim 0.95 E 0.97 E 0.88 D 0.80 C Add 2nd NBL (Restripe #1 SB lane) I - 5 Disneyland Drive / Ball Road Anaheim 0.87 D 0.92 E 0.83 D 0.87 D Restripe NB to 2L, 2T, 1R and SB to 2L, 2T. Add NBL: Remove Split Phase I - 6 Disneyland Drive / West Street / Katella Avenue Anaheim 0.96 E 0.94 E 0.85 D 0.90 D Restripe EBR to EBT, Restripe WBR to WBT and add 4th WB lane to the Simba parking lot entrance ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 93 Table 7.2: Recommended 2030 Intersection Mitigation Strategies, Continued ID Intersection Jurisdiction 2030 With Project Scenario Without Mitigation 2030 With Project Scenario With Mitigation Recommended Mitigation Strategy AM PM AM PM ICU LOS ICU LOS ICU LOS ICU LOS I - 8 Harbor Boulevard / Ball Road Anaheim 1.10 F 0.96 E 0.90 D 0.90 D Add NBT, SBT, EBT, EBR I - 18 Anaheim Boulevard / Ball Road Anaheim 0.88 D 1.01 F 0.82 D 0.90 D Add NBR, EBL, EBR I - 19 Anaheim Boulevard / Cerritos Avenue Anaheim 0.86 D 1.03 F 0.68 B 0.86 D Add NBL, SBL, WBR, Restripe WB approach to 2L, 1TR, 1R I - 20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim 0.66 B 0.95 E 0.55 A 0.85 D Add SBT (in median) I – 22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim 0.90 D 0.92 E 0.90 D 0.90 D Add WBR I – 23 Haster Street / Gene Autry Way Anaheim 0.97 E 1.17 F 0.78 C 0.88 D Add WBL, SBL, SBR I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim 0.95 E 0.90 D 0.82 D 0.78 C Add EBT, WBT I – 29 Lewis Street / Cerritos Avenue Anaheim 0.85 D 0.95 E 0.85 D 0.89 D Add WBR I – 30 Lewis Street / Katella Avenue Anaheim 0.85 D 1.28 F 0.70 B 0.83 D Add NBL, NBT, SBL, SBR, WBT; Restripe SB to 2L, 1T, 1TR, 1R I – 37 State College Boulevard / Katella Avenue Anaheim 0.94 E 0.99 E 0.90 D 0.85 D Add WBR, EBR; Restripe SB to 2L, 2T, 2R; EB to 3L, 3T, 1R I - 38 State College Boulevard / Gene Autry Way Anaheim 1.02 F 0.84 D 0.90 D 0.73 C Add SBR I – 39 State College Boulevard / Orangewood Avenue Anaheim/ Orange 0.91 E 0.97 E 0.88 D 0.90 D Add NBR and WBT I – 43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.88 D 0.96 E 0.83 D 0.80 C Restripe WBT to WBTR I – 45 Howell Avenue / Katella Avenue Anaheim 0.62 B 0.95 E 0.62 B 0.85 D Add WBR I – 46 Rampart Street / Orangewood Avenue Anaheim 0.78 C 1.13 F 0.73 C 0.80 C Add NB Free Right, Add SBL I – 53 Orangewood Avenue / SR-57 Southbound Ramps Orange 0.84 D 1.04 F 0.79 C 0.89 D Add WBL (Restripe) I – 55 Douglass Road / Katella Avenue Anaheim 1.04 F 1.09 F 0.84 D 0.87 D Add NBT and SBT; Reconfigure NBTR to NBT, Reconfigure SBTR to SBT; Add EBT and WBT 7.3 ARTERIAL SEGMENT IMPROVEMENTS 2015 Interim Year Analysis Based on the 2015 With Project traffic analysis, five arterial segments along Katella Avenue will need to be improved through upgrading segment classification to the buildout condition to operate at an acceptable LOS. Table 7.3 presents the daily V/C ratio and proposed improvement. For the proposed improvement, Katella Avenue between Disneyland Drive and Manchester Avenue will be widened from six to eight lanes. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 94 Table 7.3: 2015 Arterial Segment Mitigation Strategies ID Arterial From To Jurisdiction 2015 With Project Scenario Without Mitigation 2015 With Project Scenario With Mitigation V/C LOS V/C LOS Mitigation Strategy A-35 Katella Avenue Disneyland Drive Hotel Way Anaheim 0.88 D 0.66 B Upgrade to 8-lane arterial A-36 Katella Avenue Hotel Way Harbor Boulevard Anaheim 0.89 D 0.67 B Upgrade to 8-lane arterial A-37 Katella Avenue Harbor Boulevard Clementine Street Anaheim 0.87 D 0.65 B Upgrade to 8-lane arterial A-38 Katella Avenue Clementine Street Anaheim Boulevard Anaheim 0.86 D 0.64 B Upgrade to 8-lane arterial A-39 Katella Avenue Anaheim Boulevard Manchester Avenue Anaheim 0.83 D 0.62 B Upgrade to 8-lane arterial Source: City of Anaheim 2030 Analysis Based on the 2030 With Project traffic analysis, one additional arterial segment along Katella Avenue will need to be improved to operate at an acceptable LOS. Table 7.4 presents the PM peak hour traffic volume and proposed improvement. For the proposed improvement, the arterial segment of Katella Avenue between Manchester Avenue and Anaheim Way will be widened from six to eight lanes and upgraded to an eight-lane Stadium Smart Street to facilitate traffic operations. Table 7.4: 2030 Arterial Segment Mitigation Strategies ID Arterial From To 2030 With Project Scenario Without Mitigation 2030 With Project Scenario With Mitigation V/C LOS V/C LOS Mitigation Strategy A-40a Katella Avenue Manchester Avenue Anaheim Way 0.96 E 0.72 C Upgrade to 8-lane Stadium Source: City of Anaheim 7.4 PEAK HOUR FREEWAY RAMP TERMINI IMPROVEMENTS 2015 Interim Year Analysis Based on the 2015 With Project traffic analysis, the project has no significant traffic impact to the study intersections, therefore, no mitigation measures needs to be provided. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 95 2030 Analysis Table 7.5 presents the freeway ramp termini intersections with the mitigation measures that have been identified through the ICU analysis. As the intersections operate at an acceptable level of service with the previously identified mitigation measures, no additional mitigation measures are recommended for the deficient ramp termini locations. Table 7.5: 2030 Peak Hour Freeway Ramp Termini Mitigation Strategies ID Intersection 2030 With Project With Proposed Mitigation AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Mitigation Measures Delay LOS Delay LOS Delay LOS Delay LOS I – 20 Anaheim Boulevard / I-5 Northbound Ramps 10.5 B 83.1 F 9.8 A 51.7 D Add 4th SBT I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue 41.3 D 67.4 E 39.2 D 35.3 D Add 4th EBT, Add 4th WBT I – 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue 24.7 C 89.0 F 16.0 B 52.0 D Add 4th EBT, Add 5th WBT I - 53 Orangewood Avenue / SR-57 Southbound Ramps 30.9 C 80.9 F 26.5 C 41.1 D Add WBL (Restripe)* * Consistent with mitigation strategy under ICU analysis ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! DISNEYLAND DR OR AN GE C TR DR VERMONT AVE EAST ST MANCHESTER AVE MAGIC WY KATELLA AVE PL 29 55 56 53 46 38 39 43 45 LEWIS ST WY CHAPMAN AVE PHOENIX CLUB DR SPORTSTOWN GATEWAY CENTER DR MARKET ST RA M P A R T S T - Add WBL, SBL, SBR CMP Intersection (No Mitigation Required) - Restripe NB to 2L, 2T, 1R - Restripe SB to 2L, 2T - Add WBR - Add NBT, SBT, EBT,EBR - Add NBR, EBL, EBR - Add NBL, SBL, WBR - Restripe WB to 2L, 1TR, 1R - Add SBT - Add WBR - Add EBT, WBT - Add NBL, NBT - Add SBL, SBR - Add WBT #37: - Add WBR, EBR - Restripe SB to 2L, 2T, 2R - Restripe EB to 3L, 3T, 1R #38: - Add SBR #39: - Add NBR - Add WBT - Restripe WBT to WBTR - Add NB Free Right - Add SBL - Add WBL - Add NBT; Reconfigure NBTR to NBT - Add SBT; Reconfigure SBTR to SBT - Add EBT - Add WBR - Add WBR BALL RD WEST ST E LINCOLN AVE STATE COLLEGE BLVD NINTH ST HARBOR BLVD EUCLID ST SOUTH ST ANAHEIM BLVD WALNUT ST ORANGEWOOD AVE LEWIS ST CERRITOS AVE N WEST ST HASTER ST WAGNER AVE N HARBOR BLVD MAIN ST NT AVE ECKHOFF ST SUNKIST ST N RIO VISTA ST LVD N SUN GENE AUTRY WY DISNEY WY ANAHEIM WY HOWELL AVE DUPONT DR CONVENTION CERRITOS AVE KATELLA AVE N 12 6 1 8 5 20 26 19 22 2 30 37 18 ? l GARDEN GROVE ANAHEIM CLEMENTINE WEST ST FLORE ST SANTA ANA RIVER CAST PL 23 - Restripe NBR to NBT - Add 4th WBT - Add 2nd NBL - Restripe EBR to 4th EBT - Restripe WBR to 4th WBT - Add WBR DOUGLASS RD ---PAGE BREAK--- ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 97 7.5 CITY OF ORANGE IMPROVEMENTS 2015 Interim Year Analysis As identified in the 2015 traffic analysis, there are no intersections in the City of Orange that are significantly impacted by implementation of the proposed project. 2030 Analysis As set forth above in Table 7.6, the proposed project results in cumulative impacts to three intersections located within the City of Orange or shared intersections between Orange and Anaheim. The identified improvements are not included within the City of Orange development impact fee program. For this study, the fair-share calculations show that the Proposed Project contributes 4% to 14% of trips to Orange intersections. The Cities of Orange and Anaheim will need to enter into a cooperative agreement to determine the implementation of these improvements. The City of Anaheim does not have jurisdiction over the deficient circulation system components in the City of Orange. Nevertheless, the City shall fund appropriate fair-shares of the identified improvements. The City shall endeavor to work with the City of Orange in developing a joint fee program whereby cross-municipal boundary impacts can be mitigated by development that is occurring in the adjoining jurisdiction. However, because the City of Anaheim cannot guarantee that the City of Orange will cooperate in the development of such a fee program or utilize funds collected by the City of Anaheim for City of Orange impacts for the intended purpose of such funds, a Statement of Overriding Considerations will be developed for the deficient City of Orange intersections in the Environmental Documentation. Table 7.6: Potential 2030 Intersection Mitigation and Fair-share for Orange Facilities ID Intersection Jurisdiction 2030 With Project 2030 With Project (Mitigated) Proposed Mitigation Strategy Possible Mitigation Issues Fair-Share Percentage AM PM AM PM ICU LOS ICU LOS ICU LOS ICU LOS I - 39 State College Boulevard / Orangewood Avenue Anaheim/ Orange 0.91 E 0.97 E 0.88 D 0.90 D Add NBR and WBT Median, Corner business 4% I - 43 State College Boulevard / The City Drive / Chapman Avenue Orange 0.88 D 0.96 E 0.83 D 0.80 C Restripe WBT to WBTR Within ROW 14% I - 53 Orangewood Avenue / SR- 57 Southbound Ramps Orange 0.84 D 1.04 F 0.79 C 0.89 D Add WBL (Restripe) Within ROW 11% For ramp termini intersections within the City of Orange, the facilities identified in Table 7.7 would require improvements to ensure acceptable operations. However, as the City of Orange did not utilize the HCM methodology in their General Plan, the operational deficiencies described above were not addressed. As these locations operate at an acceptable LOS under the ICU analysis, they should be monitored to determine appropriate strategies toward improving flow through signal timing and coordination. The City of Anaheim does not have jurisdiction over the deficient circulation system components in the City of Orange, thus a Statement of Overriding Considerations will be developed for the deficient Orange locations in the Environmental Documentation. Should the City of Orange decide to improve ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 98 the operational capacity of any of the locations above, the City of Anaheim will be subject to a fair- share contribution towards the improvement cost. Table 7.7: Potential 2030 Ramp Termini Intersection Mitigation and Fair-Share for Orange Facilities ID Intersection 2030 With Project With Proposed Mitigation Fair- Share AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Proposed Mitigation Strategy Delay LOS Delay LOS Delay LOS Delay LOS I - 53 Orangewood Avenue / SR-57 Southbound Ramps 30.9 C 80.9 E 26.5 C 41.1 C Add WBL (Restripe)* 11% * Consistent with mitigation strategy under ICU analysis 7.6 FREEWAY FACILITY IMPROVEMENTS As identified in the 2015 traffic analysis, there are nine freeway ramps and three freeway mainline segments deficiencies under the 2015 No Project and 2015 With Project scenarios. For the 2030 traffic analysis, there are several additional freeway mainline and ramp deficiencies under the 2030 No Project and 2030 With Project scenarios. For the 2030 With Project scenario, the traffic volume on all freeway segments within the study area increases when compared with Existing Conditions. The future Proposed Project forecast volumes are generally consistent with the No Project scenario forecast volumes, with some segments and ramps experiencing a slight increase in the peak hour. Improvements beyond the planned system improvements will be required to maintain an acceptable LOS for the State Highway System. Potential improvement measures would include the addition of one, two, or three lanes to freeway mainline segments. However, capacity improvements to the freeway mainline are not feasible improvement options. The rationale is that Caltrans has not identified any further improvements through a Corridor Study beyond those already assumed in the buildout analysis for I-5 and the City has no control over State facilities. Additional capacity improvements are infeasible due to physical, right-of-way, and other environmental constraints. For example, the expansion of the identified freeway segments would involve significant right-of-way acquisition, which would involve either the acquisition of residences and/or businesses, or this would involve bringing the freeway facilities close to such residences and businesses. It is not a legal prerogative or policy of the City to support further freeway widening when such widening would have negative impacts on adjacent businesses and residences. State facilities located within the City have been significantly expanded over the past several years and City businesses and areas which were subject to an acquisition or which were located near acquisitions have not fully recovered from the acquisition activities. As an example, remnant residential and commercial parcels exist along I-5 at the Euclid Street exit. Other examples also exist. In addition, bringing State facilities closer to residences and businesses is also not a social or legal prerogative of the City. The City does not desire to further exacerbate these land use and air quality incompatibility issues by encouraging the expansion of freeway facilities adjacent to suburban-style tract houses. As a result of these policy prerogatives and identified constraints, the project is not expected to mitigate the freeway mainline segments to an acceptable LOS. As part of the Proposed Project approval and certification of the EIR, the City will develop a Statement of Overriding Considerations for the capacity improvements of freeway mainlines and freeway ramp facilities. Neither the State or any other agency, such as OCTA, currently has a program in place for construction of the mainline, ramp, and weaving segment improvements at the 2030 time horizon to ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 99 satisfy baseline congested conditions; nor is there currently any mechanism in place that would ensure that funds contributed to Caltrans or to the State to ameliorate impacts on freeway mainlines will be used for their intended purpose. In addition, because I-5 is exclusively controlled by the State, there is no mechanism by which the City can construct or guarantee the construction of any improvements to I-5. Thus, a Statement of Overriding Considerations will be developed for the deficient Caltrans facilities in the Environmental Documentation. Pursuant to Caltrans’ Guide for the Preparation of Traffic Impact Studies (2002), consultation between the City of Anaheim and Caltrans will be necessary to reach consensus on any potential operational improvement measures that can be implemented in the study area to assist in mitigation of traffic increases related to implementation of the Proposed Project. As identified in the 2015 traffic analysis, there are nine freeway ramps and three freeway mainline segment locations that are deficient under 2015 conditions. All these facilities are also deficient under the 2030 scenarios. Table 7.8 summarizes the proposed improvements for all deficient freeway facilities with either cumulative or project impacts. The shares have been computed per the methodology outlined in the Caltrans Guide for the Preparation of Traffic Impact Studies, as noted in Section 7.1. Appendix of the guidelines directs users to use a formula to calculate equitable share responsibility for the traffic impacts of proposed projects based on mainline traffic volumes for mainline segments and weaving sections and ramp volumes for ramp segments. The guidelines are not intended to establish a legal standard for determining equitable responsibility, but rather to provide a starting point for discussions with Caltrans to address the traffic mitigation and fair-share responsibilities. The project shares range from 0% to 83% for the following locations that are deficient under the 2030 With Project conditions that were acceptable under the 2030 No Project conditions:  I-5 Southbound On-Ramp from Disneyland Drive  I-5 Northbound between Brookhurst Street and Euclid Street  I-5 Northbound between Euclid Street and Lincoln Avenue  I-5 Northbound between Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp  I-5 Southbound between State College Boulevard/Chapman Avenue On-Ramp and SR-22 Connector Detailed mitigation worksheets for freeway ramps, mainline and weaving segments are included in Appendix E-6, Appendix F-6 and Appendix G-6. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 100 Table 7.8: Potential 2030 Freeway Facility Mitigation Strategies and Fair-Share Percentages ID Intersection 2030 With Project With Proposed Mitigation Impact Proposed Mitigation Strategy Fair- Share AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Freeway Ramp Location R-2 I-5 Northbound On-Ramp from State College Boulevard/Chapman Avenue 19.0 B > Capacity F 16.8 B > Capacity F Cumulative Add 1 mixed- flow lane 0% R-3 I-5 Northbound Off-Ramp to Anaheim Way/Katella Avenue* 22.5 C > Capacity F 18.7 B 41.0 E Cumulative Add 1 mixed- flow lane 23% R-4 I-5 Northbound On-Ramp from Anaheim Way/Orangewood Avenue 21.3 C > Capacity F 17.7 B > Capacity F Cumulative Add 1 mixed- flow lane 4% R-5 I-5 Northbound On-Ramp from Katella Avenue 22.4 C > Capacity F 18.1 B > Capacity F Cumulative Add 1 mixed- flow lane 15% R-6 I-5 Northbound HOV On-Ramp from Gene Autry Way 24.6 C 39.1 E 14.3 B 24.3 C Cumulative Add 1 mixed- flow lane 1% R-7 I-5 Northbound On-Ramp from Anaheim Boulevard 24.1 C > Capacity F 19.5 B > Capacity F Cumulative Add 1 mixed- flow lane 25% R-8 I-5 Northbound Off-Ramp to Harbor Boulevard 24.3 C > Capacity F 22 C 37.4 E Cumulative Add 1 mixed- flow lane 0% R-9 I-5 Northbound On-Ramp from Harbor Boulevard 21.1 C > Capacity F 19.3 B > Capacity F Cumulative Add 1 mixed- flow lane 29% R-10 I-5 Northbound On-Ramp from Ball Road 23.3 C > Capacity F 19 B > Capacity F Cumulative Add 1 mixed- flow lane 45% R-11 I-5 Northbound On-Ramp from Disneyland Drive 24.4 C > Capacity F 19.7 B > Capacity F Cumulative Add 1 mixed- flow lane 20% R-14 I-5 Southbound On-Ramp from Disneyland Drive 32.6 D > Capacity F 25.6 C 29.5 D Project Add 1 mixed- flow lane 0% R-21 I-5 Southbound On-Ramp from Katella Avenue 31.4 D > Capacity F 25.4 C 27.7 C Cumulative Add 1 mixed- flow lane 7% Freeway Mainline Segment F -2 I-5 Northbound b/w Brookhurst Street and Euclid Street 21.3 C 35.3 E 17.8 B 29.4 D Project Add 1 mixed- flow lane 35% F -3 I-5 Northbound b/w Euclid Street and Lincoln Avenue 21.3 C 36.7 E 17.8 B 30.5 D Project Add 1 mixed- flow lane 28% F - 4 I-5 Northbound b/w Lincoln Avenue and Harbor Boulevard 21.9 C 41.8 E 18.2 C 34.8 D Cumulative Add 1 mixed- flow lane 17% F - 5 I-5 Northbound b/w Harbor Boulevard and Katella Avenue 19.6 C 39.8 E 16.3 B 33.1 D Cumulative Add 1 mixed- flow lane 12% F - 6 I-5 Northbound b/w Katella Avenue and State College Boulevard 19.7 C 43.0 E 16.4 B 35.8 E Cumulative Add 1 mixed- flow lane 10% F - 7 I-5 Northbound b/w State College Boulevard and SR-22 19.1 C 39.0 E 16.4 B 33.4 D Cumulative Add 1 mixed- flow lane 10% F - 3 I-5 Southbound b/w Euclid Street and Lincoln Avenue 38.3 E 37.5 E 30.6 D 30.0 D Cumulative Add 1 mixed- flow lane 1% ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 101 Table 7.8: Potential 2030 Freeway Facility Mitigation Strategies and Fair-Share Percentages, Continued ID Intersection 2030 With Project With Proposed Mitigation Impact Proposed Mitigation Strategy Fair- Share AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Freeway Weaving Segment W - 3 I-5 Northbound b/w Lincoln Avenue On-Ramp and Euclid Street Off-Ramp 21.9 B 39.1 E 18.2 B 32.4 D Cumulative Add 1 mixed- flow lane 28% W - 4 I-5 Northbound b/w Disneyland Drive On-Ramp and Lincoln Avenue Off-Ramp 23.0 B > Capacity F 19.1 B 38.1 E Cumulative Add 1 mixed- flow lane 17% W - 5 I-5 Southbound b/w Disneyland Drive On-Ramp and Harbor Boulevard Off-Ramp 32.9 D 38.7 E 27.4 C 32.2 C Project Add 1 mixed- flow lane 83% W - 6 I-5 Northbound b/w Anaheim Boulevard On-Ramp and Harbor Boulevard Off-Ramp 22.6 B > Capacity F 18.9 B > Capacity F Cumulative Add 1 mixed- flow lane 12% W - 7 I-5 Northbound b/w State College Boulevard On-Ramp and Katella Avenue Off-Ramp 21.1 B > Capacity F 17.7 B > Capacity F Cumulative Add 1 mixed- flow lane 10% I-5 Southbound b/w Katella Avenue On-Ramp and State College Boulevard Off-Ramp 31.7 C 36.7 E 26.4 B 30.6 C Cumulative Add 1 mixed- flow lane 0% W - 8 I-5 Northbound b/w SR-22 Connector and Chapman Avenue Off-Ramp 24.6 C > Capacity F 21.4 B > Capacity F Cumulative Add 1 mixed- flow lane 10% I-5 Southbound b/w State College Boulevard / Chapman Avenue On-Ramp and SR-22 Connector 36.0 E 36.1 E 30.2 C 31.0 C Project Add 1 mixed- flow lane 47% The traffic on the State Highway System is regional in nature and the deficiencies are the result of expected regional growth. Caltrans has not entered into an agreement with the City and Caltrans has not adopted a program by which Caltrans can ensure that developer fair-share contributions will assist in the funding of potential capacity or operational improvements on the study area’s State Highway System. Because I-5 is at its Conceptual Buildout, there is no guarantee that impact fees from the Proposed Project will be dedicated to the improvements of the study area’s State Highway System. Standard capacity improvements, through the addition of one or more lanes on the freeway ramps, will not necessarily result in acceptable ramp operations for ramps that are forecast to operate deficiently. The density of the ramps is influenced by both the mainline and ramp volume, therefore, the traffic on the mainline must be reduced or the capacity of the mainline facility must be enhanced through the addition of an auxiliary lane to improve freeway ramp performance. The weaving analysis revealed that several weaving areas operate at deficient levels of service under 2030 With and No Project conditions as a result of high mainline forecast volumes and cumulative growth. Potential improvements include the implementation of an auxiliary lane within the weaving area to improve operations although this does not satisfy the capacity needs of the corresponding and adjacent mainline segment. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 102 7.7 MITIGATION MEASURES In order to address the proposed measures in the previous sections, a series of mitigation measures will be drafted and incorporated into the SEIR. These mitigation measures, once finalized, will apply to any owner or developer of real property within the boundaries of the ARSP. This section will generally describe the mitigation measures that will be developed for the SEIR in regards to transportation and traffic. Project Level Traffic Impact Analysis The mitigation measures previously identified are developed at a program level, which considers the complete buildout of the ARSP, as well as the Platinum Triangle Master Land Use Plan and the General Plans for Anaheim and the City of Orange. It is expected that development will occur over a large period of time throughout the study area. Therefore, for any development expected to generate a significant number of trips, a project level traffic study shall be required. This study is intended to ensure that appropriate transportation improvements are built as necessary. 1. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, property owner/developers shall prepare traffic improvement phasing analyses to identify when the improvements identified in this traffic analysis shall be designed and constructed. 2. Prior to Final Building and Zoning Inspection, the property owner/developer shall implement traffic improvements as identified in the project traffic study required by Mitigation Measure 1 to maintain satisfactory levels of service as defined by the City’s General Plan, based on thresholds of significance, performance standards, and methodologies established by the Orange County Congestion Management Program and the City of Anaheim Traffic Study Guidelines. The improvement phasing analyses will specify the timing, funding, construction, and fair-share responsibilities for all traffic improvements necessary to maintain satisfactory levels of service within the City of Anaheim and surrounding jurisdictions. The property owner/developer shall construct, bond for or enter into a funding agreement for necessary circulation system improvements, as determined by the City Traffic and Transportation Manager, unless alternative funding sources have been identified. 3. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, property owners/developers will analyze to determine when the intersection improvements shall be constructed, subject to the conditions identified in Mitigation Measure 1. 4. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, the following actions shall be taken in cooperation with the City of Orange: ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 103 a. The traffic improvement phasing analysis shall identify any impacts created by the project on facilities within the City of Orange. The fair-share percentage responsibility for mitigating these impacts shall be calculated in this analysis. b. The City of Anaheim shall estimate the cost of the project’s fair-share responsibility in cooperation with the City of Orange. c. The Proposed Project shall pay the City of Anaheim the fair-share cost prior to issuance of a building permit. The City of Anaheim shall hold the amount received in trust, and then, once a mutually agreed upon joint program is executed by both cities, the City of Anaheim shall allocate the fair-share contribution to traffic mitigation programs that result in improved traffic flow at the impacted locations, via an agreement mutually acceptable to both cities. 5. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, and assuming that a regional transportation agency has not already programmed and funded the warranted improvements to the impacted freeway mainline or freeway ramp locations, property owners/developers and the City will take the following actions in cooperation with Caltrans: a. The traffic study will identify the project’s proportionate impact on the specific freeway mainline and/or freeway ramp locations and its fair-share percentage responsibility for mitigating these impacts based on thresholds of significance, performance standards, and methodologies established in the Orange County Congestion Management Program and the City of Anaheim Traffic Study Guidelines. b. The City shall estimate the cost of the project’s fair-share responsibility in cooperation with Caltrans. 6. Prior to the approval of the final subdivision map or issuance of a Building Permit, whichever occurs first, the property owner/developer shall pay the identified fair-share responsibility as determined by the City as set forth in Mitigation Measure 4. The City shall allocate the property owners/developers fair-share contribution to traffic mitigation programs that result in improved traffic flow on the impacted mainline and ramp locations, via an agreement mutually acceptable to Caltrans and the City. 7. Prior to approval of the first final subdivision map or issuance of the first building permit, whichever occurs first, the property owner/developer shall irrevocably offer for dedication (with subordination of easements), including necessary construction easements, the ultimate arterial highway right(s)-of-way adjacent to their property as shown in the Circulation Element of the Anaheim General Plan. Transportation Fee Program Any development in the City of Anaheim is required to pay transportation impact fees per the Anaheim Municipal Code. These fees go towards the funding of the implementation of improvements ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 104 addressed by the City of Anaheim Circulation Element. Nearly all of the recommended improvements to impacted intersections fall under the Platinum Triangle CFD, which will fund infrastructure improvements throughout the Platinum Triangle. As set forth below, the City shall sufficiently fund required Project related improvements. 8. Prior to issuance of the first building permit for each building, the property owner/developer shall pay the appropriate Traffic Signal Assessment Fees and Traffic Impact and Improvement Fees to the City of Anaheim in amounts determined by the City Council Resolution in effect at the time of issuance of the building permit with credit given for City- authorized improvements provided by the property owner/developer; and participate in all applicable reimbursement or benefit districts which have been established. 9. Subsequent to the certification of the FEIR, and prior to the approval of the first Final Site Plan, if the costs of the identified improvements in this traffic study cannot be covered by the total funding allocation under the existing City fee programs and funding sources, an update of the existing City traffic fee program or other fee programs shall be developed by the City of Anaheim to ensure completion of the recommended improvements. Transportation Demand Management (TDM) Program Established as an air quality measure, the Transportation Demand Management (TDM) program objectives are to increase ridesharing and use of alternative modes of transportation by employees, provide a menu of commute alternatives for employees to reduce project-generated trips, and to conduct an annual commuter survey to ascertain project trip generation, trip origin, and average vehicle ridership. Projects with over 250 employees are required to submit annual commuter surveys to the Air Quality Management District. The TDM program is coordinated with the Anaheim Transportation Network (ATN), as all projects requiring a TDM also are required to join ATN. The TDM program will consist of program strategies and elements designed to reduce overall vehicle usage. Each property owner/developer requiring a TDM will work with ATN to develop an approved menu of TDM strategies and elements for both existing and future employee’s commute options. These strategies and elements will be in effect from the first final building and zoning inspection, and will be in effect throughout the project operation. A menu of TDM program strategies and elements will include, but not be limited to, any of the items listed below. 10. Prior to the first final building and zoning inspection for each building, the property owner shall record a covenant on the property requiring that ongoing during project implementation, the property owner/developer shall implement and administer a comprehensive Transportation Demand Management (TDM) program for all employees. The form of the covenant shall be approved by the City Attorney’s Office. Objectives of the TDM program shall be:  Increase ridesharing and use of alternative transportation modes by guests.  Provide a menu of commute alternatives for employees to reduce project-generated trips.  Conduct an annual commuter survey to ascertain trip generation, trip origin, and Average Vehicle Ridership. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 105 11. Prior to the first final building and zoning inspection for each building, the property owner/developer shall provide to the City of Anaheim Public Works Department for review and approval a menu of TDM program strategies and elements for both existing and future employees’ commute options, to include, but not be limited to, the list below. The property owner/developer shall also record a covenant on the property requiring that the approved TDM strategies and elements be implemented ongoing during project operation. The form of the covenant shall be approved by the City Attorney’s Office prior to recordation. Every property owner and/or lessee shall designate an on-site contact that will be responsible for coordinating with the ATN and implementing all trip mitigation measures. The on-site coordinator shall be the one point of contact representing the project with the ATN. The TDM requirements shall be included in the lease or other agreement with all of the project participants.  On-site services. Provide, as feasible and permitted, on-site services such as food, retail, and other services.  Ridesharing. Develop a commuter listing of all employee members for the purpose of providing a “matching” of employees with other employees who live in the same geographic areas and who could rideshare.  Vanpooling. Develop a commuter listing of all employees for the purpose of matching numbers of employees who live in geographic proximity to one another and could comprise a vanpool or participate in the existing vanpool programs.  Transit Pass. Promote Orange County Transportation Authority (including commuter rail) passes through financial assistance and on-site sales to encourage employees to use the various transit and bus services from throughout the region.  Shuttle Service. Generate a commuter listing of all employees living in proximity to the project, and offer a local shuttle program to encourage employees to travel to work by means other than the automobile.  Bicycling. Develop a Bicycling Program to offer a bicycling alternative to employees. Secure bicycle racks, lockers, and showers should be provided as part of this program. Maps of bicycle routes throughout the area should be provided to inform potential bicyclists of these options.  Guaranteed Ride Home Program. Develop a program to provide employees who rideshare, or use transit or other means of commuting to work, with a prearranged ride home in a taxi, rental car, shuttle, or other vehicle, in the event of emergencies during the work shift.  Target Reduction of Longest Commute Trip. Promote an incentive program for ridesharing and other alternative transportation modes to put highest priority on reduction of longest employee commute trips.  Work Shifts. Stagger work shifts.  Compressed Work Week. Develop a “compressed work week” program, which provides for fewer work days but longer daily shifts as an option for employees. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 106  Telecommuting. Explore the possibility of a “telecommuting” program that would link some employees via electronic means computer with modem).  Parking Management. Develop a parking management program that provides incentives to those who rideshare or use transit means other than single-occupant auto to travel to work.  Access. Provide preferential access to high occupancy vehicles and shuttles.  Financial Incentive for Ridesharing and/or Public Transit. Offer employees financial incentives for ridesharing or using public transportation. Currently, federal law provides tax-free status for up to $65 per month per employee contributions to employees who vanpool or use public transit including commuter rail and/or express bus pools.  Financial Incentive for Bicycling. Offer employees financial incentives for bicycling to work.  Special “Premium” for the Participation and Promotion of Trip Reduction. Offer ticket/passes to special events, vacation, etc. to employees who recruit other employees for vanpool, carpool, or other trip reduction programs.  Incentive Programs. Design incentive programs for carpooling and other alternative transportation modes so as to put highest priority on reduction of longest commute trips. 12. Prior to the issuance of grading permits, the property owner/developer shall provide to the City of Anaheim Public Works Department a plan to coordinate rideshare services for construction employees with the Anaheim Transportation Network (ATN) for review and a approval and shall implement ATN recommendations to the extent feasible. 13. Prior to the issuance of each building permit for hotel development that exceeds a density of 100 rooms per gross acre within the Commercial Recreation (C-R) District (Development Area 1) with the Convention Center (CC) Medium density category, the property owner shall record a covenant on the property requiring that ongoing during project implementation, the property owner/developer shall implement TDM measures sufficient to reduce the actual trip generation from the development to no more than the trips assumed by the City’s traffic model. The form of the covenant shall be approved by the City Attorney’s Office. 14. Ongoing during construction, if the Anaheim Police Department or the Anaheim Traffic Management Center (TMC) personnel are required to provide temporary traffic control services, the property owner/developer shall reimburse the City, on a fair-share basis, if applicable, for reasonable costs associated with such services. Participation in the Anaheim Transportation Network Each building with office and/or commercial uses shall join and financially participate in the ATN in conjunction with the on-going operation of the project. Every property owner and/or lessee shall be a voting member of the ATN, subject to the terms and provisions of the by-laws and association rules of the ATN. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 107 For all projects that are required to be ATN members, every property owner and/or lessee shall participate in ATN coordinated transportation demand management efforts designed to decrease traffic congestion and increase ridesharing. This is described in more detail in the next section. For all projects that are required to be ATN members, every property owner and/or lessee shall financially participate in the operation of a clean fuel shuttle system, if established. It is envisioned that a shuttle service will ultimately be established through this program which shall connect these employment centers with ARTIC. For all projects that are required to be ATN members, every property owner and/or lessee shall designate an on-site contact who shall be responsible for coordinating with the ATN and implementing all trip reduction mitigation measures. This requirement shall be included in the lease or other agreement with all of the project participants. Documentation indicating compliance shall be included in the annual monitoring report ongoing during project operation. The specific mitigation measure with respect to the ATN is as follows: 15. Prior to the first final building and zoning inspection, for each building, the property owner/developer shall join and financially participate in a clean fuel shuttle program, such as the Anaheim Resort Transit system, and shall participate in the Anaheim Transportation Network in conjunction with the on-going operation of the project. The property owner shall also record a covenant on the property that requires participation in the program during project operation. The form of the covenant shall be approved by the City Attorney’s Office prior to recordation. Orange County Transportation Authority (OCTA) Bus Stops Locating a bus stop on the far side of an intersection is preferred as it provides the least impact to traffic flow. But sometimes, the far side location is not feasible due to physical constraints or other mitigating circumstances. In certain instances, a bus turnout may be preferred as well. Bus turnouts should be carefully placed, as when they are too close to an intersection, they serve to actually increase pedestrian crossing time, which negatively affect traffic signal timing as well. Also, buses can have great difficulty leaving a bus turnout on congested streets resulting in poor transit service levels. Property owners will be required to upgrade any adjacent bus stops to meet the minimum standard requirements as set for by the City of Anaheim and the Orange County Transportation Authority (OCTA). The specific mitigation measure with respect to bus stop(s) is as follows: 16. Prior to the approval of a Final Site Plan, the property owner/developer shall meet with the Traffic and Transportation Manager to determine whether a bus stop(s) is required to be placed adjacent to the property. If a bus stop(s) is required, it shall be placed in a location that least impacts traffic flow and may be designed as a bus turnout or a far side bus stop as required by the Traffic and Transportation Manager and per the approval of the Orange County Transportation Authority (OCTA). ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 108 Ordinance No. 5454 Traffic Related Measures The following conditions are specific traffic conditions required under Ordinance 5454 that relate to all development activity within the ARSP area. 17. Prior to the recordation of a subdivision map or issuance of the first building permit, whichever occurs first, in the event that a parcel is subdivided and there is a need for common on-site circulation and/or parking, an unsubordinated covenant providing for reciprocal access and/or parking, as appropriate, approved by the Planning Director or Planning Services Manager, shall be recorded with the Office of the Orange County Recorder. A copy of the recorded covenant shall then be submitted to the Planning Division of the Planning Department. If the reciprocal access is across parcel lines or if public rights of way are required for reciprocal access, then Public Works approval would be required. (Ordinance 5454 Measure 30) 18. Prior to the issuance of a building permit, the location of any proposed gates across a driveway shall be subject to the review and approval of the City Traffic and Transportation Manager. Gates shall not be installed across any driveway in a manner which may adversely affect vehicular traffic on the adjacent public streets and that installation of any gates shall conform to the current version of Engineering Standard Detail 475. (Ordinance 5454 Measure 34) 19. Prior to the issuance of a building permit, buildings plans shall indicate that all driveways shall be constructed with a minimum fifteen (15) foot radius curb returns as required by the City Engineer, unless otherwise approved by the City Engineer. (Ordinance 5454 Measure 35) 20. Prior to the issuance of a building permit or final map approval, whichever comes first, security in the form of a bond, certificate of deposit, letter of credit, completion guarantee, or cash, in an amount and form satisfactory to the City of Anaheim, shall be posted with the City to guarantee the satisfactory completion of all engineering requirements of the City of Anaheim, including preparation of improvement plans and installation of all improvements, such as curbs and gutters, sidewalks, water facilities, street grading and pavement, sewer and drainage facilities and other appurtenant work, as required by the City Engineer and in accordance with the specifications on file in the office of the City Engineer, as may be modified by the City Engineer. Installation of the said improvements shall occur prior to final building and zoning inspections. (Ordinance 5454 Measure 36) 7.8 UNAVOIDABLE IMPACTS AND STATEMENT OF OVERRIDING CONSIDERATIONS Although every effort was made through site analyses and aerial imagery evaluation to ensure that all recommended improvements are physically feasible, there are improvements identified in this study that may not be feasible due to high project cost, the inability to undertake right-of-way acquisitions as a matter of policy to preserve existing businesses, environmental constraints, or jurisdictional considerations. For these improvements, including several intersections in the City of Anaheim, all intersections and arterial segments in the City of Orange, and all Caltrans facilities, including freeway ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 109 ramps, mainline segments, and weaving segments, a Statement of Overriding Considerations will document why a particular improvement is infeasible as mitigation. With implementation of the improvements presented in Table 7.9, the significant project related or cumulative impacts associated with the Proposed Project would be fully mitigated. However, inasmuch as the primary responsibility for approving and/or completing certain improvements located outside of Anaheim lies with agencies other than the City of Anaheim City of Orange and Caltrans), there is the potential that significant impacts may not be fully mitigated if such improvements are not completed for reasons beyond the City of Anaheim’s control the City of Anaheim cannot undertake or require improvements outside of Anaheim’s jurisdiction or the City cannot construct improvements in the Caltrans right-of-way without Caltrans Approval). Should that occur, the Project’s traffic impact would remain significant. Table 7.9 presents all mitigation strategies identified through analysis of the Proposed Project traffic impacts. Locations that are expected to be overridden in the Environmental Document due to being infeasible or not within Anaheim’s jurisdiction, are noted in the table and discussed in the subsequent pages of this section. City of Anaheim Intersections The following City of Anaheim intersection improvements are likely not feasible due to right-of-way or other constraints.  Intersection I-1: Euclid Street / Katella Avenue — Restripe northbound right turn lane to northbound through/right turn lane, add 400 foot long northbound departure lane by widening Euclid Street The improvement at Euclid Street and Katella Avenue is infeasible due to the presence of a large number of existing and newly constructed businesses including a recently rebuilt mini-mall on the northeast corner of the intersection, which support economic development for the City of Anaheim. The potential right-of-way required for receiving lane on the northeast corner of the intersection would significantly impact the business and parking on the east side of Euclid Street, north of Katella Avenue. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 110 Table 7.9: Project Mitigation Strategies ID Location Jurisdiction Impact Mitigation Strategy Comments Intersections I - 1 Euclid Street / Katella Avenue Anaheim Project Restripe NBR to NBTR, add 400’ NB departure lane (widen) Infeasible I - 2 Ninth Street / Katella Avenue Anaheim Project Add 2nd NBL (Restripe #1 SB lane) I - 5 Disneyland Drive / Ball Road Anaheim Project Add NBL: Restripe NB to 2L, 2T, 1R and SB to 2L, 2T; Remove Split Phase Infeasible I - 6 Disneyland Drive / West Street / Katella Avenue Anaheim Project Restripe EBR to EBT, Restripe WBR to WBT and add 4th WB lane to the Simba parking lot entrance Infeasible I - 8 Harbor Boulevard / Ball Road Anaheim Project Add NBT, SBT, EBT, EBR Infeasible I - 18 Anaheim Boulevard / Ball Road* Anaheim Project Add NBR, EBL, EBR I - 19 Anaheim Boulevard / Cerritos Avenue Anaheim Project Add NBL, SBL, WBR, Restripe WB approach to 2L, 1TR, 1R I - 20 Anaheim Boulevard / I-5 Northbound Ramps Anaheim Project Add SBT (in median) I - 22 Anaheim Boulevard / Haster Street / Katella Avenue Anaheim Project Add WBR Infeasible I - 23 Haster Street / Gene Autry Way Anaheim Project Add WBL, SBL, SBR I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue Anaheim Project Add EBT, WBT I - 29 Lewis Street / Cerritos Avenue Anaheim Project Add WBR I - 30 Lewis Street / Katella Avenue* Anaheim Project Add NBL, NBT, SBL, SBR, WBT; Restripe SB to 2L, 1T, 1TR, 1R I - 37 State College Boulevard / Katella Avenue** Anaheim Project Add WBR, EBR; Restripe SB to 2L, 2T, 2R; EB to 3L, 3T, 1R Partial Infeasible I - 38 State College Boulevard / Gene Autry Way Anaheim Project Add SBR I - 39 State College Boulevard / Orangewood Avenue Anaheim/ Orange Project Add NBR and WBT Infeasible I - 43 State College Boulevard / The City Drive / Chapman Avenue Orange Project Restripe WBT to WBTR Outside City’s Jurisdiction I - 45 Howell Avenue / Katella Avenue Anaheim Project Add WBR I - 46 Rampart Street / Orangewood Avenue Anaheim Project Add NB Free Right, Add SBL I - 53 Orangewood Avenue / SR-57 Southbound Ramps Orange Project Add WBL (Restripe) Outside City’s Jurisdiction I - 55 Douglass Road / Katella Avenue Anaheim Project Add NBT and SBT; Reconfigure NBTR to NBT, Reconfigure SBTR to SBT; Add EBT and WBT Arterial Segments A-35 Katella Avenue between Disneyland Drive and Hotel Way*** Anaheim Project Upgrade to 8-lane arterial A-36 Katella Avenue between Hotel Way and Harbor Boulevard*** Anaheim Project Upgrade to 8-lane arterial A-37 Katella Avenue between Harbor Boulevard and Clementine St Anaheim Project Upgrade to 8-lane arterial A-38 Katella Avenue between Clementine Street and Anaheim Boulevard*** Anaheim Project Upgrade to 8-lane arterial A-39 Katella Avenue between Anaheim Boulevard and Manchester Avenue*** Anaheim Project Upgrade to 8-lane arterial A-40a Katella Avenue between Manchester Avenue and Anaheim Way Anaheim Project Upgrade to 8-lane Stadium Ramp Termini Intersections I - 20 Anaheim Boulevard / I-5 Northbound Ramps**** Anaheim Project Add 4th SBT I - 25 Manchester Avenue (I-5 Southbound Ramps) / Katella Avenue Anaheim Project Add 4th EBT, Add 5th WBT I - 26 Anaheim Way (I-5 Northbound Ramps) / Katella Avenue**** Anaheim Project Add 4th EBT, Add 5th WBT I - 53 Orangewood Avenue / SR-57 Southbound Ramps**** Orange Project Add WBL (Restripe) Outside City’s Jurisdiction * Intersection deficient in 2015 but no project related significant impact. The improvements from 2030 should be expedited to 2015 at these locations for the intersection to operate at an acceptable LOS in 2015 with the exception of the improvement at Katella Avenue and Lewis Street, which is infeasible in 2015. Override recommended for restriping one EBT to EBL only Arterial Segment deficient in 2015 Intersection identified as deficient under both ICU and HCM analysis. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 111  Intersection I-5: Disneyland Drive / Ball Road — Add northbound left: Restripe northbound to two left turn lanes, two through lanes and one right turn lane and restripe southbound to two left turn lanes and two through lanes; Remove Split Phase The improvement is infeasible due to the presence of a large number of Anaheim Resort supportive land uses that contribute to the economic development of the City. In order to accommodate the proposed improvement, the intersection would likely need to be expanded, potentially impacting the HOV ramp overpass to the Disneyland Resort. Both the City and Disney have invested heavily in supporting The Anaheim Resort and altering the street system in the area would be a cost prohibitive undertaking and disruptive to the effective operation of The Anaheim Resort.  Intersection I-6: Disneyland Drive / West Street / Katella Avenue — Restripe westbound right turn to westbound through lane and add fourth westbound lane to the Simba parking lot entrance The improvement is infeasible due to the presence of a large number of immediately adjacent Anaheim Resort supportive land uses that contribute to the economic development of the City. This access to the Disneyland Resort has been significantly reconfigured in recent years to accommodate new development at the park and adjacent parking areas. The addition of lane capacity at this intersection would require substantial right-of-way and affect the attractive gateway that the Disneyland Resort has created through extensive landscaping.  Intersection I-8: Harbor Boulevard / Ball Road — Add northbound through lane, southbound through lane, eastbound through lane, and eastbound right turn lane The improvement is infeasible due to the presence of a large number of immediately adjacent Anaheim Resort supportive land uses that contribute to the economic development of the City. To accommodate the proposed improvements, the intersection would have to be substantially expanded impacting the right-of-way of several hotel buildings including the Days Inn Suites and Hotel Menage. Altering the street system in the area would be a cost prohibitive undertaking and disruptive to the effective operation of The Anaheim Resort.  Intersection I-22: Anaheim Boulevard / Haster Street / Katella Avenue — Add westbound right turn lane The City has invested heavily in supporting development in The Anaheim Resort and reconfiguring an intersection in this area would be disruptive to those goals. This improvement also serves a turning movement that could be considered redundant, as most of the vehicles using this movement would be better served using Anaheim Way to the east to access Anaheim Boulevard.  Intersection I-37: State College Boulevard / Katella Avenue — Restripe eastbound to three left turn lanes, three through lanes, and one right turn lane This proposed restripe will reduce the number of through lanes on eastbound Katella Avenue from four lanes to three lanes. This proposed change will negatively affect signal coordination and timing for both streets. Katella Avenue is identified as an eight lane smart street by OCTA. All through lanes must be kept to ensure the higher capacities envisioned by OCTA on its smart street corridors. To add a third eastbound left turn lane without removing a through lane will significantly impact a recently developed residential mixed-use development on the northwest corner and a gas station on the southwest corner. This widening will also make Katella Avenue ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 112 difficult for pedestrians to cross, as with this improvement, pedestrian traffic would have to cross 12 lanes.  Intersection I-39: State College Boulevard / Orangewood Avenue — Add northbound right turn lane and westbound through lane The improvement is infeasible due to the presence of a large number of immediately adjacent existing structures, including several high-density office buildings within close proximity to the public right of way. Additionally, State College Boulevard is a designated bus rapid transit corridor. Improvements to the circulation system in this area should be consistent with the goals of promoting transit use and limiting increased auto trips to this area. All of these intersections have a project related impact under the 2030 With Project scenario. As set forth above, there are numerous physical constraints associated with the proposed improvements, including private properties, extensive circulation landscaping and mature trees, and a variety of hotels and other businesses that would likely be impacted. These physical constraints limit the ability to ensure that the improvements necessary to mitigate the project impacts at these locations can be mitigated to less than significant levels. City of Orange Facilities The following intersections within the City of Orange have a project related impact under the 2030 With Project scenario. As noted, there are physical constraints associated with the proposed improvements, including impacts to private properties, including businesses and residences, and natural impediments such as the Santa Ana River. These physical constraints limit the ability to ensure that the improvements necessary to mitigate the project traffic impacts at these locations can be mitigated to level of less than significant. Since the City of Anaheim does not control the improvements that the City of Orange chooses to implement in their city, the City of Anaheim will need to enter into or amend an existing an agreement with Orange to contribute a fair-share to the improvements identified within the City of Orange. This fair-share would reflect an appropriate nexus between the additional traffic caused by the Proposed Project and the regional traffic contributing to future deficiencies in Orange. Intersections that are shared between the Cities of Anaheim and Orange will be dealt with in the same fashion.  Intersection I-39: State College Boulevard / Orangewood Avenue (shared intersection between Anaheim and Orange) — Add northbound right and westbound through lanes As identified above, this improvement would significantly impact the high-density office buildings at the southeast and northwest corners of the intersection. It should be noted that these mitigation measures do not impact any area within the City of Orange.  Intersection I-43: State College Boulevard / The City Drive / Chapman Avenue — Restripe westbound through to shared westbound through-right Since the westbound right turn does not have an overlap right turn phase, implementation of this mitigation strategy will not have an adverse impact.  Intersection I-53: Orangewood Avenue / SR-57 Southbound Ramps — Restripe intersection to add westbound left The existing curb lines up with the curb of the new bridge that will cross the Santa Ana River. The number 1 lane will become a left turn lane at this intersection, leaving two through lanes ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 113 without an offset. Only signal loops, striping, and timing changes are required at this intersection, and there are no impacts to right of way. The City of Anaheim will continue to work with the City of Orange to develop the most appropriate strategy toward improving the locations impacted by the proposed project. Caltrans Mainline Segments, Ramps, and Weaving Segments State highway facilities within the study area are not within the jurisdiction of the City of Anaheim. Rather, those improvements are planned, funded, and constructed by the State of California through a legislative and political process involving the State Legislature; the California Transportation Commission (CTC); the California Business, Transportation, and Housing Agency; the California Department of Transportation (Caltrans); and OCTA. In California, most State Highway System improvements are programmed through two documents, the State Transportation Improvement Program (STIP) or the State Highway Operation and Protection Program (SHOPP). State and federal fuel taxes generate most of the funds used to pay for these improvements. Funds expected to be available for transportation improvements are identified through a Fund Estimate prepared by Caltrans and adopted by the CTC. These funds, along with other fund sources, are deposited in the State Highway Account to be programmed and allocated to specific project improvements in both the STIP and SHOPP by the CTC. The STIP is developed from Regional Transportation Improvement Programs (RTIPs) proposed by Regional Transportation Planning Agencies (RTPAs/MPOs) throughout California and the Interregional Transportation Improvement Program (ITIP) proposed by Caltrans. Of the funds made available by the CTC for the STIP, 25 percent is made available for Caltrans to propose expansion and capacity-enhancing improvements on the statutorily designated Interregional Road System while 75 percent of the funds are made available to the RTPAs/MPOs to propose all types of improvements on all other State Highway System Roads, other non-State highway roads eligible to use federal funds, and on the Interregional Road System. Transportation funds generally come from a variety of sources including National Highway System funds; State fuel taxes; federal fuel taxes; sales taxes on fuel; truck weight fees; roadway and bridge tolls; user fares; local sales tax measures; development fees, where applicable; bond revenues; and State and local general and matching funds. Improvements to State Highway Systems are deemed to be matters of federal, State, regional, and local concern. On the federal level, the City, through its Congressional delegation, has aggressively sought federal monies for regional roadway improvements. Within the study area, relatively recent projects have provided improvements to the freeway facilities. Interstate 5 within the study area was widened in the late 1990’s under the OCTA Measure M. Additionally, the I-5, SR-57, SR-22 interchange to the south of the study area was recently upgraded to improve flow on all facilities. The State Highway System I-5 freeway and ramps that are cumulatively deficient under 2030 conditions are at their recommended buildout, according to the Route Concept Report (RCR) for the Interstate 5 facility approved by Caltrans in 2000. On I-5, the RCR identifies a concept facility of eight general-purpose lanes and two high occupancy vehicle (HOV) lanes for the segment between the SR-22/57 interchange, south of the study area, to SR-91, north of the study area. For improvements to the Caltrans facilities, the City of Anaheim, lead agency for this project, will have to decide whether changes, alterations, or mitigation measures are within the responsibility ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 114 and jurisdiction of another public agency such as Caltrans and not the City of Anaheim. It must determine if such changes have been adopted by such other agency or can and should be adopted by such other agency and/or whether any further mitigation to the impacted State Highway System are feasible, and if not, whether specific overriding economic, legal, social, technological, or other benefits of the project outweigh the unavoidable cumulative traffic impacts caused by the project. The City of Anaheim has already taken steps to alleviate some of the impacts of increased development within the study area and other fast developing areas of the City of Anaheim such as the Platinum Triangle. The Gene Autry Way Extension Project and recent capacity improvements to State College Boulevard and Katella Avenue are just some of the examples of the City of Anaheim’s commitment to an effective circulation system within the City. The City of Anaheim has an existing traffic fee program that outlines its strategy toward implementing many of the improvements necessitated by increased development in the study area and a Community Facilities District for improvements required within the Platinum Triangle. With completion of the improvements described in the mitigation, the significant impacts associated with the Proposed Project would be fully mitigated with the exception of the intersections identified above in the Cities of Anaheim and Orange and the improvements to State highway facilities. However, inasmuch as the primary responsibility for approving and/or completing certain improvements located outside of Anaheim lies with agencies other than the City of Anaheim City of Orange and Caltrans); there is the potential that significant impacts may not be fully mitigated if such improvements are not completed for reasons beyond the City of Anaheim’s control. Should that occur, the Project’s traffic impact would remain significant. The City is committed to working with the City of Orange and Caltrans to identify the most appropriate improvement strategies for their facilities and acknowledges the fair-share cost of improvements to those facilities, however, the City of Orange and Caltrans have full jurisdiction toward implementing the identified improvements under their jurisdiction. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 115 8.0 CONCLUSION PROJECT RELATED TRAFFIC IMPACTS AND MITIGATION STRATEGIES 2015 Interim Year Impacts Based on the analysis, it is observed that there are no required intersection improvements required under the 2015 Interim Year conditions. There are five arterial segments that will need to be improved to the General Plan buildout configuration by 2015. 2030 Impacts Intersection Impacts The study determined that 21 intersections are significantly impacted by the 2030 buildout of the With Project scenario. Improvements have been proposed for all 21 locations and with the implementation of the mitigation strategies, all intersections within the study area operate at an acceptable LOS. However, seven of the intersection improvements within the City of Anaheim may not be feasible due to potential constraints and will be included in a Statement of Overriding Considerations for the Proposed Project. The Statement of Overriding Considerations will also apply to the three intersections identified as deficient within the City of Orange under the ICU analysis methodology. Arterial Segment Impacts Based on the analysis, it is observed that there is one required arterial segment improvements in the City of Anaheim. Caltrans Intersection Impacts Four Caltrans ramp termini intersection deficiencies were identified through peak hour analysis. Of the four locations, three were also identified by the ICU analysis as deficient. Proposed improvements have been compared to those strategies identified through the ICU analysis and improvements applied to both the types of analyses. Additional mitigation strategies have been proposed for the location identified only through the HCM analysis where a project related impact has been identified. Caltrans Mainline and Ramp Improvements Since the major freeway facility within the study area, I-5 has reached its design capacity and the required physical improvements are largely the result of background regional traffic, consultation between the City of Anaheim and Caltrans will be necessary to reach consensus on any potential operational improvement measures. The improvement measures could consist of ITS improvements, enhanced signage, or other operational improvements. The City of Anaheim has no jurisdiction to implement the physical improvements on the Caltrans facilities and a statement of overriding ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 116 considerations will be discussed in the EIR identifying the potential operational improvements to Caltrans facilities. Mitigation Monitoring Program The Mitigation Monitoring Program identifies mitigation measures that have been identified through the analysis of potential impacts caused by implementation of the Proposed Project. The discussion in Chapter 7.0, identifies the mitigation measures and this section combines the various strategies into a proposed monitoring program that will be carried forward into the EIR. 1. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, property owner/developers shall prepare traffic improvement phasing analyses to identify when the improvements identified in this traffic analysis shall be designed and constructed. 2. Prior to Final Building and Zoning Inspection, the property owner/developer shall implement traffic improvements as identified in the project traffic study required by Mitigation Measure 1 to maintain satisfactory levels of service as defined by the City’s General Plan, based on thresholds of significance, performance standards, and methodologies established by the Orange County Congestion Management Program and the City of Anaheim Traffic Study Guidelines. The improvement phasing analyses will specify the timing, funding, construction, and fair-share responsibilities for all traffic improvements necessary to maintain satisfactory levels of service within the City of Anaheim and surrounding jurisdictions. The property owner/developer shall construct, bond for or enter into a funding agreement for necessary circulation system improvements, as determined by the City Traffic and Transportation Manager, unless alternative funding sources have been identified. 3. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, property owners/developers will analyze to determine when the intersection improvements shall be constructed, subject to the conditions identified in Mitigation Measure 1. 4. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, the following actions shall be taken in cooperation with the City of Orange: a. The traffic improvement phasing analysis shall identify any impacts created by the project on facilities within the City of Orange. The fair-share percentage responsibility for mitigating these impacts shall be calculated in this analysis. b. The City of Anaheim shall estimate the cost of the project’s fair-share responsibility in cooperation with the City of Orange. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 117 c. The Proposed Project shall pay the City of Anaheim the fair-share cost prior to issuance of a building permit. The City of Anaheim shall hold the amount received in trust, and then, once a mutually agreed upon joint program is executed by both cities, the City of Anaheim shall allocate the fair-share contribution to traffic mitigation programs that result in improved traffic flow at the impacted locations, via an agreement mutually acceptable to both cities. 5. Prior to approval of a Final Site Plan for any project forecast to generate 100 or more peak hour trips, as determined by the City Traffic and Transportation Manager utilizing Anaheim Traffic Analysis Model Trip Generation Rates, in conjunction with the preparation of any traffic improvement phasing analyses as required in Mitigation Measure 1, and assuming that a regional transportation agency has not already programmed and funded the warranted improvements to the impacted freeway mainline or freeway ramp locations, property owners/developers and the City will take the following actions in cooperation with Caltrans: a. The traffic study will identify the project’s proportionate impact on the specific freeway mainline and/or freeway ramp locations and its fair-share percentage responsibility for mitigating these impacts based on thresholds of significance, performance standards, and methodologies established in the Orange County Congestion Management Program and the City of Anaheim Traffic Study Guidelines. b. The City shall estimate the cost of the project’s fair-share responsibility in cooperation with Caltrans. 6. Prior to the approval of the final subdivision map or issuance of a Building Permit, whichever occurs first, the property owner/developer shall pay the identified fair-share responsibility as determined by the City as set forth in Mitigation Measure 4. The City shall allocate the property owners/developers fair-share contribution to traffic mitigation programs that result in improved traffic flow on the impacted mainline and ramp locations, via an agreement mutually acceptable to Caltrans and the City. 7. Prior to approval of the first final subdivision map or issuance of the first building permit, whichever occurs first, the property owner/developer shall irrevocably offer for dedication (with subordination of easements), including necessary construction easements, the ultimate arterial highway right(s)-of-way adjacent to their property as shown in the Circulation Element of the Anaheim General Plan. 8. Prior to issuance of the first building permit for each building, the property owner/developer shall pay the appropriate Traffic Signal Assessment Fees and Traffic Impact and Improvement Fees to the City of Anaheim in amounts determined by the City Council Resolution in effect at the time of issuance of the building permit with credit given for City- authorized improvements provided by the property owner/developer; and participate in all applicable reimbursement or benefit districts which have been established. 9. Subsequent to the certification of the FEIR, and prior to the approval of the first Final Site Plan, if the costs of the identified improvements in this traffic study cannot be covered by the total funding allocation under the existing City fee programs and funding sources, an update of the existing City traffic fee program or other fee programs shall ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 118 be developed by the City of Anaheim to ensure completion of the recommended improvements. 10. Prior to the first final building and zoning inspection for each building, the property owner shall record a covenant on the property requiring that ongoing during project implementation, the property owner/developer shall implement and administer a comprehensive TDM program for all employees. The form of the covenant shall be approved by the City Attorney’s Office. Objectives of the TDM program shall be:  Increase ridesharing and use of alternative transportation modes by guests.  Provide a menu of commute alternatives for employees to reduce project-generated trips.  Conduct an annual commuter survey to ascertain trip generation, trip origin, and Average Vehicle Ridership. 11. Prior to the first final building and zoning inspection for each building, the property owner/developer shall provide to the City of Anaheim Public Works Department for review and approval a menu of TDM program strategies and elements for both existing and future employees’ commute options, to include, but not be limited to, the list below. The property owner/developer shall also record a covenant on the property requiring that the approved TDM strategies and elements be implemented ongoing during project operation. The form of the covenant shall be approved by the City Attorney’s Office prior to recordation. Every property owner and/or lessee shall designate an on-site contact that will be responsible for coordinating with the ATN and implementing all trip mitigation measures. The on-site coordinator shall be the one point of contact representing the project with the ATN. The TDM requirements shall be included in the lease or other agreement with all of the project participants.  On-site services. Provide, as feasible and permitted, on-site services such as food, retail, and other services.  Ridesharing. Develop a commuter listing of all employee members for the purpose of providing a “matching” of employees with other employees who live in the same geographic areas and who could rideshare.  Vanpooling. Develop a commuter listing of all employees for the purpose of matching numbers of employees who live in geographic proximity to one another and could comprise a vanpool or participate in the existing vanpool programs.  Transit Pass. Promote Orange County Transportation Authority (including commuter rail) passes through financial assistance and on-site sales to encourage employees to use the various transit and bus services from throughout the region.  Shuttle Service. Generate a commuter listing of all employees living in proximity to the project, and offer a local shuttle program to encourage employees to travel to work by means other than the automobile.  Bicycling. Develop a Bicycling Program to offer a bicycling alternative to employees. Secure bicycle racks, lockers, and showers should be provided as part of this program. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 119 Maps of bicycle routes throughout the area should be provided to inform potential bicyclists of these options.  Guaranteed Ride Home Program. Develop a program to provide employees who rideshare, or use transit or other means of commuting to work, with a prearranged ride home in a taxi, rental car, shuttle, or other vehicle, in the event of emergencies during the work shift.  Target Reduction of Longest Commute Trip. Promote an incentive program for ridesharing and other alternative transportation modes to put highest priority on reduction of longest employee commute trips.  Work Shifts. Stagger work shifts.  Compressed Work Week. Develop a “compressed work week” program, which provides for fewer work days but longer daily shifts as an option for employees.  Telecommuting. Explore the possibility of a “telecommuting” program that would link some employees via electronic means computer with modem).  Parking Management. Develop a parking management program that provides incentives to those who rideshare or use transit means other than single-occupant auto to travel to work.  Access. Provide preferential access to high occupancy vehicles and shuttles.  Financial Incentive for Ridesharing and/or Public Transit. Offer employees financial incentives for ridesharing or using public transportation. Currently, federal law provides tax-free status for up to $65 per month per employee contributions to employees who vanpool or use public transit including commuter rail and/or express bus pools.  Financial Incentive for Bicycling. Offer employees financial incentives for bicycling to work.  Special “Premium” for the Participation and Promotion of Trip Reduction. Offer ticket/passes to special events, vacation, etc. to employees who recruit other employees for vanpool, carpool, or other trip reduction programs.  Incentive Programs. Design incentive programs for carpooling and other alternative transportation modes so as to put highest priority on reduction of longest commute trips. 12. Prior to the issuance of grading permits, the property owner/developer shall provide to the City of Anaheim Public Works Department a plan to coordinate rideshare services for construction employees with the Anaheim Transportation Network (ATN) for review and a approval and shall implement ATN recommendations to the extent feasible. 13. Prior to the issuance of each building permit for hotel development that exceeds a density of 100 rooms per gross acre within the Commercial Recreation (C-R) District (Development Area 1) with the Convention Center (CC) Medium density category, the property owner shall record a covenant on the property requiring that ongoing during project implementation, the property owner/developer shall implement TDM measures sufficient to reduce the actual trip generation from the development to no more than the trips assumed by the City’s traffic model. The form of the covenant shall be approved by the City Attorney’s Office. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 120 14. Ongoing during construction, if the Anaheim Police Department or the Anaheim Traffic Management Center (TMC) personnel are required to provide temporary traffic control services, the property owner/developer shall reimburse the City, on a fair-share basis, if applicable, for reasonable costs associated with such services. 15. Prior to the first final building and zoning inspection, for each building, the property owner/developer shall join and financially participate in a clean fuel shuttle program, such as the Anaheim Resort Transit system, and shall participate in the Anaheim Transportation Network in conjunction with the on-going operation of the project. The property owner shall also record a covenant on the property that requires participation in the program during project operation. The form of the covenant shall be approved by the City Attorney’s Office prior to recordation. 16. Prior to the approval of a Final Site Plan, the property owner/developer shall meet with the Traffic and Transportation Manager to determine whether a bus stop(s) is required to be placed adjacent to the property. If a bus stop(s) is required, it shall be placed in a location that least impacts traffic flow and may be designed as a bus turnout or a far side bus stop as required by the Traffic and Transportation Manager and per the approval of the Orange County Transportation Authority (OCTA). 17. Prior to the recordation of a subdivision map or issuance of the first building permit, whichever occurs first, in the event that a parcel is subdivided and there is a need for common on-site circulation and/or parking, an unsubordinated covenant providing for reciprocal access and/or parking, as appropriate, approved by the Planning Director or Planning Services Manager, shall be recorded with the Office of the Orange County Recorder. A copy of the recorded covenant shall then be submitted to the Planning Division of the Planning Department. If the reciprocal access is across parcel lines or if public rights of way are required for reciprocal access, then Public Works approval would be required. 18. Prior to the issuance of a building permit, the location of any proposed gates across a driveway shall be subject to the review and approval of the City Traffic and Transportation Manager. Gates shall not be installed across any driveway in a manner which may adversely affect vehicular traffic on the adjacent public streets and that installation of any gates shall conform to the current version of Engineering Standard Detail 475. 19. Prior to the issuance of a building permit, buildings plans shall indicate that all driveways shall be constructed with a minimum fifteen (15) foot radius curb returns as required by the City Engineer, unless otherwise approved by the City Engineer. 20. Prior to the issuance of a building permit or final map approval, whichever comes first, security in the form of a bond, certificate of deposit, letter of credit, completion guarantee, or cash, in an amount and form satisfactory to the City of Anaheim, shall be posted with the City to guarantee the satisfactory completion of all engineering requirements of the City of Anaheim, including preparation of improvement plans and installation of all improvements, such as curbs and gutters, sidewalks, water facilities, street grading and pavement, sewer and drainage facilities and other appurtenant work, as required by the City Engineer and in accordance with the specifications on file in the office of the City Engineer, as may be modified by the City Engineer. Installation of the said improvements shall occur prior to final building and zoning inspections. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 121 9.0 REFERENCES City of Anaheim Criteria for Preparation of Traffic Impact Studies. (City of Anaheim, 1996) Traffic Model Consistency Report- Anaheim Traffic Analysis Model (PB, 2003). City of Orange Traffic Impact Analysis Guidelines (City of Orange, August 15, 2007) Orange County Subarea Modeling Guidelines Manual (OCTA, July 2005) City of Anaheim General Plan. (City of Anaheim, 2004, and as amended thereafter) City of Orange General Plan Update Traffic Analysis (PB, 2009) Route Concept Report (RCR), Interstate Route 5 San Diego/Santa Ana Freeway. (Caltrans, 2000) City of Bakersfield Panama Lane Shopping Center, Draft EIR. (Michael Brandman Associates, 2003) Highway Capacity Manual (HCM). Transportation Research Board, (TRB, 2000) Colton California-West Valley Specific Plan- Traffic Impact Analysis Guidelines Glossary. (Kunzman and Associates, 2008) ---PAGE BREAK--- This page is intentionally kept blank to facilitate double sided printing ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 122 10.0 GLOSSARY OF TRANSPORTATION TERMS COMMON ABBREVIATIONS ADT Average Daily Traffic ATAM Anaheim Traffic Analysis Model ATN Anaheim Transportation Network BRT Bus Rapid Transit Caltrans The California Department of Transportation DU Dwelling Unit FEIR Final Environmental Impact Report HCM Highway Capacity Manual HCS Highway Capacity Software (Software package utilizing the formulae in the Highway Capacity Manual) HOV High Occupancy Vehicle lane ICU Intersection Capacity Utilization LOS Level of Service OCTA Orange County Transportation Authority OCTAM Orange County Transportation Analysis Model STIP State Transportation Improvement Program SHOPP State Highway Operations Protection Program TDM Transportation Demand Management TSF Thousands of Square Feet V/C Volume/Capacity Ratio VMT Vehicle Miles Traveled TERMS ANAHEIM TRAFFIC ANALYSIS MODEL (ATAM): The subarea modeling tool developed for the City of Anaheim that has been determined to be consistent with the Orange County Transportation Analysis Model (OCTAM) for the purposes of forecasting future traffic activity throughout the City for land use and circulation system scenarios. AUXILIARY LANE: A non-capacity enhancing lane that provides operational benefits to the freeway mainline. Typically an auxiliary lane extends between an on-ramp and off-ramp to facilitate the weave movement between the interchange without detrimental effects to the mainline through lanes. AVERAGE DAILY TRAFFIC: The total volume during a year divided by the number of days in a year. Usually only weekdays are included. BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 123 BOTTLENECK: A constriction along a travelway that limits the amount of traffic that can proceed from its location. CAPACITY: The maximum number of vehicles that can be reasonably expected to pass over a given section of a lane or a roadway in a given time period. CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly movements of both vehicles and pedestrians. CLEARANCE INTERVAL: Nearly same as yellow time. lf there is an all red interval after the end of a yellow, then that is also added into the clearance interval. COMMUNITY FACILITIES DISTRICT (CFD): For Platinum Triangle the District is authorized to incur bonded indebtedness and levy a special tax in accordance with a rate and method of apportionment in order to finance certain public facilities within the Platinum Triangle. The District is expected to contribute funds towards many of the intersection improvements identified in this study. CRITICAL MOVEMENT: Conflicting intersection turning movements that are found to have the highest ICU for opposing movements; i.e. each of the approaches at a four-legged intersection will contain a critical movement that conflicts with an opposing movement. DAILY CAPACITY: The daily volume of traffic that will result in a volume during the peak hour equal to the capacity of the roadway. DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle. DEMAND RESPONSIVE SIGNAL: Same as traffic-actuated signal. DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile. DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time. DIVERGE AREA (HCM): The two right shoulder lanes plus the auxiliary lane for 1500 feet from the ramp gore point (location where the ramp intersects with the freeway mainline. DIVERSION: The rerouting of peak hour traffic to avoid congestion. FORCED FLOW: Opposite of free flow. FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic. GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 124 HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper. HIGH OCCUPANCY VEHICLE (HOV) LANE: A lane restricted for use by vehicles with 2 or more persons. INTERCONNECTED SIGNAL SYSTEM: A number of intersections that are connected to achieve signal progression. LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs. LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle. MERGE AREA (HCM): The two right shoulder lanes plus the auxiliary lane for 1500 feet from the ramp gore point (location where the ramp intersects with the freeway mainline. MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into which another vehicle is willing and able to cross or merge. MIXED USE DEVELOPMENT: The practice of allowing more than one type of lane use in a building or set of buildings. In planning terms, this can mean some combination of residential, commercial, industrial, office, institutional, or other land uses. MULTI-MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle transportation modes. OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning of green at an adjacent intersection. PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing ready to move, with clear spaces ahead and behind. ORANGE COUNTY TRANSPORTATION ANALYSIS MODEL (OCTAM): The regional model developed and maintained by OCTA that is the parent model to the City of Anaheim subarea model, ATAM. ORIGIN-DESTINATION SURVEY: A survey to determine the point of origin and the point of destination for a given vehicle trip. PASSENGER CAR EQUIVALENTS (PCE): One car is one Passenger car Equivalent. A truck is equal to two or three Passenger car Equivalents in that a truck requires longer to start, goes slower, and accelerates slower. Loaded trucks have a higher Passenger Car Equivalent than empty trucks. PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 125 PEAK HOUR FACTOR: The period during which peak hour traffic volume is at its highest. The peak hour factor is determined by calculating the hourly volume divided by the peak rate of flow within the hour, which is the highest 15 minute interval multiplied by four. PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time schedule without regard to traffic conditions. Also, fixed time signal. PROGRESSION: A term used to describe the progressive movement of traffic through several signalized intersections. SCREEN-LINE: An imaginary line or physical feature across which all trips are counted, normally to verify the validity of mathematical traffic models. SIGNAL CYCLE: The time in seconds required for one complete sequence of signal indications. SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements. SIGNIFICANT IMPACT (CEQA): Projects can cause significant impacts by direct physical changes to the environment or by triggering reasonably foreseeable indirect physical changes. Physical changes caused by a project can contribute incrementally to cumulative effects that are significant, even if individual changes resulting from a project are limited. You must determine whether the cumulative impact is significant, as well as whether an individual effect is “cumulatively considerable.” This means “the incremental effects of an individual project are significant when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects” (CEQA Guidelines Section 15064(h)(1)). STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through a signalized intersection. A complete software package for modeling, optimizing, managing and simulating traffic systems. implements the HCM methodologies for intersection analysis and is applied for State Highway System ramp termini intersections. TRANSIT ORIENTED DEVELOPMENT: A mixed-use residential or commercial area designed to maximize access to public transport, and often incorporates features to encourage transit ridership. TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home are two trips, not one. TRIP-END: One end of a trip at either the origin or destination; i.e. each trip has two trip-ends. A trip-end occurs when a person, object, or message is transferred to or from a vehicle. TRIP GENERATION RATE: The quality of trips produced and/or attracted by a specific land use stated in terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space. TRUCK: A vehicle having dual tires on one or more axles, or having more than two axles. ---PAGE BREAK--- Amendment No. 14 to the Anaheim Resort Specific Plan Traffic Study Report 126 UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities have balanced flow. During the peak hours, flow is seldom balanced in an urban area. VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by multiplying the average daily traffic by length of facility in miles. WEAVING AREA: The area of a freeway where there is cross traffic from either an on or off-ramp or transition to another freeway. Typically weaving segments are formed when merge areas are followed closely by diverge areas (within 2,500 feet) and the two are joined by an auxiliary lane requiring the crossing of two or more traffic streams traveling in the same general direction along a significant length of highway without the aid of traffic control devices. ---PAGE BREAK--- Appendix D Calibration Factors ---PAGE BREAK--- TABLE D-1 PEAK HOUR RAMP TERMINI INTERSECTION LOS CALIBRATION FACTORS EXISTING YEAR 2008 CONDITIONS AM Peak Hour PM Peak Hour Delay Delay ARSP GTC Calibration Factor ARSP GTC Calibration Factor I-9 Harbor Boulevard / I-5 Northbound Ramps 10.8 10.3 -0.5 14.4 12.3 -2.1 I-10 Harbor Boulevard / I-5 Southbound Ramps 7.9 7.0 -0.9 7.5 8.7 1.2 I-17 I-5 Southbound Off-Ramp / Disney Way 26.2 31.0 4.8 25.5 23.6 -1.9 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.4 10.0 -5.4 25.8 30.6 4.8 I-21 Anaheim Boulevard / Disney Way 33.7 29.1 -4.6 19.2 24.8 5.6 I-25 Manchester Avenue / Katella Avenue 27.5 32.9 5.4 15.9 17.3 1.4 I-26 Anaheim Way / Katella Avenue 17.9 21.9 4.0 20.2 24.2 4.0 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 8.8 9.2 0.4 7.5 7.7 0.2 ID Intersection ---PAGE BREAK--- TABLE D-2 PEAK HOUR RAMP TERMINI INTERSECTION LOS CALIBRATION FACTORS INTERIM YEAR 2015 NO PROJECT CONDITIONS AM Peak Hour PM Peak Hour Delay Delay ARSP GTC Calibration Factor ARSP GTC Calibration Factor I-9 Harbor Boulevard / I-5 Northbound Ramps 20.4 15.0 -5.4 22.5 18.2 -4.3 I-10 Harbor Boulevard / I-5 Southbound Ramps 8.1 9.4 1.3 7.6 9.7 2.1 I-17 I-5 Southbound Off-Ramp / Disney Way 22.8 30.8 8.0 19.7 22.5 2.8 I-20 Anaheim Boulevard / I-5 Northbound Ramps 14.0 20.7 6.7 28.8 28.6 -0.2 I-21 Anaheim Boulevard / Disney Way 23.3 31.6 8.3 21.9 32.4 10.5 I-25 Manchester Avenue / Katella Avenue 17.8 34.1 16.3 18.1 25.2 7.1 I-26 Anaheim Way / Katella Avenue 17.2 27.1 9.9 25.6 36.9 11.3 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 9.3 10.9 1.6 8.1 8.4 0.3 ID Intersection ---PAGE BREAK--- TABLE D-3 PEAK HOUR RAMP TERMINI INTERSECTION LOS CALIBRATION FACTORS GENERAL PLAN BUILDOUT YEAR 2030 NO PROJECT CONDITIONS AM Peak Hour PM Peak Hour Delay Delay ARSP GTC Calibration Factor ARSP GTC Calibration Factor I-9 Harbor Boulevard / I-5 Northbound Ramps 11.2 15.4 4.2 21.9 19.5 -2.4 I-10 Harbor Boulevard / I-5 Southbound Ramps 9.6 10.0 0.4 14.5 9.1 -5.4 I-17 I-5 Southbound Off-Ramp / Disney Way 22.1 23.5 1.4 17.3 28.1 10.8 I-20 Anaheim Boulevard / I-5 Northbound Ramps 15.3 25.6 10.3 75.3 82.6 7.3 I-21 Anaheim Boulevard / Disney Way 24.3 38.8 14.5 45.6 67.0 21.4 I-25 Manchester Avenue / Katella Avenue 42.4 52.2 9.8 51.2 48.5 -2.7 I-26 Anaheim Way / Katella Avenue 22.6 33.9 11.3 71.3 102.1 30.8 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 12.2 12.7 0.5 9.7 9.5 -0.2 ID Intersection ---PAGE BREAK--- TABLE D-4 PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING CALIBRATION FACTORS EXISTING YEAR 2008 CONDITIONS AM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 20 10 25 24 5 14 12.2 18.5 12.9 21.2 0.7 2.7 I-10 Harbor Boulevard / I-5 Southbound Ramps 60 76 16 32.3 34.1 0.3 1.8 I-17 I-5 Southbound Off-Ramp / Disney Way 100 100 0 126 131 0 26 31 0 43.5 43.3 8.2 57.7 60.0 3.7 14.2 16.7 -4.5 I-25 Manchester Avenue / Katella Avenue 40 0 0 45 4 0 5 4 0 64.0 27.4 4.9 47.4 14.3 12.7 -16.6 -13.1 7.8 I-26 Anaheim Way / Katella Avenue 130 120 118 114 -12 -6 20.4 17.5 19.7 17.4 -0.7 -0.1 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 40 46 6 10.6 9.9 3.4 -0.7 3.4 PM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 40 60 43 54 3 -6 15.9 31.7 15.6 32.0 -0.3 0.3 I-10 Harbor Boulevard / I-5 Southbound Ramps 60 77 17 32.3 34.2 0.4 1.9 I-17 I-5 Southbound Off-Ramp / Disney Way 100 100 0 147 152 0 47 52 0 61.2 63.0 9.9 62.3 64.2 4.7 1.1 1.2 -5.2 I-25 Manchester Avenue / Katella Avenue 40 0 36 3 -4 3 0 60.9 23.9 73.0 26.2 23.5 12.1 2.3 23.5 I-26 Anaheim Way / Katella Avenue 210 220 209 211 -1 -9 25.6 20.9 25.6 20.6 0.0 -0.3 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 40 28 -12 7.9 7.1 2.3 -0.8 2.3 ID Intersection ID Intersection ---PAGE BREAK--- TABLE D-5 PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING CALIBRATION FACTORS INTERIM YEAR 2015 NO PROJECT CONDITIONS AM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 70 100 54 52 0 -48 22.5 32.7 20.6 28.8 -1.9 -3.9 I-10 Harbor Boulevard / I-5 Southbound Ramps 110 150 0 57.1 58.7 0.5 1.6 I-17 I-5 Southbound Off-Ramp / Disney Way 160 160 0 155 160 0 0 0 0 57.1 57.3 0.0 58.2 59.6 9.3 1.1 2.3 9.3 I-25 Manchester Avenue / Katella Avenue 60 10 0 57 124 122 0 114 122 63.9 22.3 12.8 50.2 46.7 45.5 -13.7 24.4 32.7 I-26 Anaheim Way / Katella Avenue 210 210 249 234 0 24 33.4 31.3 38.1 32.5 4.7 1.2 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 50 63 0 0 12.0 14.5 5.6 2.5 5.6 PM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 120 220 88 129 -32 -91 24.3 39.3 21.2 33.3 -3.1 -6.0 I-10 Harbor Boulevard / I-5 Southbound Ramps 110 150 40 56.9 58.7 0.7 1.8 I-17 I-5 Southbound Off-Ramp / Disney Way 150 150 0 152 162 0 2 12 0 57.7 58.8 0.0 58.3 61.3 10.4 0.6 2.5 10.4 I-25 Manchester Avenue / Katella Avenue 50 10 60 6 0 10 -4 0 50.9 15.8 81.4 24.0 20.3 30.5 8.2 20.3 I-26 Anaheim Way / Katella Avenue 350 370 390 391 40 21 38.5 33.5 42.8 33.1 4.3 -0.4 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 30 37 0 7 9.6 10.2 3.4 0.6 3.4 ID Intersection ID Intersection ---PAGE BREAK--- TABLE D-6 PEAK HOUR RAMP TERMINI OFF-RAMP QUEUING CALIBRATION FACTORS GENERAL PLAN BUILDOUT YEAR 2030 NO PROJECT CONDITIONS AM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 90 140 54 54 -36 -86 24.7 39.4 20.5 29.1 -4.2 -10.3 I-10 Harbor Boulevard / I-5 Southbound Ramps 130 144 14 57.7 59.0 0.4 1.3 I-17 I-5 Southbound Off-Ramp / Disney Way 210 220 0 233 248 0 23 28 0 64.8 67.2 0.0 59.3 64.1 7.5 -5.5 -3.1 7.5 I-25 Manchester Avenue / Katella Avenue 100 10 220 92 167 161 -8 157 -59 62.2 17.0 94.7 52.9 58.7 55.7 -9.3 41.7 -39.0 I-26 Anaheim Way / Katella Avenue 300 290 359 341 59 51 45.4 39.5 76.9 53.9 31.5 14.4 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 70 57 -13 13.7 13.8 5.6 0.1 5.6 PM Peak Hour Off-Ramp Queue Length (feet) Control Delay (seconds) ARSP GTC Calibration Factor ARSP GTC Calibration Factor L T R L T R L T R L T R L T R L T R I-9 Harbor Boulevard / I-5 Northbound Ramps 150 300 95 139 -55 -161 28.9 56.1 21.6 33.4 -7.3 -22.7 I-10 Harbor Boulevard / I-5 Southbound Ramps 130 122 -8 57.7 59.5 0.5 1.8 I-17 I-5 Southbound Off-Ramp / Disney Way 180 190 0 196 201 0 16 11 0 64.8 67.2 0.0 60.5 62.2 8.6 -4.3 -5.0 8.6 I-25 Manchester Avenue / Katella Avenue 110 40 130 41 20 1 0 62.2 17.0 94.7 86.9 29.7 14.1 24.7 12.7 -80.6 I-26 Anaheim Way / Katella Avenue 600 630 737 746 137 116 45.4 39.5 178.6 162.2 133.2 122.7 I-69 Disneyland Drive / I-5 Southbound Off-Ramp 50 48 -2 12.7 14.5 5.0 1.8 5.0 ID Intersection ID Intersection ---PAGE BREAK--- Caltrans Ramp Termini Intersection Analysis Worksheets Existing Year 2008 Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 64 694 827 0 45 1861 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.87 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3013 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3013 1386 4893 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 68 738 844 0 47 1939 RTOR Reduction (vph) 295 295 0 0 0 0 Lane Group Flow (vph) 142 74 844 0 47 1939 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 8.8 8.8 41.5 4.5 50.7 Effective Green, g 8.8 8.8 41.5 4.5 50.7 Actuated g/C Ratio 0.13 0.13 0.59 0.06 0.72 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 109 4466 v/s Ratio Prot 0.17 0.03 c0.31 v/s Ratio Perm 0.05 c0.05 v/c Ratio 0.38 0.43 0.29 0.43 0.43 Uniform Delay, d1 28.1 28.3 7.0 31.5 3.9 Progression Factor 1.00 1.00 1.09 1.00 1.00 Incremental Delay, d2 0.2 0.6 0.3 1.0 0.3 Delay 28.3 28.9 7.9 32.5 4.2 Level of Service C C A C A Approach Delay 28.6 7.9 4.9 Approach LOS C A A Intersection Summary HCM Average Control Delay 10.8 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length 70.0 Sum of lost time 10.5 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 248 296 59 776 823 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 261 312 60 792 848 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 261 312 60 792 848 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 9.9 70.0 4.9 49.6 40.5 Effective Green, g 9.9 70.0 4.9 49.6 40.5 Actuated g/C Ratio 0.14 1.00 0.07 0.71 0.58 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 467 1524 119 4369 2831 v/s Ratio Prot c0.08 c0.04 0.13 c0.17 v/s Ratio Perm 0.20 v/c Ratio 0.56 0.20 0.50 0.18 0.30 Uniform Delay, d1 28.0 0.0 31.4 3.4 7.5 Progression Factor 1.00 1.00 1.00 1.00 0.86 Incremental Delay, d2 0.8 0.3 1.2 0.1 0.3 Delay 28.8 0.3 32.6 3.5 6.7 Level of Service C A C A A Approach Delay 13.3 5.6 6.7 Approach LOS B A A Intersection Summary HCM Average Control Delay 7.9 HCM Level of Service A HCM Volume to Capacity ratio 0.36 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 103 12 17 243 0 18 0 20 300 5 144 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 0.98 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4819 1703 4893 1703 1524 1618 1541 1447 Flt Permitted 1.00 0.67 1.00 0.66 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4819 1195 4893 1175 1524 1618 1541 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 116 13 21 304 0 25 0 28 345 6 166 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 26 0 4 122 Lane Group Flow (vph) 0 124 0 21 304 0 25 0 2 186 178 27 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 52.7 52.7 52.7 6.1 6.1 16.2 16.2 16.2 Effective Green, g 52.7 52.7 52.7 6.1 6.1 16.2 16.2 16.2 Actuated g/C Ratio 0.59 0.59 0.59 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2822 700 2865 80 103 291 277 260 v/s Ratio Prot 0.03 c0.06 0.11 c0.12 v/s Ratio Perm 0.02 c0.02 0.00 0.02 v/c Ratio 0.04 0.03 0.11 0.31 0.02 0.64 0.64 0.10 Uniform Delay, d1 7.9 7.9 8.2 40.0 39.2 34.2 34.2 30.8 Progression Factor 1.30 1.60 1.66 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.0 2.2 0.1 4.6 5.0 0.2 Delay 10.3 12.6 13.7 42.2 39.2 38.8 39.2 31.0 Level of Service B B B D D D D C Approach Delay 10.3 13.6 40.6 36.7 Approach LOS B B D D Intersection Summary HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.24 Actuated Cycle Length 90.0 Sum of lost time 15.0 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 24 17 378 205 784 0 0 1091 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2845 1386 3303 4893 4893 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2845 1386 3303 4893 4893 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 29 20 450 216 825 0 0 1173 0 RTOR Reduction (vph) 0 0 0 0 154 154 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 120 71 216 825 0 0 1173 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 10.6 10.6 19.8 69.4 45.4 Effective Green, g 10.6 10.6 19.8 69.4 45.4 Actuated g/C Ratio 0.12 0.12 0.22 0.77 0.50 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 Lane Grp Cap (vph) 335 [PHONE REDACTED] 2468 v/s Ratio Prot c0.07 0.17 c0.24 v/s Ratio Perm 0.04 c0.05 v/c Ratio 0.36 0.44 0.30 0.22 0.48 Uniform Delay, d1 36.6 36.9 29.3 2.8 14.5 Progression Factor 0.60 0.61 0.97 2.68 1.00 Incremental Delay, d2 0.3 0.9 0.1 0.1 0.7 Delay 22.3 23.6 28.4 7.7 15.2 Level of Service C C C A B Approach Delay 0.0 22.9 12.0 15.2 Approach LOS A C B B Intersection Summary HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.42 Actuated Cycle Length 90.0 Sum of lost time 14.2 Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 269 139 25 0 151 8 20 763 7 421 570 51 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.98 0.99 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 6023 4858 1703 4887 3303 4833 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 6023 4858 1703 4887 3303 4833 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 274 142 26 0 176 9 21 812 7 453 613 55 RTOR Reduction (vph) 0 18 0 0 6 0 0 1 0 0 9 0 Lane Group Flow (vph) 274 150 0 0 179 0 21 818 0 453 659 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 11.8 26.0 10.0 3.0 21.1 26.7 45.3 Effective Green, g 11.8 26.0 10.0 3.0 21.1 26.7 45.3 Actuated g/C Ratio 0.13 0.29 0.11 0.03 0.23 0.30 0.50 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 433 1740 540 57 1146 980 2433 v/s Ratio Prot c0.08 0.02 c0.04 0.01 c0.17 c0.14 0.14 v/s Ratio Perm v/c Ratio 0.63 0.09 0.33 0.37 0.71 0.46 0.27 Uniform Delay, d1 37.0 23.3 36.9 42.6 31.7 25.8 12.9 Progression Factor 0.67 0.89 0.99 1.00 1.00 1.67 2.31 Incremental Delay, d2 2.1 0.0 0.1 2.9 3.8 0.2 0.2 Delay 27.0 20.8 36.7 45.5 35.5 43.2 29.9 Level of Service C C D D D D C Approach Delay 24.7 36.7 35.7 35.3 Approach LOS C D D D Intersection Summary HCM Average Control Delay 33.7 HCM Level of Service C HCM Volume to Capacity ratio 0.55 Actuated Cycle Length 90.0 Sum of lost time 20.4 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 883 [PHONE REDACTED] 0 55 0 483 22 91 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 4893 1524 3303 4893 1618 1390 1447 3303 3406 1524 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 4893 1524 3303 4893 1618 1387 1447 3303 3406 1524 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 920 [PHONE REDACTED] 0 74 0 653 26 108 19 RTOR Reduction (vph) 0 0 414 0 0 0 0 181 200 0 0 12 Lane Group Flow (vph) 0 920 [PHONE REDACTED] 0 67 153 126 26 108 7 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 28.7 28.7 10.8 43.7 5.9 44.6 38.7 2.8 35.6 35.6 Effective Green, g 28.7 28.7 10.8 43.7 5.9 44.6 38.7 2.8 35.6 35.6 Actuated g/C Ratio 0.29 0.29 0.11 0.44 0.06 0.45 0.39 0.03 0.36 0.36 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 4.0 4.0 2.0 4.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1404 [PHONE REDACTED] 95 619 560 92 1213 543 v/s Ratio Prot 0.19 0.04 c0.27 c0.04 c0.01 0.01 0.03 v/s Ratio Perm 0.11 c0.10 0.09 0.00 v/c Ratio 0.66 0.38 0.36 0.61 0.71 0.25 0.23 0.28 0.09 0.01 Uniform Delay, d1 31.3 28.5 41.4 21.6 46.2 17.2 20.6 47.6 21.4 20.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 2.5 0.2 1.3 17.6 0.1 0.1 1.7 0.0 0.0 Delay 33.7 31.1 41.6 22.9 63.8 17.3 20.7 49.3 21.4 20.8 Level of Service C C D C E B C D C C Approach Delay 32.7 24.5 23.1 26.1 Approach LOS C C C C Intersection Summary HCM Average Control Delay 27.5 HCM Level of Service C HCM Volume to Capacity ratio 0.47 Actuated Cycle Length 100.0 Sum of lost time 14.3 Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1335 0 0 896 48 508 361 308 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5803 1234 1379 5442 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5803 1234 1379 5442 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1405 0 0 933 50 558 397 338 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 29 0 6 0 0 0 0 Lane Group Flow (vph) 41 1405 0 0 937 16 279 1008 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Perm Perm Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2066 2005 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.29 0.16 v/s Ratio Perm 0.01 c0.20 0.19 v/c Ratio 0.35 0.68 0.47 0.04 0.46 0.42 Uniform Delay, d1 42.4 21.1 23.0 19.5 17.4 17.0 Progression Factor 1.00 1.00 0.39 0.13 1.00 1.00 Incremental Delay, d2 0.7 1.8 0.7 0.1 2.4 0.5 Delay 43.0 22.9 9.7 2.7 19.8 17.6 Level of Service D C A A B B Approach Delay 23.5 9.3 18.1 0.0 Approach LOS C A B A Intersection Summary HCM Average Control Delay 17.9 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length 90.0 Sum of lost time 12.0 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Existing - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 35 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 801 14 125 0 0 447 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 843 15 132 0 0 471 RTOR Reduction (vph) 0 10 0 0 0 0 Lane Group Flow (vph) 843 5 132 0 0 471 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G 12.2 12.2 12.4 12.4 Effective Green, g 12.2 12.2 12.4 12.4 Actuated g/C Ratio 0.35 0.35 0.36 0.36 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1683 534 1214 1214 v/s Ratio Prot c0.18 0.04 c0.14 v/s Ratio Perm 0.00 v/c Ratio 0.50 0.01 0.11 0.39 Uniform Delay, d1 8.9 7.4 7.5 8.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.1 0.3 Delay 9.1 7.4 7.6 8.6 Level of Service A A A A Approach Delay 9.0 7.6 8.6 Approach LOS A A A Intersection Summary HCM Average Control Delay 8.8 HCM Level of Service A HCM Volume to Capacity ratio 0.44 Actuated Cycle Length 34.8 Sum of lost time 10.2 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 90 839 995 0 53 1461 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3021 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3021 1386 4893 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 96 893 1015 0 55 1522 RTOR Reduction (vph) 259 259 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 0 55 1522 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 12.1 12.1 37.9 4.8 47.4 Effective Green, g 12.1 12.1 37.9 4.8 47.4 Actuated g/C Ratio 0.17 0.17 0.54 0.07 0.68 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 117 4175 v/s Ratio Prot 0.21 0.03 c0.25 v/s Ratio Perm 0.09 c0.13 v/c Ratio 0.86dr 0.78 0.38 0.47 0.36 Uniform Delay, d1 26.4 27.7 9.3 31.4 4.8 Progression Factor 1.00 1.00 0.91 1.00 1.00 Incremental Delay, d2 0.6 13.5 0.4 1.1 0.2 Delay 27.1 41.2 8.9 32.5 5.1 Level of Service C D A C A Approach Delay 33.4 8.9 6.0 Approach LOS C A A Intersection Summary HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length 70.0 Sum of lost time 10.5 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 251 390 81 1241 864 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 264 411 83 1266 891 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 264 411 83 1266 891 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 10.0 70.0 6.9 49.5 38.4 Effective Green, g 10.0 70.0 6.9 49.5 38.4 Actuated g/C Ratio 0.14 1.00 0.10 0.71 0.55 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 472 1524 168 4360 2684 v/s Ratio Prot c0.08 c0.05 0.21 c0.18 v/s Ratio Perm 0.27 v/c Ratio 0.56 0.27 0.49 0.29 0.33 Uniform Delay, d1 27.9 0.0 29.9 3.8 8.7 Progression Factor 1.00 1.00 1.00 1.00 0.79 Incremental Delay, d2 0.8 0.4 0.8 0.2 0.3 Delay 28.8 0.4 30.7 3.9 7.2 Level of Service C A C A A Approach Delay 11.5 5.6 7.2 Approach LOS B A A Intersection Summary HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.39 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 276 9 31 354 0 15 0 36 322 1 117 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4870 1703 4893 1703 1524 1618 1543 1447 Flt Permitted 1.00 0.55 1.00 0.63 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4870 987 4893 1122 1524 1618 1543 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 310 10 39 442 0 21 0 50 370 1 134 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 47 0 3 101 Lane Group Flow (vph) 0 319 0 39 442 0 21 0 3 192 190 20 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 76.8 76.8 76.8 8.2 8.2 20.0 20.0 20.0 Effective Green, g 76.8 76.8 76.8 8.2 8.2 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.07 0.07 0.17 0.17 0.17 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3117 632 3132 77 104 270 257 241 v/s Ratio Prot 0.07 c0.09 0.12 c0.12 v/s Ratio Perm 0.04 c0.02 0.00 0.01 v/c Ratio 0.10 0.06 0.14 0.27 0.03 0.71 0.74 0.08 Uniform Delay, d1 8.3 8.1 8.5 53.1 52.2 47.3 47.5 42.3 Progression Factor 1.00 0.36 0.39 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 1.9 0.1 8.5 10.5 0.1 Delay 8.4 3.0 3.4 55.0 52.3 55.8 58.0 42.4 Level of Service A A A D D E E D Approach Delay 8.4 3.4 53.1 53.4 Approach LOS A A D D Intersection Summary HCM Average Control Delay 25.5 HCM Level of Service C HCM Volume to Capacity ratio 0.26 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 74 434 678 185 883 0 0 1290 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.94 0.85 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3065 1386 3303 4893 4893 Flt Permitted 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3065 1386 3303 4893 4893 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 88 517 807 195 929 0 0 1387 0 RTOR Reduction (vph) 0 0 0 0 62 62 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 906 382 195 929 0 0 1387 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 43.0 43.0 10.8 67.0 52.0 Effective Green, g 43.0 43.0 10.8 67.0 52.0 Actuated g/C Ratio 0.36 0.36 0.09 0.56 0.43 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 Lane Grp Cap (vph) 1098 [PHONE REDACTED] 2120 v/s Ratio Prot c0.06 0.19 c0.28 v/s Ratio Perm 0.30 0.28 v/c Ratio 0.82 0.77 0.66 0.34 0.65 Uniform Delay, d1 35.1 34.1 52.8 14.4 26.9 Progression Factor 1.00 1.00 0.96 0.30 0.76 Incremental Delay, d2 5.0 6.5 3.4 0.3 0.9 Delay 40.0 40.6 54.3 4.6 21.2 Level of Service D D D A C Approach Delay 0.0 40.2 13.2 21.2 Approach LOS A D B C Intersection Summary HCM Average Control Delay 25.8 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 244 113 175 0 262 3 29 821 8 521 795 31 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.91 1.00 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5603 4886 1703 4886 3303 4866 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5603 4886 1703 4886 3303 4866 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 249 115 179 0 305 3 31 873 9 560 855 33 RTOR Reduction (vph) 0 135 0 0 1 0 0 1 0 0 3 0 Lane Group Flow (vph) 249 159 0 0 307 0 31 881 0 560 885 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 13.4 29.7 12.1 4.7 39.4 34.7 69.9 Effective Green, g 13.4 29.7 12.1 4.7 39.4 34.7 69.9 Actuated g/C Ratio 0.11 0.25 0.10 0.04 0.33 0.29 0.58 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 369 1387 493 67 1604 955 2834 v/s Ratio Prot c0.08 0.03 c0.06 0.02 c0.18 c0.17 0.18 v/s Ratio Perm v/c Ratio 0.67 0.11 0.62 0.46 0.55 0.59 0.31 Uniform Delay, d1 51.2 35.0 51.8 56.4 33.0 36.5 12.8 Progression Factor 0.73 0.40 1.00 0.78 0.37 0.49 0.62 Incremental Delay, d2 3.7 0.0 1.8 3.4 1.3 0.5 0.2 Delay 41.3 13.9 53.5 47.3 13.5 18.2 8.1 Level of Service D B D D B B A Approach Delay 26.4 53.5 14.7 12.0 Approach LOS C D B B Intersection Summary HCM Average Control Delay 19.2 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 993 [PHONE REDACTED] 0 38 0 158 25 54 2 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 4893 1524 3303 4893 1618 1394 1447 3303 3406 1524 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 4893 1524 3303 4893 1618 1396 1447 3303 3406 1524 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 1034 [PHONE REDACTED] 0 51 0 214 30 64 2 RTOR Reduction (vph) 0 0 251 0 0 0 0 87 98 0 0 2 Lane Group Flow (vph) 0 1034 [PHONE REDACTED] 0 46 23 11 30 64 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 67.6 67.6 16.7 88.5 8.9 21.0 12.1 4.6 7.8 7.8 Effective Green, g 67.6 67.6 16.7 88.5 8.9 21.0 12.1 4.6 7.8 7.8 Actuated g/C Ratio 0.56 0.56 0.14 0.74 0.07 0.18 0.10 0.04 0.06 0.06 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 4.0 4.0 2.0 4.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2756 [PHONE REDACTED] 120 244 146 127 221 99 v/s Ratio Prot 0.21 c0.10 c0.36 c0.03 0.01 0.01 c0.02 v/s Ratio Perm 0.21 0.01 0.01 0.00 v/c Ratio 0.38 0.38 0.75 0.48 0.38 0.10 0.08 0.24 0.29 0.00 Uniform Delay, d1 14.5 14.5 49.6 6.4 52.9 41.5 48.9 56.0 53.5 52.5 Progression Factor 0.24 1.59 1.00 1.00 1.00 1.00 1.00 0.72 0.57 0.43 Incremental Delay, d2 0.4 1.2 5.7 0.5 0.7 0.1 0.1 0.9 0.7 0.0 Delay 3.9 24.2 55.3 6.9 53.7 41.6 49.0 41.0 30.9 22.3 Level of Service A C E A D D D D C C Approach Delay 11.2 14.8 46.7 33.9 Approach LOS B B D C Intersection Summary HCM Average Control Delay 15.9 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length 120.0 Sum of lost time 13.7 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1150 0 0 1430 [PHONE REDACTED] 86 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5801 1234 1379 5702 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5801 1234 1379 5702 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1211 0 0 1490 [PHONE REDACTED] 95 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 48 0 9 0 0 0 0 Lane Group Flow (vph) 41 1211 0 0 1500 50 398 1649 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Perm Perm Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2066 2005 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.25 c0.26 v/s Ratio Perm 0.04 0.29 0.29 v/c Ratio 0.35 0.59 0.75 0.12 0.65 0.65 Uniform Delay, d1 42.4 20.0 26.0 20.1 19.5 19.5 Progression Factor 1.00 1.00 0.61 0.18 1.00 1.00 Incremental Delay, d2 0.7 1.2 2.0 0.4 5.3 1.3 Delay 43.0 21.2 18.0 4.0 24.8 20.9 Level of Service D C B A C C Approach Delay 21.9 17.1 21.6 0.0 Approach LOS C B C A Intersection Summary HCM Average Control Delay 20.2 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length 90.0 Sum of lost time 17.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 35 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 645 48 292 0 0 277 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 679 51 307 0 0 292 RTOR Reduction (vph) 0 32 0 0 0 0 Lane Group Flow (vph) 679 19 307 0 0 292 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 11.7 11.7 10.5 10.5 Effective Green, g 11.7 11.7 10.5 10.5 Actuated g/C Ratio 0.37 0.37 0.33 0.33 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1789 568 1139 1139 v/s Ratio Prot c0.14 c0.09 0.09 v/s Ratio Perm 0.01 v/c Ratio 0.38 0.03 0.27 0.26 Uniform Delay, d1 7.2 6.3 7.6 7.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.2 0.1 Delay 7.4 6.3 7.8 7.7 Level of Service A A A A Approach Delay 7.3 7.8 7.7 Approach LOS A A A Intersection Summary HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 64 724 937 200 45 1868 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 5.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3011 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3011 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 68 770 956 204 47 1946 RTOR Reduction (vph) 287 287 0 0 0 0 Lane Group Flow (vph) 166 98 956 204 47 1946 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Perm Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 2 Actuated Green, G 9.2 9.2 40.7 40.7 5.9 50.3 Effective Green, g 9.2 9.2 40.7 40.7 5.9 50.3 Actuated g/C Ratio 0.13 0.13 0.58 0.58 0.08 0.72 Clearance Time 5.5 5.5 5.0 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] [PHONE REDACTED] v/s Ratio Prot 0.20 0.03 c0.32 v/s Ratio Perm 0.06 c0.07 0.13 v/c Ratio 0.42 0.54 0.34 0.23 0.33 0.44 Uniform Delay, d1 28.0 28.4 7.6 7.1 30.2 4.1 Progression Factor 1.00 1.00 0.73 0.71 1.00 1.00 Incremental Delay, d2 0.3 1.8 0.3 0.6 0.5 0.3 Delay 28.2 30.2 5.9 5.6 30.7 4.4 Level of Service C C A A C A Approach Delay 29.1 5.8 5.0 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length 70.0 Sum of lost time 14.2 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 347 302 59 [PHONE REDACTED] Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 365 318 60 [PHONE REDACTED] RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 365 318 60 [PHONE REDACTED] Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 11.4 70.0 3.4 48.1 40.5 70.0 Effective Green, g 11.4 70.0 3.4 48.1 40.5 70.0 Actuated g/C Ratio 0.16 1.00 0.05 0.69 0.58 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 537 1524 82 4236 2830 1524 v/s Ratio Prot 0.11 0.04 0.13 0.17 v/s Ratio Perm 0.21 c0.72 v/c Ratio 0.68 0.21 0.73 0.19 0.30 0.72 Uniform Delay, d1 27.6 0.0 32.9 3.9 7.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.56 1.00 Incremental Delay, d2 2.7 0.3 24.8 0.1 0.2 2.8 Delay 30.3 0.3 57.7 4.0 4.4 2.8 Level of Service C A E A A A Approach Delay 16.3 7.7 3.5 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 103 12 17 257 0 18 0 20 300 5 67 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 0.98 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4819 1703 4893 1703 1524 1618 1549 1447 Flt Permitted 1.00 0.67 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4819 1195 4893 1703 1524 1618 1549 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 116 13 21 321 0 25 0 28 345 6 77 RTOR Reduction (vph) 0 6 0 0 0 0 0 0 26 0 2 58 Lane Group Flow (vph) 0 123 0 21 321 0 25 0 2 179 178 11 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 8 4 4 Permitted Phases 6 3 4 Actuated Green, G 62.5 62.5 62.5 4.9 6.1 17.5 17.5 17.5 Effective Green, g 62.5 62.5 62.5 4.9 6.1 17.5 17.5 17.5 Actuated g/C Ratio 0.57 0.57 0.57 0.04 0.06 0.16 0.16 0.16 Clearance Time 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2738 678 2780 75 84 257 246 230 v/s Ratio Prot 0.03 c0.07 c0.01 0.11 c0.12 v/s Ratio Perm 0.02 c0.00 0.01 v/c Ratio 0.05 0.03 0.12 0.33 0.02 0.70 0.72 0.05 Uniform Delay, d1 10.5 10.4 11.0 51.0 49.1 43.7 44.0 39.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.0 2.6 0.4 8.0 10.1 0.1 Delay 10.6 10.5 11.0 53.6 49.5 51.7 54.1 39.3 Level of Service B B B D D D D D Approach Delay 10.6 11.0 51.4 50.7 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.24 Actuated Cycle Length 110.0 Sum of lost time 19.0 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 24 17 423 171 805 0 0 1120 95 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.87 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 2839 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 2839 1386 3303 4893 4893 1524 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 29 20 504 180 847 0 0 1204 102 RTOR Reduction (vph) 0 0 0 0 165 165 0 0 0 0 0 39 Lane Group Flow (vph) 0 0 0 0 136 87 180 847 0 0 1204 63 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 11.2 11.2 9.3 68.8 55.3 55.3 Effective Green, g 11.2 11.2 9.3 68.8 55.3 55.3 Actuated g/C Ratio 0.12 0.12 0.10 0.76 0.61 0.61 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 353 [PHONE REDACTED] 3006 936 v/s Ratio Prot c0.05 0.17 c0.25 v/s Ratio Perm 0.05 c0.06 0.04 v/c Ratio 0.38 0.50 0.53 0.23 0.40 0.07 Uniform Delay, d1 36.2 36.8 38.3 3.0 8.9 7.0 Progression Factor 0.33 0.45 0.84 1.05 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.6 0.1 0.4 0.1 Delay 12.5 17.6 32.6 3.3 9.3 7.1 Level of Service B B C A A A Approach Delay 0.0 14.8 8.4 9.1 Approach LOS A B A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length 90.0 Sum of lost time 14.2 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 269 62 102 0 165 8 20 750 7 441 579 51 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.91 0.99 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5590 4861 1703 4887 3303 4834 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5590 4861 1703 4887 3303 4834 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 274 63 104 0 192 9 21 798 7 474 623 55 RTOR Reduction (vph) 0 76 0 0 7 0 0 1 0 0 9 0 Lane Group Flow (vph) 274 91 0 0 194 0 21 804 0 474 669 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 11.6 24.3 8.0 7.3 32.5 17.5 42.7 Effective Green, g 11.6 24.3 8.0 7.3 32.5 17.5 42.7 Actuated g/C Ratio 0.13 0.27 0.09 0.08 0.36 0.19 0.47 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 425 1509 [PHONE REDACTED] 642 2293 v/s Ratio Prot c0.08 0.02 c0.04 0.01 c0.16 c0.14 0.14 v/s Ratio Perm v/c Ratio 0.64 0.06 0.45 0.15 0.46 0.74 0.29 Uniform Delay, d1 37.2 24.4 38.9 38.5 22.0 34.1 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.59 0.66 Incremental Delay, d2 2.5 0.0 0.3 0.4 0.9 3.7 0.3 Delay 39.8 24.4 39.2 38.8 22.8 58.0 9.8 Level of Service D C D D C E A Approach Delay 33.9 39.2 23.2 29.6 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay 29.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 90.0 Sum of lost time 20.4 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 881 [PHONE REDACTED] 0 55 0 483 22 91 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 918 [PHONE REDACTED] 0 74 0 653 26 108 19 RTOR Reduction (vph) 0 0 389 0 0 0 0 284 283 0 0 13 Lane Group Flow (vph) 0 918 [PHONE REDACTED] 0 67 50 43 26 108 6 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 34.1 34.1 9.4 47.7 14.5 14.5 14.5 33.0 33.0 33.0 Effective Green, g 34.1 34.1 9.4 47.7 14.5 14.5 14.5 33.0 33.0 33.0 Actuated g/C Ratio 0.31 0.31 0.09 0.43 0.13 0.13 0.13 0.30 0.30 0.30 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1576 [PHONE REDACTED] 221 [PHONE REDACTED] 1061 474 v/s Ratio Prot 0.18 0.04 c0.26 c0.04 0.03 0.01 c0.03 v/s Ratio Perm 0.11 0.03 0.00 v/c Ratio 0.58 0.36 0.43 0.59 0.30 0.26 0.22 0.03 0.10 0.01 Uniform Delay, d1 32.0 29.4 47.8 23.8 43.2 42.9 42.7 27.2 27.8 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 2.0 1.0 1.2 3.5 3.4 2.5 0.0 0.2 0.0 Delay 33.5 31.5 48.8 24.9 46.7 46.3 45.2 27.2 28.0 27.1 Level of Service C C D C D D D C C C Approach Delay 32.7 27.1 45.8 27.7 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 32.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length 110.0 Sum of lost time 19.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1349 0 0 986 48 431 406 308 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5803 1234 1379 5454 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5803 1234 1379 5454 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1420 0 0 1027 50 474 446 338 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 29 0 6 0 0 0 0 Lane Group Flow (vph) 41 1420 0 0 1031 16 256 996 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2065 2005 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.29 0.18 v/s Ratio Perm 0.01 c0.19 0.18 v/c Ratio 0.35 0.69 0.51 0.04 0.42 0.41 Uniform Delay, d1 42.4 21.2 23.4 19.5 17.1 17.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.9 0.9 0.2 2.1 0.5 Delay 43.0 23.1 24.4 19.7 19.2 17.5 Level of Service D C C B B B Approach Delay 23.6 24.2 17.8 0.0 Approach LOS C C B A Intersection Summary HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 90.0 Sum of lost time 15.7 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 878 14 125 0 0 447 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 924 15 132 0 0 471 RTOR Reduction (vph) 0 10 0 0 0 0 Lane Group Flow (vph) 924 5 132 0 0 471 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 12.3 12.3 12.3 12.3 Effective Green, g 12.3 12.3 12.3 12.3 Actuated g/C Ratio 0.35 0.35 0.35 0.35 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1697 538 1203 1203 v/s Ratio Prot c0.19 0.04 c0.14 v/s Ratio Perm 0.00 v/c Ratio 0.54 0.01 0.11 0.39 Uniform Delay, d1 9.0 7.3 7.6 8.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.2 1.0 Delay 9.3 7.3 7.8 9.4 Level of Service A A A A Approach Delay 9.3 7.8 9.4 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 34.8 Sum of lost time 10.2 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 90 869 1100 527 53 1489 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3020 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3020 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 96 924 1122 538 55 1551 RTOR Reduction (vph) 273 273 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 538 55 1551 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 12.1 12.1 40.0 70.0 3.7 47.4 Effective Green, g 12.1 12.1 40.0 70.0 3.7 47.4 Actuated g/C Ratio 0.17 0.17 0.57 1.00 0.05 0.68 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 90 4175 v/s Ratio Prot c0.23 0.03 0.25 v/s Ratio Perm 0.09 c0.14 c0.35 v/c Ratio 0.86dr 0.79 0.40 0.35 0.61 0.37 Uniform Delay, d1 26.4 27.7 8.3 0.0 32.4 4.9 Progression Factor 1.00 1.00 0.74 1.00 1.00 1.00 Incremental Delay, d2 0.6 15.2 0.4 0.6 8.3 0.3 Delay 27.1 42.9 6.6 0.6 40.8 5.1 Level of Service C D A A D A Approach Delay 34.3 4.7 6.4 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 70.0 Sum of lost time 14.2 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 350 381 81 1293 862 740 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 368 401 83 1319 889 763 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 368 401 83 1319 889 763 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 11.4 70.0 3.4 48.1 40.5 70.0 Effective Green, g 11.4 70.0 3.4 48.1 40.5 70.0 Actuated g/C Ratio 0.16 1.00 0.05 0.69 0.58 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 537 1524 82 4236 2830 1524 v/s Ratio Prot 0.11 0.05 0.21 0.18 v/s Ratio Perm 0.26 c0.50 v/c Ratio 0.69 0.26 1.01 0.31 0.31 0.50 Uniform Delay, d1 27.6 0.0 33.3 4.4 7.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.53 1.00 Incremental Delay, d2 2.9 0.4 102.8 0.2 0.3 1.1 Delay 30.5 0.4 136.1 4.6 4.3 1.1 Level of Service C A F A A A Approach Delay 14.8 12.3 2.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 276 9 31 366 0 15 0 37 322 1 39 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (prot) 4870 1703 4893 1703 1524 1618 1550 1447 Flt Permitted 1.00 0.55 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (perm) 4870 987 4893 1703 1524 1618 1550 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 310 10 39 458 0 21 0 51 370 1 45 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 48 0 1 33 Lane Group Flow (vph) 0 318 0 39 458 0 21 0 3 189 186 7 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 77.2 77.2 77.2 8.2 8.2 19.6 19.6 19.6 Effective Green, g 77.2 77.2 77.2 8.2 8.2 19.6 19.6 19.6 Actuated g/C Ratio 0.64 0.64 0.64 0.07 0.07 0.16 0.16 0.16 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3133 634 3147 116 104 264 253 236 v/s Ratio Prot 0.07 c0.09 c0.01 0.12 c0.12 v/s Ratio Perm 0.04 0.00 0.00 v/c Ratio 0.10 0.06 0.15 0.18 0.03 0.72 0.74 0.03 Uniform Delay, d1 8.2 7.9 8.4 52.7 52.2 47.6 47.7 42.2 Progression Factor 1.00 0.25 0.25 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 3.4 0.6 8.9 10.6 0.0 Delay 8.2 2.0 2.1 56.1 52.8 56.5 58.3 42.2 Level of Service A A A E D E E D Approach Delay 8.2 2.1 53.8 55.9 Approach LOS A A D E Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.26 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 74 434 723 113 904 0 0 1352 313 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.94 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3053 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3053 1386 3303 4893 4893 1524 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 88 517 861 119 952 0 0 1454 337 RTOR Reduction (vph) 0 0 0 0 60 60 0 0 0 0 0 119 Lane Group Flow (vph) 0 0 0 0 950 396 119 952 0 0 1454 218 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 44.3 44.3 8.7 65.7 52.8 52.8 Effective Green, g 44.3 44.3 8.7 65.7 52.8 52.8 Actuated g/C Ratio 0.37 0.37 0.07 0.55 0.44 0.44 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1127 [PHONE REDACTED] 2152 670 v/s Ratio Prot c0.04 0.19 c0.30 v/s Ratio Perm 0.31 0.29 0.14 v/c Ratio 0.84 0.78 0.50 0.36 0.68 0.33 Uniform Delay, d1 34.7 33.4 53.5 15.3 26.8 22.0 Progression Factor 1.00 1.00 0.75 1.29 1.00 1.00 Incremental Delay, d2 5.7 6.7 0.5 0.3 1.7 1.3 Delay 40.4 40.2 40.8 20.0 28.5 23.3 Level of Service D D D B C C Approach Delay 0.0 40.3 22.3 27.5 Approach LOS A D C C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 244 113 175 0 273 3 29 770 8 563 815 31 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.91 1.00 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5603 4887 1703 4885 3303 4867 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5603 4887 1703 4885 3303 4867 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 249 115 179 0 317 3 31 819 9 605 876 33 RTOR Reduction (vph) 0 110 0 0 1 0 0 1 0 0 3 0 Lane Group Flow (vph) 249 184 0 0 319 0 31 827 0 605 906 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 13.4 29.8 12.2 8.0 45.8 28.2 66.5 Effective Green, g 13.4 29.8 12.2 8.0 45.8 28.2 66.5 Actuated g/C Ratio 0.11 0.25 0.10 0.07 0.38 0.23 0.55 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 368 1391 [PHONE REDACTED] 776 2697 v/s Ratio Prot c0.08 0.03 c0.07 0.02 c0.17 c0.18 0.19 v/s Ratio Perm v/c Ratio 0.68 0.13 0.64 0.27 0.44 0.78 0.34 Uniform Delay, d1 51.2 35.1 51.8 53.2 27.6 43.0 14.7 Progression Factor 0.81 0.09 1.00 1.00 1.00 0.40 0.96 Incremental Delay, d2 3.7 0.0 2.1 1.0 0.8 3.4 0.2 Delay 45.1 3.1 54.0 54.2 28.4 20.7 14.3 Level of Service D A D D C C B Approach Delay 22.4 54.0 29.3 16.9 Approach LOS C D C B Intersection Summary HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 991 [PHONE REDACTED] 0 38 0 158 25 54 2 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1449 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1449 1504 3433 3539 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 1032 [PHONE REDACTED] 0 51 0 214 30 64 2 RTOR Reduction (vph) 0 0 124 0 0 0 0 100 103 0 0 2 Lane Group Flow (vph) 0 1032 [PHONE REDACTED] 0 46 10 6 30 64 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 69.5 69.5 17.0 90.7 6.5 6.5 6.5 6.0 6.0 6.0 Effective Green, g 69.5 69.5 17.0 90.7 6.5 6.5 6.5 6.0 6.0 6.0 Actuated g/C Ratio 0.59 0.59 0.14 0.77 0.06 0.06 0.06 0.05 0.05 0.05 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2994 [PHONE REDACTED] 92 79 82 174 179 80 v/s Ratio Prot 0.20 c0.10 0.34 c0.03 0.01 0.01 c0.02 v/s Ratio Perm c0.27 0.00 0.00 v/c Ratio 0.34 0.46 0.69 0.44 0.50 0.12 0.07 0.17 0.36 0.00 Uniform Delay, d1 12.5 13.7 48.0 4.8 54.2 53.0 52.9 53.6 54.1 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.7 4.2 0.4 18.1 3.2 1.7 2.1 5.5 0.0 Delay 12.8 15.4 52.2 5.2 72.3 56.3 54.6 55.8 59.6 53.2 Level of Service B B D A E E D E E D Approach Delay 13.7 12.9 58.4 58.3 Approach LOS B B E E Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length 118.0 Sum of lost time 19.0 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1187 0 0 1501 [PHONE REDACTED] 86 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5801 1234 1379 5714 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5801 1234 1379 5714 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1249 0 0 1564 [PHONE REDACTED] 95 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 61 0 9 0 0 0 0 Lane Group Flow (vph) 41 1249 0 0 1574 37 396 1615 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2065 2004 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.26 c0.27 v/s Ratio Perm 0.03 c0.29 0.28 v/c Ratio 0.35 0.60 0.79 0.09 0.65 0.64 Uniform Delay, d1 42.4 20.2 26.5 19.9 19.5 19.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.3 3.2 0.4 5.2 1.2 Delay 43.0 21.5 29.6 20.3 24.7 20.6 Level of Service D C C C C C Approach Delay 22.2 29.1 21.4 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 24.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 90.0 Sum of lost time 15.7 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 714 48 292 0 0 277 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 752 51 307 0 0 292 RTOR Reduction (vph) 0 31 0 0 0 0 Lane Group Flow (vph) 752 20 307 0 0 292 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 12.3 12.3 9.9 9.9 Effective Green, g 12.3 12.3 9.9 9.9 Actuated g/C Ratio 0.39 0.39 0.32 0.32 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1881 596 1073 1073 v/s Ratio Prot c0.16 c0.09 0.09 v/s Ratio Perm 0.01 v/c Ratio 0.40 0.03 0.29 0.27 Uniform Delay, d1 6.9 5.9 8.1 8.1 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.7 0.6 Delay 7.1 5.9 8.8 8.7 Level of Service A A A A Approach Delay 7.0 8.8 8.7 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 7.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.35 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Caltrans Ramp Termini Intersection Analysis Worksheets Interim Year 2015 No Project Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 70 710 840 0 50 2260 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.87 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3017 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3017 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 747 884 0 53 2379 RTOR Reduction (vph) 211 211 0 0 0 0 Lane Group Flow (vph) 237 162 884 0 53 2379 Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 19.7 19.7 77.1 8.0 89.8 Effective Green, g 19.7 19.7 77.1 8.0 89.8 Actuated g/C Ratio 0.16 0.16 0.64 0.07 0.75 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 114 4614 v/s Ratio Prot 0.18 0.03 c0.39 v/s Ratio Perm 0.08 c0.12 v/c Ratio 0.48 0.71 0.28 0.46 0.52 Uniform Delay, d1 45.5 47.4 9.4 53.9 6.2 Progression Factor 1.00 1.00 0.37 0.72 2.50 Incremental Delay, d2 0.7 9.7 0.2 1.1 0.1 Delay 46.2 57.1 3.7 40.0 15.6 Level of Service D E A D B Approach Delay 51.2 3.7 16.2 Approach LOS D A B Intersection Summary HCM Average Control Delay 20.4 HCM Level of Service C HCM Volume to Capacity ratio 0.55 Actuated Cycle Length 120.0 Sum of lost time 10.5 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 270 300 60 790 1200 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 284 316 63 832 1263 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 284 316 63 832 1263 0 Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 15.6 120.0 8.6 93.9 81.1 Effective Green, g 15.6 120.0 8.6 93.9 81.1 Actuated g/C Ratio 0.13 1.00 0.07 0.78 0.68 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 429 1524 122 4825 3307 v/s Ratio Prot c0.09 c0.04 0.13 c0.26 v/s Ratio Perm 0.21 v/c Ratio 0.66 0.21 0.52 0.17 0.38 Uniform Delay, d1 49.7 0.0 53.7 3.3 8.5 Progression Factor 1.00 1.00 0.82 0.31 0.27 Incremental Delay, d2 3.8 0.3 3.5 0.1 0.3 Delay 53.5 0.3 47.7 1.1 2.6 Level of Service D A D A A Approach Delay 25.5 4.4 2.6 Approach LOS C A A Intersection Summary HCM Average Control Delay 8.1 HCM Level of Service A HCM Volume to Capacity ratio 0.43 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 350 10 60 400 0 20 0 30 360 10 150 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4872 1703 4893 1703 1524 1618 1545 1447 Flt Permitted 1.00 0.52 1.00 0.62 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4872 930 4893 1112 1524 1618 1545 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 368 11 63 421 0 21 0 32 379 11 158 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 30 0 3 116 Lane Group Flow (vph) 0 377 0 63 421 0 21 0 2 205 198 26 Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 74.8 74.8 74.8 8.2 8.2 22.0 22.0 22.0 Effective Green, g 74.8 74.8 74.8 8.2 8.2 22.0 22.0 22.0 Actuated g/C Ratio 0.62 0.62 0.62 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3037 580 3050 76 104 297 283 265 v/s Ratio Prot 0.08 c0.09 0.13 c0.13 v/s Ratio Perm 0.07 c0.02 0.00 0.02 v/c Ratio 0.12 0.11 0.14 0.28 0.02 0.69 0.70 0.10 Uniform Delay, d1 9.2 9.1 9.3 53.1 52.2 45.8 45.9 40.8 Progression Factor 0.40 0.40 0.40 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 2.0 0.1 6.7 7.3 0.2 Delay 3.8 3.7 3.7 55.1 52.2 52.6 53.2 40.9 Level of Service A A A E D D D D Approach Delay 3.8 3.7 53.4 49.8 Approach LOS A A D D Intersection Summary HCM Average Control Delay 22.8 HCM Level of Service C HCM Volume to Capacity ratio 0.27 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 390 230 920 0 0 1411 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2855 1386 3303 4893 4893 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2855 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 411 242 968 0 0 1485 0 RTOR Reduction (vph) 0 0 0 0 142 142 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 117 63 242 968 0 0 1485 0 Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 12.2 12.2 14.1 97.8 79.5 Effective Green, g 12.2 12.2 14.1 97.8 79.5 Actuated g/C Ratio 0.10 0.10 0.12 0.82 0.66 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 290 [PHONE REDACTED] 3242 v/s Ratio Prot c0.07 0.20 c0.30 v/s Ratio Perm 0.04 c0.05 v/c Ratio 0.40 0.45 0.62 0.24 0.46 Uniform Delay, d1 50.5 50.7 50.4 2.6 9.8 Progression Factor 1.00 1.00 1.01 0.43 0.36 Incremental Delay, d2 0.9 2.3 2.7 0.1 0.4 Delay 51.4 53.0 53.5 1.2 4.0 Level of Service D D D A A Approach Delay 0.0 52.1 11.7 4.0 Approach LOS A D B A Intersection Summary HCM Average Control Delay 14.0 HCM Level of Service B HCM Volume to Capacity ratio 0.48 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 340 320 100 0 290 10 40 850 10 460 820 91 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.96 0.99 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5946 4868 1703 4884 3303 4820 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5946 4868 1703 4884 3303 4820 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 358 337 105 0 305 11 42 895 11 484 863 96 RTOR Reduction (vph) 0 51 0 0 4 0 0 1 0 0 10 0 Lane Group Flow (vph) 358 391 0 0 312 0 42 905 0 484 949 0 Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 18.0 35.2 13.0 6.4 45.1 23.5 62.7 Effective Green, g 18.0 35.2 13.0 6.4 45.1 23.5 62.7 Actuated g/C Ratio 0.15 0.29 0.11 0.05 0.38 0.20 0.52 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 495 1744 527 91 1836 647 2518 v/s Ratio Prot c0.11 0.07 c0.06 0.02 c0.19 c0.15 0.20 v/s Ratio Perm v/c Ratio 0.72 0.22 0.59 0.46 0.49 0.75 0.38 Uniform Delay, d1 48.6 32.1 51.0 55.1 28.7 45.5 17.0 Progression Factor 0.93 0.82 1.00 0.82 0.44 0.56 0.38 Incremental Delay, d2 5.1 0.1 1.8 3.4 0.9 4.3 0.4 Delay 50.2 26.2 52.8 48.8 13.6 29.9 6.9 Level of Service D C D D B C A Approach Delay 36.9 52.8 15.2 14.6 Approach LOS D D B B Intersection Summary HCM Average Control Delay 23.3 HCM Level of Service C HCM Volume to Capacity ratio 0.61 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1060 [PHONE REDACTED] 0 80 0 580 160 220 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 0.88 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 4893 2682 3303 4893 1618 1391 1447 3303 3406 1524 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 4893 2682 3303 4893 1618 1393 1447 3303 3406 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1116 [PHONE REDACTED] 0 84 0 611 168 232 21 RTOR Reduction (vph) 0 0 441 0 0 0 0 260 271 0 0 18 Lane Group Flow (vph) 0 1116 [PHONE REDACTED] 0 76 47 41 168 232 3 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 58.3 58.3 13.8 76.3 9.5 15.7 15.7 13.2 19.4 19.4 Effective Green, g 58.3 58.3 13.8 76.3 9.5 15.7 15.7 13.2 19.4 19.4 Actuated g/C Ratio 0.49 0.49 0.12 0.64 0.08 0.13 0.13 0.11 0.16 0.16 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2377 1303 380 3111 128 182 189 363 551 246 v/s Ratio Prot 0.23 c0.08 c0.30 c0.05 0.02 0.05 c0.07 v/s Ratio Perm 0.16 0.01 0.03 0.00 v/c Ratio 0.47 0.32 0.67 0.47 0.59 0.26 0.22 0.46 0.42 0.01 Uniform Delay, d1 20.5 18.8 50.9 11.4 53.4 46.9 46.6 50.1 45.2 42.3 Progression Factor 0.03 0.79 0.91 0.86 1.00 1.00 1.00 0.54 0.48 0.60 Incremental Delay, d2 0.1 0.1 4.3 0.5 7.2 0.8 0.6 0.8 0.5 0.0 Delay 0.7 14.8 50.4 10.3 60.6 47.7 47.2 27.8 22.4 25.3 Level of Service A B D B E D D C C C Approach Delay 6.8 16.2 48.9 24.7 Approach LOS A B D C Intersection Summary HCM Average Control Delay 17.8 HCM Level of Service B HCM Volume to Capacity ratio 0.51 Actuated Cycle Length 120.0 Sum of lost time 19.0 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1752 0 0 1171 170 531 370 420 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 4.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5795 1234 1379 5392 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5795 1234 1379 5392 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1844 0 0 1233 179 559 389 442 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 86 0 6 0 0 0 0 Lane Group Flow (vph) 42 1844 0 0 1249 75 285 1099 0 0 0 0 Turn Type Prot Perm Prot Protected Phases 5 2 6 3 8 Permitted Phases 6 Actuated Green, G 4.2 64.0 56.1 56.1 46.0 46.0 Effective Green, g 4.2 64.0 56.1 56.1 46.0 46.0 Actuated g/C Ratio 0.04 0.53 0.47 0.47 0.38 0.38 Clearance Time 4.7 6.0 5.0 5.0 4.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 116 2610 2709 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.38 0.22 c0.21 0.20 v/s Ratio Perm 0.06 v/c Ratio 0.36 0.71 0.46 0.13 0.54 0.53 Uniform Delay, d1 56.6 21.0 21.7 18.1 28.8 28.7 Progression Factor 0.75 0.55 0.49 0.11 1.00 1.00 Incremental Delay, d2 1.8 1.6 0.5 0.4 1.1 0.3 Delay 44.2 13.1 11.1 2.4 29.8 28.9 Level of Service D B B A C C Approach Delay 13.8 10.1 29.1 0.0 Approach LOS B B C A Intersection Summary HCM Average Control Delay 17.2 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length 120.0 Sum of lost time 10.0 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2015 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 36 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 830 10 130 0 0 650 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 874 11 137 0 0 684 RTOR Reduction (vph) 0 7 0 0 0 0 Lane Group Flow (vph) 874 4 137 0 0 684 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 12.5 12.5 13.7 13.7 Effective Green, g 12.5 12.5 13.7 13.7 Actuated g/C Ratio 0.35 0.35 0.38 0.38 Clearance Time 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1658 526 1289 1289 v/s Ratio Prot c0.18 0.04 c0.20 v/s Ratio Perm 0.00 v/c Ratio 0.53 0.01 0.11 0.53 Uniform Delay, d1 9.5 7.8 7.3 8.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.0 0.4 Delay 9.8 7.8 7.3 9.2 Level of Service A A A A Approach Delay 9.8 7.3 9.2 Approach LOS A A A Intersection Summary HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.53 Actuated Cycle Length 36.2 Sum of lost time 10.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 90 860 1310 0 60 1620 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3020 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3020 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 95 905 1379 0 63 1705 RTOR Reduction (vph) 149 149 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 0 63 1705 Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 32.0 32.0 64.8 8.0 77.5 Effective Green, g 32.0 32.0 64.8 8.0 77.5 Actuated g/C Ratio 0.27 0.27 0.54 0.07 0.65 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 114 3982 v/s Ratio Prot c0.28 c0.04 0.28 v/s Ratio Perm 0.13 c0.22 v/c Ratio 0.50 0.82 0.52 0.55 0.43 Uniform Delay, d1 37.2 41.3 17.7 54.3 10.4 Progression Factor 1.00 1.00 0.87 1.10 1.21 Incremental Delay, d2 0.5 13.2 0.7 3.4 0.2 Delay 37.7 54.5 16.1 63.1 12.8 Level of Service D D B E B Approach Delay 45.3 16.1 14.6 Approach LOS D B B Intersection Summary HCM Average Control Delay 22.5 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length 120.0 Sum of lost time 15.2 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 270 400 80 1600 980 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 284 421 84 1684 1032 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 284 421 84 1684 1032 0 Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 15.6 120.0 9.9 93.9 79.8 Effective Green, g 15.6 120.0 9.9 93.9 79.8 Actuated g/C Ratio 0.13 1.00 0.08 0.78 0.66 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 429 1524 140 4825 3254 v/s Ratio Prot c0.09 c0.05 c0.27 0.21 v/s Ratio Perm 0.28 v/c Ratio 0.66 0.28 0.60 0.35 0.32 Uniform Delay, d1 49.7 0.0 53.1 3.9 8.5 Progression Factor 1.00 1.00 1.25 0.38 0.23 Incremental Delay, d2 3.8 0.5 6.8 0.2 0.2 Delay 53.5 0.5 73.2 1.7 2.2 Level of Service D A E A A Approach Delay 21.8 5.1 2.2 Approach LOS C A A Intersection Summary HCM Average Control Delay 7.6 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length 120.0 Sum of lost time 9.7 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 370 10 50 640 0 20 0 60 360 0 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4873 1703 4893 1703 1524 1618 1543 1447 Flt Permitted 1.00 0.51 1.00 0.62 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4873 910 4893 1119 1524 1618 1543 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 389 11 53 674 0 21 0 63 379 0 126 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 59 0 2 93 Lane Group Flow (vph) 0 399 0 53 674 0 21 0 4 197 193 20 Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 8 8 4 Actuated Green, G 75.5 75.5 75.5 8.2 8.2 21.3 21.3 21.3 Effective Green, g 75.5 75.5 75.5 8.2 8.2 21.3 21.3 21.3 Actuated g/C Ratio 0.63 0.63 0.63 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3066 573 3079 76 104 287 274 257 v/s Ratio Prot 0.08 c0.14 0.12 c0.12 v/s Ratio Perm 0.06 c0.02 0.00 0.01 v/c Ratio 0.13 0.09 0.22 0.28 0.04 0.69 0.70 0.08 Uniform Delay, d1 9.0 8.8 9.6 53.1 52.2 46.2 46.4 41.2 Progression Factor 0.41 0.31 0.30 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 2.0 0.2 6.7 7.9 0.1 Delay 3.8 2.8 2.9 55.1 52.4 52.9 54.3 41.3 Level of Service A A A E D D D D Approach Delay 3.8 2.9 53.1 50.8 Approach LOS A A D D Intersection Summary HCM Average Control Delay 19.7 HCM Level of Service B HCM Volume to Capacity ratio 0.32 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 510 [PHONE REDACTED] 0 0 1540 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.94 0.85 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3045 1386 3303 4893 4893 Flt Permitted 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3045 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 537 [PHONE REDACTED] 0 0 1621 0 RTOR Reduction (vph) 0 0 0 0 29 29 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1042 [PHONE REDACTED] 0 0 1621 0 Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 47.0 47.0 9.7 63.0 49.1 Effective Green, g 47.0 47.0 9.7 63.0 49.1 Actuated g/C Ratio 0.39 0.39 0.08 0.52 0.41 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1193 [PHONE REDACTED] 2002 v/s Ratio Prot c0.06 0.25 c0.33 v/s Ratio Perm 0.34 0.33 v/c Ratio 0.87 0.84 0.75 0.47 0.81 Uniform Delay, d1 33.8 33.2 54.0 18.0 31.3 Progression Factor 1.00 1.00 1.05 0.87 0.58 Incremental Delay, d2 7.3 11.5 8.4 0.5 3.0 Delay 41.1 44.7 64.9 16.2 21.0 Level of Service D D E B C Approach Delay 0.0 42.2 23.1 21.0 Approach LOS A D C C Intersection Summary HCM Average Control Delay 28.8 HCM Level of Service C HCM Volume to Capacity ratio 0.83 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 340 260 180 0 440 0 90 1040 10 530 1000 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.94 1.00 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5788 4893 1703 4886 3303 4833 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5788 4893 1703 4886 3303 4833 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 358 274 189 0 463 0 95 1095 11 558 1053 95 RTOR Reduction (vph) 0 108 0 0 0 0 0 1 0 0 8 0 Lane Group Flow (vph) 358 355 0 0 463 0 95 1105 0 558 1140 0 Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.3 36.8 15.3 11.2 42.1 24.9 56.3 Effective Green, g 17.3 36.8 15.3 11.2 42.1 24.9 56.3 Actuated g/C Ratio 0.14 0.31 0.13 0.09 0.35 0.21 0.47 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 476 1775 [PHONE REDACTED] 685 2267 v/s Ratio Prot c0.11 0.06 c0.09 0.06 c0.23 c0.17 0.24 v/s Ratio Perm v/c Ratio 0.75 0.20 0.74 0.60 0.64 0.81 0.50 Uniform Delay, d1 49.3 30.7 50.4 52.2 32.7 45.3 22.1 Progression Factor 0.85 0.89 1.00 0.82 0.45 0.31 0.12 Incremental Delay, d2 6.5 0.1 4.7 4.6 1.4 4.3 0.4 Delay 48.6 27.5 55.2 47.2 16.2 18.2 3.2 Level of Service D C E D B B A Approach Delay 36.7 55.2 18.7 8.1 Approach LOS D E B A Intersection Summary HCM Average Control Delay 21.9 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1262 [PHONE REDACTED] 0 80 0 180 160 80 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.91 0.88 0.97 0.91 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 4893 2682 3303 4893 1618 1401 1447 3303 3406 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 4893 2682 3303 4893 1618 1406 1447 3303 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1328 [PHONE REDACTED] 0 84 0 189 168 84 0 RTOR Reduction (vph) 0 0 373 0 0 0 0 71 88 0 0 0 Lane Group Flow (vph) 0 1328 [PHONE REDACTED] 0 76 28 10 168 84 0 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 57.1 57.1 18.8 80.1 14.0 26.7 12.7 12.4 11.1 Effective Green, g 57.1 57.1 18.8 80.1 14.0 26.7 12.7 12.4 11.1 Actuated g/C Ratio 0.48 0.48 0.16 0.67 0.12 0.22 0.11 0.10 0.09 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2328 1276 517 3266 189 312 153 341 315 v/s Ratio Prot 0.27 c0.15 c0.41 0.05 0.01 c0.05 c0.02 v/s Ratio Perm 0.14 0.01 0.01 v/c Ratio 0.57 0.29 0.98 0.62 0.40 0.09 0.07 0.49 0.27 Uniform Delay, d1 22.6 19.1 50.4 11.3 49.1 37.0 48.3 50.8 50.7 Progression Factor 0.45 0.29 0.91 0.60 1.00 1.00 1.00 0.54 0.68 Incremental Delay, d2 0.8 0.4 30.3 0.7 1.4 0.1 0.2 0.9 0.4 Delay 11.0 6.0 75.9 7.5 50.5 37.1 48.5 28.3 34.8 Level of Service B A E A D D D C C Approach Delay 9.3 21.2 44.9 30.5 Approach LOS A C D C Intersection Summary HCM Average Control Delay 18.1 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length 120.0 Sum of lost time 19.5 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1582 0 0 1872 [PHONE REDACTED] 170 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 4.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5790 1234 1379 5677 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5790 1234 1379 5677 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1665 0 0 1971 [PHONE REDACTED] 179 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 20 0 6 0 0 0 0 Lane Group Flow (vph) 42 1665 0 0 2010 [PHONE REDACTED] 0 0 0 0 Turn Type Prot Perm Prot Protected Phases 5 2 6 3 8 Permitted Phases 6 Actuated Green, G 4.2 59.0 51.1 51.1 51.0 51.0 Effective Green, g 4.2 59.0 51.1 51.1 51.0 51.0 Actuated g/C Ratio 0.04 0.49 0.43 0.43 0.42 0.42 Clearance Time 4.7 6.0 5.0 5.0 4.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 116 2406 2466 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.34 c0.35 c0.32 0.32 v/s Ratio Perm 0.28 v/c Ratio 0.36 0.69 0.81 0.67 0.75 0.75 Uniform Delay, d1 56.6 23.5 30.3 27.6 29.1 29.1 Progression Factor 0.96 1.00 0.59 0.54 1.00 1.00 Incremental Delay, d2 1.9 1.6 2.4 5.0 5.2 1.3 Delay 56.1 25.1 20.2 20.1 34.3 30.3 Level of Service E C C C C C Approach Delay 25.9 20.2 31.1 0.0 Approach LOS C C C A Intersection Summary HCM Average Control Delay 25.6 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length 120.0 Sum of lost time 9.0 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2015 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 36 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 670 50 490 0 0 340 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 705 53 516 0 0 358 RTOR Reduction (vph) 0 35 0 0 0 0 Lane Group Flow (vph) 705 18 516 0 0 358 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.5 10.5 10.9 10.9 Effective Green, g 10.5 10.5 10.9 10.9 Actuated g/C Ratio 0.33 0.33 0.35 0.35 Clearance Time 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1606 510 1182 1182 v/s Ratio Prot c0.15 c0.15 0.11 v/s Ratio Perm 0.01 v/c Ratio 0.44 0.03 0.44 0.30 Uniform Delay, d1 8.2 7.0 7.9 7.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.3 0.1 Delay 8.3 7.1 8.1 7.6 Level of Service A A A A Approach Delay 8.3 8.1 7.6 Approach LOS A A A Intersection Summary HCM Average Control Delay 8.1 HCM Level of Service A HCM Volume to Capacity ratio 0.44 Actuated Cycle Length 31.4 Sum of lost time 10.0 Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: I-5 NB Ramps & Harbor Blvd 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 70 710 840 0 50 2260 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.87 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3017 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3017 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 747 884 0 53 2379 RTOR Reduction (vph) 295 295 0 0 0 0 Lane Group Flow (vph) 153 78 884 0 53 2379 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type custom Perm Prot Protected Phases 2 1 6 Permitted Phases 8 8 2 Actuated Green, G 12.6 12.6 72.2 21.0 96.9 Effective Green, g 12.6 12.6 72.2 21.0 96.9 Actuated g/C Ratio 0.10 0.10 0.60 0.18 0.81 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 298 4979 v/s Ratio Prot 0.18 0.03 c0.39 v/s Ratio Perm 0.05 c0.06 v/c Ratio 0.48 0.53 0.30 0.18 0.48 Uniform Delay, d1 50.6 50.9 11.6 42.1 3.6 Progression Factor 1.00 1.00 0.86 1.00 1.00 Incremental Delay, d2 0.4 1.9 0.3 0.1 0.3 Delay 51.0 52.8 10.2 42.3 4.0 Level of Service D D B D A Approach Delay 51.8 10.2 4.8 Approach LOS D B A Intersection Summary HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.48 Actuated Cycle Length 120.0 Sum of lost time 10.5 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: I-5 SB Ramps & Harbor Blvd 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 270 300 60 790 1200 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 284 316 63 832 1263 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 284 316 63 832 1263 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Free Prot Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 14.7 120.0 7.8 94.8 82.8 Effective Green, g 14.7 120.0 7.8 94.8 82.8 Actuated g/C Ratio 0.12 1.00 0.06 0.79 0.69 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 405 1524 111 4871 3376 v/s Ratio Prot c0.09 c0.04 0.13 c0.26 v/s Ratio Perm 0.21 v/c Ratio 0.70 0.21 0.57 0.17 0.37 Uniform Delay, d1 50.5 0.0 54.5 3.1 7.8 Progression Factor 1.00 1.00 1.00 1.00 0.64 Incremental Delay, d2 4.4 0.3 3.9 0.1 0.3 Delay 55.0 0.3 58.4 3.1 5.3 Level of Service D A E A A Approach Delay 26.2 7.0 5.3 Approach LOS C A A Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Disney Way & I-5 SB Off-Ramp 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 350 10 60 400 0 20 0 30 360 10 150 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4872 1703 4893 1703 1524 1618 1545 1447 Flt Permitted 1.00 0.52 1.00 0.50 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4872 930 4893 896 1524 1618 1545 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 368 11 63 421 0 21 0 32 379 11 158 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 30 0 3 116 Lane Group Flow (vph) 0 377 0 63 421 0 21 0 2 205 198 26 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 75.4 75.4 75.4 8.0 8.0 21.6 21.6 21.6 Effective Green, g 75.4 75.4 75.4 8.0 8.0 21.6 21.6 21.6 Actuated g/C Ratio 0.63 0.63 0.63 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3061 584 3074 60 102 291 278 260 v/s Ratio Prot 0.08 c0.09 0.13 c0.13 v/s Ratio Perm 0.07 c0.02 0.00 0.02 v/c Ratio 0.12 0.11 0.14 0.35 0.02 0.70 0.71 0.10 Uniform Delay, d1 9.0 8.9 9.1 53.5 52.3 46.2 46.3 41.1 Progression Factor 1.00 0.34 0.33 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 15.3 0.4 7.5 8.3 0.2 Delay 9.1 3.1 3.1 68.9 52.7 53.7 54.6 41.2 Level of Service A A A E D D D D Approach Delay 9.1 3.1 59.1 50.8 Approach LOS A A E D Intersection Summary HCM Average Control Delay 24.5 HCM Level of Service C HCM Volume to Capacity ratio 0.27 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: I-5 On-Ramp & 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 390 230 920 0 0 1410 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2855 1386 3303 4893 4893 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2855 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 411 242 968 0 0 1484 0 RTOR Reduction (vph) 0 0 0 0 158 158 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 101 47 242 968 0 0 1484 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 11.1 11.1 14.1 98.9 80.6 Effective Green, g 11.1 11.1 14.1 98.9 80.6 Actuated g/C Ratio 0.09 0.09 0.12 0.82 0.67 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 264 [PHONE REDACTED] 3286 v/s Ratio Prot c0.07 0.20 c0.30 v/s Ratio Perm 0.04 0.03 v/c Ratio 0.38 0.37 0.62 0.24 0.45 Uniform Delay, d1 51.2 51.2 50.4 2.3 9.3 Progression Factor 0.74 0.58 0.86 2.74 1.00 Incremental Delay, d2 0.9 1.7 2.7 0.1 0.5 Delay 38.7 31.6 46.2 6.5 9.7 Level of Service D C D A A Approach Delay 0.0 35.5 14.4 9.7 Approach LOS A D B A Intersection Summary HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way & Anaheim Blvd 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 340 320 100 0 290 10 40 850 10 460 820 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.96 0.99 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5946 4868 1703 4884 3303 4821 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5946 4868 1703 4884 3303 4821 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 358 337 105 0 305 11 42 895 11 484 863 95 RTOR Reduction (vph) 0 50 0 0 4 0 0 1 0 0 10 0 Lane Group Flow (vph) 358 392 0 0 312 0 42 905 0 484 948 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.1 33.5 11.7 6.4 48.7 22.1 64.4 Effective Green, g 17.1 33.5 11.7 6.4 48.7 22.1 64.4 Actuated g/C Ratio 0.14 0.28 0.10 0.05 0.41 0.18 0.54 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 471 1660 475 91 1982 608 2587 v/s Ratio Prot c0.11 0.07 c0.06 0.02 c0.19 c0.15 0.20 v/s Ratio Perm v/c Ratio 0.76 0.24 0.66 0.46 0.46 0.80 0.37 Uniform Delay, d1 49.5 33.4 52.2 55.1 26.0 46.8 16.0 Progression Factor 0.80 0.48 1.00 1.00 1.00 0.77 0.59 Incremental Delay, d2 6.2 0.1 2.5 2.7 0.8 6.2 0.4 Delay 45.8 16.1 54.7 57.8 26.8 42.4 9.8 Level of Service D B D E C D A Approach Delay 29.4 54.7 28.1 20.7 Approach LOS C D C C Intersection Summary HCM Average Control Delay 27.8 HCM Level of Service C HCM Volume to Capacity ratio 0.61 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: Katella Avenue & Manchester Avenue 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1062 [PHONE REDACTED] 0 80 0 580 160 220 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1446 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1447 1504 3433 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1118 [PHONE REDACTED] 0 84 0 611 168 232 21 RTOR Reduction (vph) 0 0 190 0 0 0 0 214 151 0 0 19 Lane Group Flow (vph) 0 1118 [PHONE REDACTED] 0 76 93 161 168 232 2 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 60.1 60.1 11.6 75.9 16.1 34.3 20.7 8.6 13.2 13.2 Effective Green, g 60.1 60.1 11.6 75.9 16.1 34.3 20.7 8.6 13.2 13.2 Actuated g/C Ratio 0.50 0.50 0.10 0.63 0.13 0.29 0.17 0.07 0.11 0.11 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2547 [PHONE REDACTED] 226 413 259 246 389 174 v/s Ratio Prot 0.22 c0.07 0.29 0.05 0.03 c0.05 0.07 v/s Ratio Perm c0.42 0.03 c0.11 0.00 v/c Ratio 0.44 0.84 0.76 0.46 0.34 0.23 0.62 0.68 0.60 0.01 Uniform Delay, d1 19.2 25.8 52.9 11.4 47.1 32.7 46.0 54.4 50.9 47.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 10.5 9.9 0.5 4.0 0.3 4.4 14.3 2.5 0.0 Delay 19.7 36.3 62.8 11.9 51.1 33.0 50.4 68.7 53.3 47.6 Level of Service B D E B D C D E D D Approach Delay 26.9 19.3 42.8 59.2 Approach LOS C B D E Intersection Summary HCM Average Control Delay 29.3 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length 120.0 Sum of lost time 19.0 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: Katella Avenue & Anaheim Way 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1750 0 0 1170 170 530 370 0 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.98 Satd. Flow (prot) 3303 4893 5795 1234 1379 5689 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.98 Satd. Flow (perm) 3303 4893 5795 1234 1379 5689 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1842 0 0 1232 179 558 389 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 86 0 0 0 0 0 0 Lane Group Flow (vph) 42 1842 0 0 1248 75 279 668 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Perm Perm Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 4.2 64.0 56.1 56.1 44.0 44.0 Effective Green, g 4.2 64.0 56.1 56.1 44.0 44.0 Actuated g/C Ratio 0.04 0.53 0.47 0.47 0.37 0.37 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 116 2610 2709 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.38 0.22 v/s Ratio Perm 0.06 c0.20 0.12 v/c Ratio 0.36 0.71 0.46 0.13 0.55 0.32 Uniform Delay, d1 56.6 21.0 21.7 18.1 30.2 27.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.6 0.6 0.5 4.3 0.4 Delay 57.3 22.6 22.3 18.6 34.4 27.7 Level of Service E C C B C C Approach Delay 23.4 21.8 29.7 0.0 Approach LOS C C C A Intersection Summary HCM Average Control Delay 24.3 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length 120.0 Sum of lost time 12.0 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: I-5 SB Off-Ramp & Disneyland Drive 10/26/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 830 10 130 0 0 650 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 874 11 137 0 0 684 RTOR Reduction (vph) 0 8 0 0 0 0 Lane Group Flow (vph) 874 3 137 0 0 684 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.6 10.6 15.4 15.4 Effective Green, g 10.6 10.6 15.4 15.4 Actuated g/C Ratio 0.29 0.29 0.43 0.43 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1406 446 1449 1449 v/s Ratio Prot c0.18 0.04 c0.20 v/s Ratio Perm 0.00 v/c Ratio 0.62 0.01 0.09 0.47 Uniform Delay, d1 11.1 9.1 6.2 7.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.0 0.1 1.1 Delay 11.8 9.1 6.4 8.6 Level of Service B A A A Approach Delay 11.8 6.4 8.6 Approach LOS B A A Intersection Summary HCM Average Control Delay 10.1 HCM Level of Service B HCM Volume to Capacity ratio 0.53 Actuated Cycle Length 36.2 Sum of lost time 10.2 Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: I-5 NB Ramps & Harbor Blvd 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 90 860 1310 0 60 1620 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3020 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3020 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 95 905 1379 0 63 1705 RTOR Reduction (vph) 274 274 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 0 63 1705 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type custom Perm Prot Protected Phases 2 1 6 Permitted Phases 8 8 2 Actuated Green, G 20.4 20.4 77.6 7.8 89.1 Effective Green, g 20.4 20.4 77.6 7.8 89.1 Actuated g/C Ratio 0.17 0.17 0.65 0.06 0.74 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 111 4578 v/s Ratio Prot c0.28 c0.04 0.28 v/s Ratio Perm 0.09 c0.13 v/c Ratio 0.53 0.75 0.44 0.57 0.37 Uniform Delay, d1 45.5 47.4 10.4 54.5 5.5 Progression Factor 1.00 1.00 1.30 1.00 1.00 Incremental Delay, d2 0.5 11.5 0.4 3.9 0.2 Delay 46.0 58.9 13.9 58.4 5.7 Level of Service D E B E A Approach Delay 51.8 13.9 7.6 Approach LOS D B A Intersection Summary HCM Average Control Delay 20.4 HCM Level of Service C HCM Volume to Capacity ratio 0.51 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: I-5 SB Ramps & Harbor Blvd 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 270 400 80 1600 980 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 284 421 84 1684 1032 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 284 421 84 1684 1032 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Free Prot Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 14.7 120.0 9.1 94.8 81.5 Effective Green, g 14.7 120.0 9.1 94.8 81.5 Actuated g/C Ratio 0.12 1.00 0.08 0.79 0.68 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 405 1524 129 4871 3323 v/s Ratio Prot c0.09 c0.05 c0.27 0.21 v/s Ratio Perm 0.28 v/c Ratio 0.70 0.28 0.65 0.35 0.31 Uniform Delay, d1 50.5 0.0 53.9 3.6 7.8 Progression Factor 1.00 1.00 1.00 1.00 0.89 Incremental Delay, d2 4.4 0.5 8.6 0.2 0.2 Delay 55.0 0.5 62.5 3.8 7.2 Level of Service D A E A A Approach Delay 22.4 6.6 7.2 Approach LOS C A A Intersection Summary HCM Average Control Delay 10.0 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length 120.0 Sum of lost time 9.7 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Disney Way & I-5 SB Off-Ramp 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 370 10 50 640 0 20 0 60 360 0 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4873 1703 4893 1703 1524 1618 1543 1447 Flt Permitted 1.00 0.51 1.00 0.20 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4873 910 4893 358 1524 1618 1543 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 389 11 53 674 0 21 0 63 379 0 126 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 53 0 2 93 Lane Group Flow (vph) 0 398 0 53 674 0 21 0 11 197 193 20 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 64.0 64.0 64.0 20.0 20.0 21.0 21.0 21.0 Effective Green, g 64.0 64.0 64.0 20.0 20.0 21.0 21.0 21.0 Actuated g/C Ratio 0.53 0.53 0.53 0.17 0.17 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2599 485 2610 60 254 283 270 253 v/s Ratio Prot 0.08 c0.14 0.12 c0.12 v/s Ratio Perm 0.06 c0.06 0.01 0.01 v/c Ratio 0.15 0.11 0.26 0.35 0.04 0.70 0.71 0.08 Uniform Delay, d1 14.2 13.9 15.2 44.2 42.0 46.5 46.7 41.4 Progression Factor 1.00 0.41 0.40 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 15.3 0.3 7.3 8.6 0.1 Delay 14.4 5.8 6.1 59.6 42.3 53.8 55.3 41.5 Level of Service B A A E D D E D Approach Delay 14.4 6.1 46.6 51.6 Approach LOS B A D D Intersection Summary HCM Average Control Delay 23.4 HCM Level of Service C HCM Volume to Capacity ratio 0.37 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 41.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: I-5 On-Ramp & 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 510 [PHONE REDACTED] 0 0 1540 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.94 0.85 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3045 1386 3303 4893 4893 Flt Permitted 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3045 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 537 [PHONE REDACTED] 0 0 1621 0 RTOR Reduction (vph) 0 0 0 0 33 33 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1038 [PHONE REDACTED] 0 0 1621 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm Perm Prot Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 44.9 44.9 11.2 65.1 49.7 Effective Green, g 44.9 44.9 11.2 65.1 49.7 Actuated g/C Ratio 0.37 0.37 0.09 0.54 0.41 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 Lane Grp Cap (vph) 1139 [PHONE REDACTED] 2027 v/s Ratio Prot c0.06 0.25 c0.33 v/s Ratio Perm 0.34 0.33 v/c Ratio 0.91 0.88 0.65 0.46 0.80 Uniform Delay, d1 35.7 35.0 52.5 16.7 30.8 Progression Factor 0.50 0.45 0.78 1.32 1.00 Incremental Delay, d2 7.7 10.6 2.7 0.4 3.4 Delay 25.4 26.4 43.4 22.5 34.2 Level of Service C C D C C Approach Delay 0.0 25.7 25.4 34.2 Approach LOS A C C C Intersection Summary HCM Average Control Delay 28.6 HCM Level of Service C HCM Volume to Capacity ratio 0.83 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way & Anaheim Blvd 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 340 260 180 0 440 0 90 1040 10 530 1000 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.94 1.00 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5788 4893 1703 4886 3303 4833 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5788 4893 1703 4886 3303 4833 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 358 274 189 0 463 0 95 1095 11 558 1053 95 RTOR Reduction (vph) 0 108 0 0 0 0 0 1 0 0 8 0 Lane Group Flow (vph) 358 355 0 0 463 0 95 1105 0 558 1140 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.1 36.6 15.3 11.3 42.3 24.9 56.4 Effective Green, g 17.1 36.6 15.3 11.3 42.3 24.9 56.4 Actuated g/C Ratio 0.14 0.31 0.13 0.09 0.35 0.21 0.47 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 471 1765 [PHONE REDACTED] 685 2272 v/s Ratio Prot c0.11 0.06 c0.09 0.06 c0.23 c0.17 0.24 v/s Ratio Perm v/c Ratio 0.76 0.20 0.74 0.59 0.64 0.81 0.50 Uniform Delay, d1 49.5 30.9 50.4 52.1 32.5 45.3 22.1 Progression Factor 0.91 0.26 1.00 1.00 1.00 0.42 0.90 Incremental Delay, d2 6.9 0.1 4.7 5.8 1.9 4.3 0.5 Delay 51.8 8.1 55.2 57.9 34.4 23.5 20.3 Level of Service D A E E C C C Approach Delay 27.2 55.2 36.2 21.4 Approach LOS C E D C Intersection Summary HCM Average Control Delay 30.5 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: Katella Avenue & Manchester Avenue 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1262 [PHONE REDACTED] 0 80 0 180 160 80 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1455 1504 3433 3539 Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1451 1504 3433 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1328 [PHONE REDACTED] 0 84 0 189 168 84 0 RTOR Reduction (vph) 0 0 142 0 0 0 0 79 91 0 0 0 Lane Group Flow (vph) 0 1328 [PHONE REDACTED] 0 76 20 7 168 84 0 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 62.7 62.7 21.3 88.2 8.1 16.3 8.2 8.8 8.9 Effective Green, g 62.7 62.7 21.3 88.2 8.1 16.3 8.2 8.8 8.9 Actuated g/C Ratio 0.52 0.52 0.18 0.74 0.07 0.14 0.07 0.07 0.07 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 Lane Grp Cap (vph) 2657 [PHONE REDACTED] 113 197 103 252 262 v/s Ratio Prot 0.26 c0.15 0.40 0.05 0.01 c0.05 c0.02 v/s Ratio Perm c0.38 0.01 0.00 v/c Ratio 0.50 0.72 0.83 0.54 0.67 0.10 0.07 0.67 0.32 Uniform Delay, d1 18.5 22.0 47.6 7.0 54.7 45.4 52.3 54.2 52.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 5.5 9.1 0.6 11.7 0.1 0.1 6.5 0.7 Delay 19.2 27.4 56.7 7.5 66.4 45.5 52.4 60.7 53.4 Level of Service B C E A E D D E D Approach Delay 22.1 17.4 53.8 58.3 Approach LOS C B D E Intersection Summary HCM Average Control Delay 23.3 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length 120.0 Sum of lost time 14.5 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: Katella Avenue & Anaheim Way 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1580 0 0 1870 [PHONE REDACTED] 170 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5790 1234 1379 5677 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5790 1234 1379 5677 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1663 0 0 1968 [PHONE REDACTED] 179 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 13 0 5 0 0 0 0 Lane Group Flow (vph) 42 1663 0 0 2007 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot Perm Perm Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 2.6 57.0 50.7 50.7 51.0 51.0 Effective Green, g 2.6 57.0 50.7 50.7 51.0 51.0 Actuated g/C Ratio 0.02 0.48 0.42 0.42 0.42 0.42 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 72 2324 2446 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.34 c0.35 v/s Ratio Perm 0.29 0.32 0.32 v/c Ratio 0.58 0.72 0.82 0.69 0.75 0.75 Uniform Delay, d1 58.2 25.1 30.6 28.2 29.0 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.5 1.9 3.2 7.2 8.4 2.1 Delay 65.7 27.0 33.9 35.3 37.4 31.2 Level of Service E C C D D C Approach Delay 27.9 34.1 32.4 0.0 Approach LOS C C C A Intersection Summary HCM Average Control Delay 31.8 HCM Level of Service C HCM Volume to Capacity ratio 0.81 Actuated Cycle Length 120.0 Sum of lost time 17.0 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: I-5 SB Off-Ramp & Disneyland Drive 10/26/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 670 50 490 0 0 340 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 705 53 516 0 0 358 RTOR Reduction (vph) 0 36 0 0 0 0 Lane Group Flow (vph) 705 17 516 0 0 358 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.0 10.0 12.2 12.2 Effective Green, g 10.0 10.0 12.2 12.2 Actuated g/C Ratio 0.32 0.32 0.39 0.39 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1529 485 1323 1323 v/s Ratio Prot c0.15 c0.15 0.11 v/s Ratio Perm 0.01 v/c Ratio 0.46 0.03 0.39 0.27 Uniform Delay, d1 8.5 7.4 6.9 6.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.9 0.5 Delay 8.8 7.4 7.8 7.1 Level of Service A A A A Approach Delay 8.7 7.8 7.1 Approach LOS A A A Intersection Summary HCM Average Control Delay 8.1 HCM Level of Service A HCM Volume to Capacity ratio 0.42 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Caltrans Ramp Termini Intersection Analysis Worksheets General Plan Buildout Year 2030 No Project Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 70 740 880 0 50 3130 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.87 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3015 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3015 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 779 926 0 53 3295 RTOR Reduction (vph) 183 183 0 0 0 0 Lane Group Flow (vph) 281 206 926 0 53 3295 Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 22.6 22.6 74.8 7.4 86.9 Effective Green, g 22.6 22.6 74.8 7.4 86.9 Actuated g/C Ratio 0.19 0.19 0.62 0.06 0.72 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 105 4465 v/s Ratio Prot 0.19 0.03 c0.53 v/s Ratio Perm 0.09 c0.15 v/c Ratio 0.50 0.79 0.30 0.50 0.74 Uniform Delay, d1 43.6 46.4 10.5 54.5 9.8 Progression Factor 1.00 1.00 0.26 0.69 0.24 Incremental Delay, d2 0.7 15.0 0.2 0.3 0.1 Delay 44.3 61.4 2.9 37.9 2.5 Level of Service D E A D A Approach Delay 52.1 2.9 3.0 Approach LOS D A A Intersection Summary HCM Average Control Delay 11.2 HCM Level of Service B HCM Volume to Capacity ratio 0.75 Actuated Cycle Length 120.0 Sum of lost time 10.5 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 320 320 70 820 2000 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 337 337 74 863 2105 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 337 337 74 863 2105 0 Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 17.1 120.0 8.0 92.4 80.2 Effective Green, g 17.1 120.0 8.0 92.4 80.2 Actuated g/C Ratio 0.14 1.00 0.07 0.77 0.67 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 471 1524 114 4748 3270 v/s Ratio Prot c0.10 c0.04 0.14 c0.43 v/s Ratio Perm 0.22 v/c Ratio 0.72 0.22 0.65 0.18 0.64 Uniform Delay, d1 49.1 0.0 54.6 3.7 11.6 Progression Factor 1.00 1.00 0.89 0.41 0.41 Incremental Delay, d2 5.1 0.3 11.4 0.1 0.7 Delay 54.2 0.3 60.2 1.6 5.4 Level of Service D A E A A Approach Delay 27.3 6.2 5.4 Approach LOS C A A Intersection Summary HCM Average Control Delay 9.6 HCM Level of Service A HCM Volume to Capacity ratio 0.66 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 890 10 140 740 0 20 0 40 500 10 150 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4885 1703 4893 1703 1524 1618 1547 1447 Flt Permitted 1.00 0.26 1.00 0.58 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4885 471 4893 1033 1524 1618 1547 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 937 11 147 779 0 21 0 42 526 11 158 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 39 0 2 112 Lane Group Flow (vph) 0 947 0 147 779 0 21 0 3 279 272 30 Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 8 8 4 Actuated Green, G 71.5 71.5 71.5 8.3 8.3 25.2 25.2 25.2 Effective Green, g 71.5 71.5 71.5 8.3 8.3 25.2 25.2 25.2 Actuated g/C Ratio 0.60 0.60 0.60 0.07 0.07 0.21 0.21 0.21 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2911 281 2915 71 105 340 325 304 v/s Ratio Prot 0.19 0.16 0.17 c0.18 v/s Ratio Perm c0.31 c0.02 0.00 0.02 v/c Ratio 0.33 0.52 0.27 0.30 0.03 0.82 0.84 0.10 Uniform Delay, d1 12.2 14.2 11.7 53.1 52.1 45.2 45.4 38.2 Progression Factor 0.77 0.71 0.52 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.0 0.0 2.3 0.1 14.6 16.9 0.1 Delay 9.7 11.1 6.0 55.4 52.2 59.8 62.4 38.4 Level of Service A B A E D E E D Approach Delay 9.7 6.8 53.3 56.5 Approach LOS A A D E Intersection Summary HCM Average Control Delay 22.1 HCM Level of Service C HCM Volume to Capacity ratio 0.58 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 30 [PHONE REDACTED] 0 0 2100 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2867 1386 3303 4893 4893 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2867 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 32 [PHONE REDACTED] 0 0 2211 0 RTOR Reduction (vph) 0 0 0 0 81 81 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 204 [PHONE REDACTED] 0 0 2211 0 Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 17.6 17.6 13.9 92.4 74.3 Effective Green, g 17.6 17.6 13.9 92.4 74.3 Actuated g/C Ratio 0.15 0.15 0.12 0.77 0.62 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 420 [PHONE REDACTED] 3030 v/s Ratio Prot c0.09 0.26 c0.45 v/s Ratio Perm 0.07 c0.10 v/c Ratio 0.49 0.69 0.74 0.34 0.73 Uniform Delay, d1 47.0 48.6 51.3 4.3 15.9 Progression Factor 1.00 1.00 0.96 0.03 0.60 Incremental Delay, d2 0.9 9.4 4.8 0.2 0.9 Delay 47.9 58.0 54.3 0.3 10.5 Level of Service D E D A B Approach Delay 0.0 52.3 10.1 10.5 Approach LOS A D B B Intersection Summary HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 480 870 110 0 600 10 70 1040 10 530 1350 170 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 6062 4881 1703 4886 3303 4811 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 6062 4881 1703 4886 3303 4811 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 505 916 116 0 632 11 74 1095 11 558 1421 179 RTOR Reduction (vph) 0 19 0 0 2 0 0 1 0 0 13 0 Lane Group Flow (vph) 505 1013 0 0 641 0 74 1105 0 558 1587 0 Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 21.1 43.0 17.7 6.7 35.6 25.2 54.6 Effective Green, g 21.1 43.0 17.7 6.7 35.6 25.2 54.6 Actuated g/C Ratio 0.18 0.36 0.15 0.06 0.30 0.21 0.46 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 581 2172 720 95 1450 694 2189 v/s Ratio Prot c0.15 0.17 c0.13 0.04 c0.23 c0.17 0.33 v/s Ratio Perm v/c Ratio 0.87 0.47 0.89 0.78 0.76 0.80 0.72 Uniform Delay, d1 48.1 29.7 50.2 55.9 38.4 45.1 26.6 Progression Factor 0.66 0.52 1.00 0.89 0.37 0.54 0.27 Incremental Delay, d2 12.0 0.1 13.2 27.0 3.1 4.6 1.4 Delay 44.0 15.6 63.4 76.7 17.2 29.1 8.7 Level of Service D B E E B C A Approach Delay 24.9 63.4 20.9 14.0 Approach LOS C E C B Intersection Summary HCM Average Control Delay 24.3 HCM Level of Service C HCM Volume to Capacity ratio 0.82 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1442 1364 480 1692 0 140 0 790 440 490 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 0.88 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 4893 2682 3303 4893 1618 1393 1447 3303 3406 1524 Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 4893 2682 3303 4893 1618 1385 1447 3303 3406 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1518 1436 505 1781 0 147 0 832 463 516 21 RTOR Reduction (vph) 0 0 345 0 0 0 0 298 191 0 0 17 Lane Group Flow (vph) 0 1518 1091 505 1781 0 132 125 233 463 516 4 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 46.2 46.2 14.8 65.2 15.9 32.4 16.5 23.5 24.1 24.1 Effective Green, g 46.2 46.2 14.8 65.2 15.9 32.4 16.5 23.5 24.1 24.1 Actuated g/C Ratio 0.38 0.38 0.12 0.54 0.13 0.27 0.14 0.20 0.20 0.20 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1884 1033 407 2659 214 375 199 647 684 306 v/s Ratio Prot 0.31 c0.15 0.36 0.08 0.04 c0.14 c0.15 v/s Ratio Perm c0.41 0.05 c0.16 0.00 v/c Ratio 0.81 1.06 1.24 0.67 0.62 0.33 1.17 0.72 0.75 0.01 Uniform Delay, d1 32.9 36.9 52.6 19.7 49.2 35.1 51.8 45.1 45.2 38.4 Progression Factor 0.26 0.39 0.77 0.52 1.00 1.00 1.00 0.53 0.76 0.74 Incremental Delay, d2 0.4 27.9 126.3 1.3 5.2 0.5 118.2 3.1 3.9 0.0 Delay 8.9 42.4 166.8 11.5 54.4 35.7 169.9 26.9 38.2 28.5 Level of Service A D F B D D F C D C Approach Delay 25.2 45.8 96.3 32.8 Approach LOS C D F C Intersection Summary HCM Average Control Delay 42.4 HCM Level of Service D HCM Volume to Capacity ratio 0.98 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 2652 0 0 1770 420 580 390 670 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 4.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5787 1234 1379 5310 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5787 1234 1379 5310 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2792 0 0 1863 442 611 411 705 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 113 0 1 0 0 0 0 Lane Group Flow (vph) 42 2792 0 0 1905 [PHONE REDACTED] 0 0 0 0 Turn Type Prot Perm Prot Protected Phases 5 2 6 3 8 Permitted Phases 6 Actuated Green, G 4.2 68.0 60.1 60.1 42.0 42.0 Effective Green, g 4.2 68.0 60.1 60.1 42.0 42.0 Actuated g/C Ratio 0.04 0.57 0.50 0.50 0.35 0.35 Clearance Time 4.7 6.0 5.0 5.0 4.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 116 2773 2898 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.57 0.33 c0.26 0.26 v/s Ratio Perm 0.23 v/c Ratio 0.36 1.01 0.66 0.46 0.75 1.46dr Uniform Delay, d1 56.6 26.0 22.3 19.4 34.3 34.1 Progression Factor 0.68 0.38 0.43 0.04 1.00 1.00 Incremental Delay, d2 1.1 14.8 0.9 1.8 6.2 1.5 Delay 39.7 24.7 10.4 2.6 40.5 35.7 Level of Service D C B A D D Approach Delay 24.9 9.1 36.7 0.0 Approach LOS C A D A Intersection Summary HCM Average Control Delay 22.6 HCM Level of Service C HCM Volume to Capacity ratio 0.91 Actuated Cycle Length 120.0 Sum of lost time 10.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2030 No Project Condition - AM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 37 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 900 10 130 0 0 1080 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 947 11 137 0 0 1137 RTOR Reduction (vph) 0 7 0 0 0 0 Lane Group Flow (vph) 947 4 137 0 0 1137 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 13.6 13.6 18.0 18.0 Effective Green, g 13.6 13.6 18.0 18.0 Actuated g/C Ratio 0.33 0.33 0.43 0.43 Clearance Time 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1570 498 1474 1474 v/s Ratio Prot c0.20 0.04 c0.33 v/s Ratio Perm 0.00 v/c Ratio 0.60 0.01 0.09 0.77 Uniform Delay, d1 11.7 9.4 7.0 10.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.0 0.0 2.6 Delay 12.4 9.5 7.0 12.6 Level of Service B A A B Approach Delay 12.4 7.0 12.6 Approach LOS B A B Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length 41.6 Sum of lost time 10.0 Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) [PHONE REDACTED] 0 60 1960 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3022 1386 4893 1703 6166 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3022 1386 4893 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) [PHONE REDACTED] 0 63 2063 RTOR Reduction (vph) 83 83 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 0 63 2063 Turn Type custom Prot Protected Phases 2 1 6 Permitted Phases 8 8 Actuated Green, G 37.2 37.2 61.8 5.8 72.3 Effective Green, g 37.2 37.2 61.8 5.8 72.3 Actuated g/C Ratio 0.31 0.31 0.52 0.05 0.60 Clearance Time 5.5 5.5 5.0 4.7 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 82 3715 v/s Ratio Prot c0.43 0.04 c0.33 v/s Ratio Perm 0.17 c0.29 v/c Ratio 0.86dr 0.92 0.84 0.77 0.56 Uniform Delay, d1 34.2 40.0 24.8 56.4 14.2 Progression Factor 1.00 1.00 0.88 0.71 0.28 Incremental Delay, d2 0.6 24.5 3.0 19.8 0.3 Delay 34.8 64.4 24.9 59.9 4.3 Level of Service C E C E A Approach Delay 48.2 24.9 6.0 Approach LOS D C A Intersection Summary HCM Average Control Delay 21.9 HCM Level of Service C HCM Volume to Capacity ratio 0.82 Actuated Cycle Length 120.0 Sum of lost time 10.5 Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 320 420 90 2370 1220 0 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 337 442 95 2495 1284 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 337 442 95 2495 1284 0 Turn Type Free Prot Protected Phases 4 5 2 6 Permitted Phases Free Actuated Green, G 17.5 120.0 18.8 92.0 69.0 Effective Green, g 17.5 120.0 18.8 92.0 69.0 Actuated g/C Ratio 0.15 1.00 0.16 0.77 0.57 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 482 1524 267 4727 2813 v/s Ratio Prot c0.10 0.06 c0.40 0.26 v/s Ratio Perm 0.29 v/c Ratio 0.70 0.29 0.36 0.53 0.46 Uniform Delay, d1 48.7 0.0 45.2 5.5 14.7 Progression Factor 1.00 1.00 0.85 0.79 1.76 Incremental Delay, d2 4.4 0.5 0.8 0.4 0.5 Delay 53.2 0.5 39.1 4.7 26.4 Level of Service D A D A C Approach Delay 23.3 6.0 26.4 Approach LOS C A C Intersection Summary HCM Average Control Delay 14.5 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length 120.0 Sum of lost time 10.5 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 580 10 80 1260 0 20 0 110 430 10 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4880 1703 4893 1703 1524 1618 1548 1447 Flt Permitted 1.00 0.39 1.00 0.60 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4880 702 4893 1072 1524 1618 1548 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 611 11 84 1326 0 21 0 116 453 11 126 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 106 0 2 90 Lane Group Flow (vph) 0 621 0 84 1326 0 21 0 10 240 235 23 Turn Type Perm custom custom Split Perm Protected Phases 2 6 4 4 Permitted Phases 6 8 8 4 Actuated Green, G 69.7 69.7 69.7 10.4 10.4 24.9 24.9 24.9 Effective Green, g 69.7 69.7 69.7 10.4 10.4 24.9 24.9 24.9 Actuated g/C Ratio 0.58 0.58 0.58 0.09 0.09 0.21 0.21 0.21 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2834 408 2842 93 132 336 321 300 v/s Ratio Prot 0.13 c0.27 0.15 c0.15 v/s Ratio Perm 0.12 c0.02 0.01 0.02 v/c Ratio 0.22 0.21 0.47 0.23 0.08 0.71 0.73 0.08 Uniform Delay, d1 12.1 12.0 14.5 51.0 50.4 44.2 44.4 38.3 Progression Factor 0.20 0.50 0.49 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.0 1.2 0.2 7.0 8.3 0.1 Delay 2.6 6.1 7.2 52.3 50.6 51.3 52.7 38.4 Level of Service A A A D D D D D Approach Delay 2.6 7.1 50.9 49.4 Approach LOS A A D D Intersection Summary HCM Average Control Delay 17.3 HCM Level of Service B HCM Volume to Capacity ratio 0.51 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 20: I-5 NB Ramps & Anaheim Boulevard Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 660 1340 190 1720 0 0 2090 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.93 0.85 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3021 1386 3303 4893 4893 Flt Permitted 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3021 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 695 1411 200 1811 0 0 2200 0 RTOR Reduction (vph) 0 0 0 0 4 4 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1481 [PHONE REDACTED] 0 0 2200 0 Turn Type Perm Perm Prot Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 51.0 51.0 7.8 59.0 47.0 Effective Green, g 51.0 51.0 7.8 59.0 47.0 Actuated g/C Ratio 0.42 0.42 0.06 0.49 0.39 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1284 [PHONE REDACTED] 1916 v/s Ratio Prot c0.06 0.37 c0.45 v/s Ratio Perm 0.49 c0.51 v/c Ratio 1.15 1.19 0.93 0.75 1.15 Uniform Delay, d1 34.5 34.5 55.8 24.6 36.5 Progression Factor 1.00 1.00 1.29 0.05 0.54 Incremental Delay, d2 78.3 101.7 7.2 0.2 71.4 Delay 112.8 136.2 79.0 1.4 91.0 Level of Service F F E A F Approach Delay 0.0 120.3 9.1 91.0 Approach LOS A F A F Intersection Summary HCM Average Control Delay 75.3 HCM Level of Service E HCM Volume to Capacity ratio 1.15 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 96.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 21: Disney Way & Anaheim Boulevard Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 540 590 180 0 830 0 210 1500 10 560 1430 230 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5950 4893 1703 4888 3303 4792 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5950 4893 1703 4888 3303 4792 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 568 621 189 0 874 0 221 1579 11 589 1505 242 RTOR Reduction (vph) 0 46 0 0 0 0 0 1 0 0 18 0 Lane Group Flow (vph) 568 764 0 0 874 0 221 1589 0 589 1729 0 Turn Type Prot Prot Prot Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 19.8 45.0 21.0 15.3 37.2 21.6 44.0 Effective Green, g 19.8 45.0 21.0 15.3 37.2 21.6 44.0 Actuated g/C Ratio 0.16 0.38 0.18 0.13 0.31 0.18 0.37 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 545 2231 [PHONE REDACTED] 595 1757 v/s Ratio Prot c0.17 0.13 c0.18 0.13 c0.33 0.18 c0.36 v/s Ratio Perm v/c Ratio 1.04 0.34 1.02 1.02 1.05 0.99 0.98 Uniform Delay, d1 50.1 26.9 49.5 52.4 41.4 49.1 37.6 Progression Factor 0.97 0.88 1.00 0.97 0.76 0.38 0.22 Incremental Delay, d2 49.6 0.1 36.2 23.1 24.2 8.8 3.7 Delay 98.4 23.7 85.7 74.1 55.6 27.5 11.9 Level of Service F C F E E C B Approach Delay 54.5 85.7 57.9 15.8 Approach LOS D F E B Intersection Summary HCM Average Control Delay 45.6 HCM Level of Service D HCM Volume to Capacity ratio 0.99 Actuated Cycle Length 120.0 Sum of lost time 15.2 Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1842 1013 810 2406 0 180 0 230 460 130 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.91 0.88 0.97 0.91 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.89 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (prot) 4893 2682 3303 4893 1618 1435 1447 3303 3406 Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.00 1.00 0.95 1.00 Satd. Flow (perm) 4893 2682 3303 4893 1618 0 1447 3303 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1939 1066 853 2533 0 189 0 242 484 137 0 RTOR Reduction (vph) 0 0 406 0 0 0 0 73 128 0 0 0 Lane Group Flow (vph) 0 1939 [PHONE REDACTED] 0 149 71 10 484 137 0 Turn Type Perm Prot Prot Perm Prot Perm Protected Phases 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G 50.1 50.1 19.8 74.1 20.9 20.9 8.3 22.8 10.2 Effective Green, g 50.1 50.1 19.8 74.1 20.9 20.9 8.3 22.8 10.2 Actuated g/C Ratio 0.42 0.42 0.16 0.62 0.17 0.17 0.07 0.19 0.08 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2043 1120 545 3021 282 250 100 628 290 v/s Ratio Prot c0.40 c0.26 0.52 c0.09 0.05 c0.15 0.04 v/s Ratio Perm 0.25 0.01 v/c Ratio 0.95 0.59 1.57 0.84 0.53 0.28 0.10 0.77 0.47 Uniform Delay, d1 33.7 27.0 50.1 18.2 45.1 43.0 52.3 46.1 52.3 Progression Factor 0.31 0.14 0.95 1.04 1.00 1.00 1.00 0.39 0.99 Incremental Delay, d2 5.3 0.9 255.1 0.3 1.8 0.6 0.4 4.4 0.9 Delay 15.6 4.7 302.8 19.2 46.9 43.7 52.7 22.4 52.5 Level of Service B A F B D D D C D Approach Delay 11.7 90.6 47.7 29.0 Approach LOS B F D C Intersection Summary HCM Average Control Delay 51.1 HCM Level of Service D HCM Volume to Capacity ratio 0.97 Actuated Cycle Length 120.0 Sum of lost time 14.5 Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 2492 0 0 2812 [PHONE REDACTED] 350 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 4.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 0.98 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3303 4893 5719 1234 1379 5640 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3303 4893 5719 1234 1379 5640 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2623 0 0 2960 1042 752 1684 368 0 0 0 RTOR Reduction (vph) 0 0 0 0 14 19 0 1 0 0 0 0 Lane Group Flow (vph) 42 2623 0 0 3279 [PHONE REDACTED] 0 0 0 0 Turn Type Prot Perm Prot Protected Phases 5 2 6 3 8 Permitted Phases 6 Actuated Green, G 4.2 66.0 58.1 58.1 44.0 44.0 Effective Green, g 4.2 66.0 58.1 58.1 44.0 44.0 Actuated g/C Ratio 0.04 0.55 0.48 0.48 0.37 0.37 Clearance Time 4.7 6.0 5.0 5.0 4.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 116 2691 2769 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.54 c0.57 c0.40 0.40 v/s Ratio Perm 0.56 v/c Ratio 0.36 0.97 1.18 1.16 1.10 1.09 Uniform Delay, d1 56.6 26.2 31.0 31.0 38.0 38.0 Progression Factor 1.18 0.37 0.38 0.38 1.00 1.00 Incremental Delay, d2 1.1 8.4 83.2 72.0 69.7 47.9 Delay 68.1 18.1 94.9 83.7 107.7 85.9 Level of Service E B F F F F Approach Delay 18.9 92.9 90.2 0.0 Approach LOS B F F A Intersection Summary HCM Average Control Delay 71.3 HCM Level of Service E HCM Volume to Capacity ratio 1.18 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2030 No Project Condition - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7 - Report Page 37 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 720 50 910 0 0 460 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 758 53 958 0 0 484 RTOR Reduction (vph) 0 36 0 0 0 0 Lane Group Flow (vph) 758 17 958 0 0 484 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 11.9 11.9 16.6 16.6 Effective Green, g 11.9 11.9 16.6 16.6 Actuated g/C Ratio 0.31 0.31 0.43 0.43 Clearance Time 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1484 471 1469 1469 v/s Ratio Prot c0.16 c0.28 0.14 v/s Ratio Perm 0.01 v/c Ratio 0.51 0.04 0.65 0.33 Uniform Delay, d1 10.9 9.3 8.7 7.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 1.0 0.1 Delay 11.2 9.3 9.7 7.4 Level of Service B A A A Approach Delay 11.1 9.7 7.4 Approach LOS B A A Intersection Summary HCM Average Control Delay 9.7 HCM Level of Service A HCM Volume to Capacity ratio 0.59 Actuated Cycle Length 38.5 Sum of lost time 10.0 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 70 755 939 200 90 3262 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3014 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3014 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 795 988 211 95 3434 RTOR Reduction (vph) 290 290 0 0 0 0 Lane Group Flow (vph) 182 107 988 211 95 3434 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 14.5 14.5 65.0 120.0 26.3 95.0 Effective Green, g 14.5 14.5 65.0 120.0 26.3 95.0 Actuated g/C Ratio 0.12 0.12 0.54 1.00 0.22 0.79 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 373 4881 v/s Ratio Prot 0.20 0.06 c0.56 v/s Ratio Perm 0.06 c0.08 0.14 v/c Ratio 0.50 0.64 0.37 0.14 0.25 0.70 Uniform Delay, d1 49.4 50.3 15.8 0.0 38.7 5.9 Progression Factor 1.00 1.00 0.83 1.00 1.00 1.00 Incremental Delay, d2 0.4 5.8 0.4 0.2 0.1 0.9 Delay 49.8 56.1 13.6 0.2 38.9 6.7 Level of Service D E B A D A Approach Delay 52.6 11.2 7.6 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 355 350 70 824 2105 1187 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 374 368 74 867 2216 1249 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 374 368 74 867 2216 1249 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 17.9 120.0 8.5 91.6 78.9 120.0 Effective Green, g 17.9 120.0 8.5 91.6 78.9 120.0 Actuated g/C Ratio 0.15 1.00 0.07 0.76 0.66 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 492 1524 120 4706 3217 1524 v/s Ratio Prot 0.11 0.04 0.14 0.45 v/s Ratio Perm 0.24 c0.82 v/c Ratio 0.76 0.24 0.62 0.18 0.69 0.82 Uniform Delay, d1 49.0 0.0 54.2 3.9 12.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.58 1.00 Incremental Delay, d2 6.1 0.4 6.5 0.1 0.9 3.6 Delay 55.1 0.4 60.6 4.0 8.3 3.6 Level of Service E A E A A A Approach Delay 28.0 8.5 6.6 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 927 10 150 830 0 20 0 40 570 10 150 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4885 1703 4893 1703 1524 1618 1548 1447 Flt Permitted 1.00 0.25 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4885 440 4893 1703 1524 1618 1548 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 976 11 158 874 0 21 0 42 600 11 158 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 39 0 2 108 Lane Group Flow (vph) 0 986 0 158 874 0 21 0 3 312 313 34 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 68.3 68.3 68.3 8.0 8.0 28.7 28.7 28.7 Effective Green, g 68.3 68.3 68.3 8.0 8.0 28.7 28.7 28.7 Actuated g/C Ratio 0.57 0.57 0.57 0.07 0.07 0.24 0.24 0.24 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2780 250 2784 113 101 386 370 346 v/s Ratio Prot 0.20 0.18 c0.01 0.19 c0.20 v/s Ratio Perm c0.36 0.00 0.02 v/c Ratio 0.35 0.63 0.31 0.19 0.03 0.81 0.85 0.10 Uniform Delay, d1 14.0 17.4 13.6 52.9 52.4 43.1 43.6 35.6 Progression Factor 1.00 0.84 0.47 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 2.5 0.0 3.6 0.5 11.8 16.2 0.1 Delay 14.3 17.1 6.5 56.5 52.9 54.8 59.8 35.7 Level of Service B B A E D D E D Approach Delay 14.3 8.1 54.1 53.3 Approach LOS B A D D Intersection Summary HCM 2000 Control Delay 23.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 [PHONE REDACTED] 0 0 2068 160 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 0.99 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2850 1386 3303 4893 4841 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2850 1386 3303 4893 4841 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 [PHONE REDACTED] 0 0 2177 168 RTOR Reduction (vph) 0 0 0 0 78 78 0 0 0 0 6 0 Lane Group Flow (vph) 0 0 0 0 199 [PHONE REDACTED] 0 0 2339 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 17.9 17.9 15.1 92.1 72.8 Effective Green, g 17.9 17.9 15.1 92.1 72.8 Actuated g/C Ratio 0.15 0.15 0.13 0.77 0.61 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 425 [PHONE REDACTED] 2936 v/s Ratio Prot c0.08 0.26 c0.48 v/s Ratio Perm 0.07 c0.11 v/c Ratio 0.47 0.71 0.66 0.34 0.80 Uniform Delay, d1 46.7 48.6 50.0 4.4 18.0 Progression Factor 1.39 1.41 0.77 3.27 1.00 Incremental Delay, d2 0.5 7.3 2.3 0.1 2.3 Delay 65.3 75.7 40.9 14.6 20.3 Level of Service E E D B C Approach Delay 0.0 69.9 19.2 20.3 Approach LOS A E B C Intersection Summary HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 520 1037 30 0 670 10 70 1043 10 550 1298 210 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 6140 4882 1703 4886 3303 4791 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 6140 4882 1703 4886 3303 4791 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 547 1092 32 0 705 11 74 1098 11 579 1366 221 RTOR Reduction (vph) 0 3 0 0 2 0 0 1 0 0 18 0 Lane Group Flow (vph) 547 1121 0 0 714 0 74 1108 0 579 1569 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 22.2 45.0 18.1 6.6 35.5 23.8 52.7 Effective Green, g 22.2 45.0 18.1 6.6 35.5 23.8 52.7 Actuated g/C Ratio 0.18 0.38 0.15 0.05 0.30 0.20 0.44 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 611 2302 736 93 1445 655 2104 v/s Ratio Prot c0.17 0.18 c0.15 0.04 0.23 c0.18 c0.33 v/s Ratio Perm v/c Ratio 0.90 0.49 0.97 0.80 0.77 0.88 0.75 Uniform Delay, d1 47.8 28.7 50.7 56.0 38.5 46.8 28.1 Progression Factor 1.05 0.75 1.00 1.00 1.00 0.86 0.54 Incremental Delay, d2 13.9 0.1 25.8 35.1 4.0 8.4 1.4 Delay 64.3 21.7 76.5 91.2 42.4 48.4 16.5 Level of Service E C E F D D B Approach Delay 35.6 76.5 45.5 25.1 Approach LOS D E D C Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & 1/Katella Avenue 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1470 1300 520 1900 0 130 0 810 430 590 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.86 0.88 0.97 0.86 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 6408 2787 3433 6408 1681 1447 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 6408 2787 3433 6408 1681 1447 1504 3433 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1547 1368 547 2000 0 137 0 853 453 621 21 RTOR Reduction (vph) 0 0 405 0 0 0 0 216 216 0 0 17 Lane Group Flow (vph) 0 1547 [PHONE REDACTED] 0 123 216 219 453 621 4 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 43.7 43.7 18.8 66.7 18.9 18.9 18.9 20.3 20.3 20.3 Effective Green, g 43.7 43.7 18.8 66.7 18.9 18.9 18.9 20.3 20.3 20.3 Actuated g/C Ratio 0.36 0.36 0.16 0.55 0.16 0.16 0.16 0.17 0.17 0.17 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2320 1009 534 3541 263 226 235 577 595 266 v/s Ratio Prot 0.24 c0.16 0.31 0.07 c0.15 0.13 c0.18 v/s Ratio Perm c0.35 0.15 0.00 v/c Ratio 0.67 0.95 1.02 0.56 0.47 0.96 0.93 0.79 1.04 0.01 Uniform Delay, d1 32.4 37.5 51.0 17.6 46.3 50.5 50.3 48.1 50.2 41.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 19.2 45.3 0.7 1.3 47.1 40.3 6.9 48.8 0.0 Delay 33.9 56.8 96.2 18.2 47.6 97.6 90.6 55.0 99.0 41.9 Level of Service C E F B D F F E F D Approach Delay 44.6 35.0 88.3 79.7 Approach LOS D C F E Intersection Summary HCM 2000 Control Delay 52.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length 120.7 Sum of lost time 19.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 2680 0 0 1920 430 700 426 630 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5789 1234 1379 5349 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5789 1234 1379 5349 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2821 0 0 2021 453 737 448 663 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 69 0 1 0 0 0 0 Lane Group Flow (vph) 42 2821 0 0 2064 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.4 73.0 65.9 65.9 35.0 35.0 Effective Green, g 3.4 73.0 65.9 65.9 35.0 35.0 Actuated g/C Ratio 0.03 0.61 0.55 0.55 0.29 0.29 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 93 2976 3179 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.58 0.36 v/s Ratio Perm 0.27 c0.28 0.27 v/c Ratio 0.45 0.95 0.65 0.50 0.95 1.57dr Uniform Delay, d1 57.4 21.7 19.0 16.8 41.7 41.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 8.2 1.0 2.6 34.5 12.2 Delay 58.7 29.9 20.0 19.4 76.1 53.6 Level of Service E C B B E D Approach Delay 30.3 19.9 58.3 0.0 Approach LOS C B E A Intersection Summary HCM 2000 Control Delay 33.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 No Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 932 10 130 0 0 1080 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 981 11 137 0 0 1137 RTOR Reduction (vph) 0 8 0 0 0 0 Lane Group Flow (vph) 981 3 137 0 0 1137 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.8 10.8 15.2 15.2 Effective Green, g 10.8 10.8 15.2 15.2 Actuated g/C Ratio 0.30 0.30 0.42 0.42 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1432 454 1430 1430 v/s Ratio Prot c0.20 0.04 c0.33 v/s Ratio Perm 0.00 v/c Ratio 0.69 0.01 0.10 0.80 Uniform Delay, d1 11.2 8.9 6.3 9.1 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.0 0.1 4.7 Delay 12.5 8.9 6.5 13.8 Level of Service B A A B Approach Delay 12.4 6.5 13.8 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 36.2 Sum of lost time 10.2 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) [PHONE REDACTED] 680 60 1955 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3022 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3022 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) [PHONE REDACTED] 716 63 2058 RTOR Reduction (vph) 265 265 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 716 63 2058 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 23.7 23.7 74.3 120.0 7.8 85.8 Effective Green, g 23.7 23.7 74.3 120.0 7.8 85.8 Actuated g/C Ratio 0.20 0.20 0.62 1.00 0.06 0.71 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 110 4408 v/s Ratio Prot c0.45 0.04 0.33 v/s Ratio Perm 0.11 c0.16 c0.47 v/c Ratio 0.85dr 0.80 0.73 0.47 0.57 0.47 Uniform Delay, d1 43.3 45.9 15.9 0.0 54.5 7.3 Progression Factor 1.00 1.00 1.18 1.00 1.00 1.00 Incremental Delay, d2 0.5 14.1 1.4 0.9 4.4 0.4 Delay 43.8 60.0 20.1 0.9 58.9 7.7 Level of Service D E C A E A Approach Delay 51.1 15.4 9.2 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 298 [PHONE REDACTED] 1266 928 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 314 [PHONE REDACTED] 1333 977 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 314 [PHONE REDACTED] 1333 977 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 15.8 120.0 11.8 93.7 77.7 120.0 Effective Green, g 15.8 120.0 11.8 93.7 77.7 120.0 Actuated g/C Ratio 0.13 1.00 0.10 0.78 0.65 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 434 1524 167 4814 3168 1524 v/s Ratio Prot 0.10 0.06 0.44 0.27 v/s Ratio Perm 0.28 c0.64 v/c Ratio 0.72 0.28 0.63 0.56 0.42 0.64 Uniform Delay, d1 50.0 0.0 52.0 5.1 10.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.90 1.00 Incremental Delay, d2 5.0 0.5 5.2 0.5 0.4 1.9 Delay 55.0 0.5 57.2 5.6 9.6 1.9 Level of Service E A E A A A Approach Delay 23.4 7.5 6.4 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 680 10 90 1250 0 20 0 130 450 20 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4882 1703 4893 1703 1524 1618 1551 1447 Flt Permitted 1.00 0.31 1.00 0.14 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4882 564 4893 247 1524 1618 1551 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 716 11 95 1316 0 21 0 137 474 21 126 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 68 0 2 90 Lane Group Flow (vph) 0 726 0 95 1316 0 21 0 69 256 250 23 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Perm Perm Split NA Perm Protected Phases 2 6 4 4 Permitted Phases 6 3 3 4 Actuated Green, G 51.4 51.4 51.4 29.0 29.0 24.6 24.6 24.6 Effective Green, g 51.4 51.4 51.4 29.0 29.0 24.6 24.6 24.6 Actuated g/C Ratio 0.43 0.43 0.43 0.24 0.24 0.21 0.21 0.21 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2091 241 2095 59 368 331 317 296 v/s Ratio Prot 0.15 c0.27 0.16 c0.16 v/s Ratio Perm 0.17 c0.08 0.05 0.02 v/c Ratio 0.35 0.39 0.63 0.36 0.19 0.77 0.79 0.08 Uniform Delay, d1 23.0 23.6 26.8 37.8 36.1 45.1 45.2 38.5 Progression Factor 1.00 0.68 0.68 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.1 16.0 1.1 10.7 12.3 0.1 Delay 23.5 16.0 18.3 53.7 37.3 55.8 57.6 38.7 Level of Service C B B D D E E D Approach Delay 23.5 18.2 39.4 53.4 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 660 1409 250 1775 0 0 2085 380 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3015 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3015 1386 3303 4893 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 695 1483 263 1868 0 0 2195 400 RTOR Reduction (vph) 0 0 0 0 3 32 0 0 0 0 0 67 Lane Group Flow (vph) 0 0 0 0 1518 [PHONE REDACTED] 0 0 2195 333 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 51.0 51.0 6.8 59.0 48.0 48.0 Effective Green, g 51.0 51.0 6.8 59.0 48.0 48.0 Actuated g/C Ratio 0.42 0.42 0.06 0.49 0.40 0.40 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1281 [PHONE REDACTED] 1957 609 v/s Ratio Prot c0.08 0.38 c0.45 v/s Ratio Perm 0.50 c0.51 0.22 v/c Ratio 1.18 1.20 1.41 0.78 1.12 0.55 Uniform Delay, d1 34.5 34.5 56.6 25.1 36.0 27.7 Progression Factor 0.51 0.47 0.73 1.18 1.00 1.00 Incremental Delay, d2 83.9 93.1 185.8 0.2 62.2 3.5 Delay 101.6 109.2 227.4 29.7 98.2 31.2 Level of Service F F F C F C Approach Delay 0.0 104.1 54.1 87.9 Approach LOS A F D F Intersection Summary HCM 2000 Control Delay 82.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 550 690 180 0 840 0 260 1545 10 560 1405 230 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.97 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5975 4893 1703 4888 3303 4790 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5975 4893 1703 4888 3303 4790 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 579 726 189 0 884 0 274 1626 11 589 1479 242 RTOR Reduction (vph) 0 39 0 0 0 0 0 1 0 0 19 0 Lane Group Flow (vph) 579 876 0 0 884 0 274 1636 0 589 1702 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 19.8 45.0 21.0 16.1 37.2 21.6 43.2 Effective Green, g 19.8 45.0 21.0 16.1 37.2 21.6 43.2 Actuated g/C Ratio 0.17 0.38 0.18 0.13 0.31 0.18 0.36 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 2240 [PHONE REDACTED] 594 1724 v/s Ratio Prot c0.18 0.15 c0.18 c0.16 c0.33 0.18 c0.36 v/s Ratio Perm v/c Ratio 1.06 0.39 1.03 1.20 1.08 0.99 0.99 Uniform Delay, d1 50.1 27.5 49.5 51.9 41.4 49.1 38.1 Progression Factor 1.08 0.56 1.00 1.00 1.00 0.54 0.95 Incremental Delay, d2 55.6 0.1 39.5 125.0 48.1 9.2 4.2 Delay 109.8 15.4 89.0 176.9 89.5 35.9 40.5 Level of Service F B F F F D D Approach Delay 52.0 89.0 102.0 39.3 Approach LOS D F F D Intersection Summary HCM 2000 Control Delay 67.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1910 1110 770 2440 0 200 0 210 520 150 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.86 0.88 0.97 0.86 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.91 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (prot) 6408 2787 3433 6408 1681 1516 1504 3433 3539 Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (perm) 6408 2787 3433 6408 1681 1516 1504 3433 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 2011 1168 811 2568 0 211 0 221 547 158 0 RTOR Reduction (vph) 0 0 370 0 0 0 0 85 122 0 0 0 Lane Group Flow (vph) 0 2011 [PHONE REDACTED] 0 150 60 15 547 158 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 49.4 49.4 31.4 85.0 14.4 14.4 14.4 16.0 16.0 Effective Green, g 49.4 49.4 31.4 85.0 14.4 14.4 14.4 16.0 16.0 Actuated g/C Ratio 0.38 0.38 0.24 0.65 0.11 0.11 0.11 0.12 0.12 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 Lane Grp Cap (vph) 2431 1057 827 4183 185 167 166 421 434 v/s Ratio Prot c0.31 c0.24 0.40 c0.09 0.04 c0.16 0.04 v/s Ratio Perm 0.29 0.01 v/c Ratio 0.83 0.76 0.98 0.61 0.81 0.36 0.09 1.30 0.36 Uniform Delay, d1 36.5 35.1 49.1 13.1 56.6 53.6 52.0 57.1 52.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 5.0 26.4 0.7 21.8 0.5 0.1 151.2 0.5 Delay 39.9 40.2 75.5 13.8 78.4 54.1 52.1 208.3 53.0 Level of Service D D E B E D D F D Approach Delay 40.0 28.6 61.9 173.5 Approach LOS D C E F Intersection Summary HCM 2000 Control Delay 48.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 130.2 Sum of lost time 19.0 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 50 2580 0 0 2830 [PHONE REDACTED] 360 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 0.99 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5730 1234 1379 5639 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5730 1234 1379 5639 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 53 2716 0 0 2979 1000 905 1778 379 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 34 0 1 0 0 0 0 Lane Group Flow (vph) 53 2716 0 0 3267 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 2.4 67.0 60.9 60.9 41.0 41.0 Effective Green, g 2.4 67.0 60.9 60.9 41.0 41.0 Actuated g/C Ratio 0.02 0.56 0.51 0.51 0.34 0.34 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 66 2731 2907 [PHONE REDACTED] v/s Ratio Prot 0.02 c0.56 c0.57 v/s Ratio Perm 0.55 c0.44 0.44 v/c Ratio 0.80 0.99 1.12 1.08 1.29 1.27 Uniform Delay, d1 58.6 26.3 29.6 29.6 39.5 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 46.6 16.0 60.8 59.2 144.3 127.9 Delay 105.2 42.3 90.4 88.7 183.8 167.4 Level of Service F D F F F F Approach Delay 43.5 90.1 170.6 0.0 Approach LOS D F F A Intersection Summary HCM 2000 Control Delay 102.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 94.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 No Project PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 723 50 910 0 0 460 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 761 53 958 0 0 484 RTOR Reduction (vph) 0 39 0 0 0 0 Lane Group Flow (vph) 761 14 958 0 0 484 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.2 10.2 19.0 19.0 Effective Green, g 10.2 10.2 19.0 19.0 Actuated g/C Ratio 0.27 0.27 0.49 0.49 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1275 404 1685 1685 v/s Ratio Prot c0.16 c0.28 0.14 v/s Ratio Perm 0.01 v/c Ratio 0.60 0.03 0.57 0.29 Uniform Delay, d1 12.3 10.5 6.8 5.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.0 1.4 0.4 Delay 13.2 10.5 8.2 6.1 Level of Service B B A A Approach Delay 13.0 8.2 6.1 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 38.4 Sum of lost time 9.2 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Caltrans Off-Ramp Queuing Analysis Worksheets Existing Year 2008 Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Existing - AM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 437 369 844 47 1939 v/c Ratio 0.65 0.79 0.28 0.28 0.43 Control Delay 12.2 18.5 8.5 33.1 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 18.5 8.5 33.1 4.5 Queue Length 50th (ft) 21 14 84 19 66 Queue Length 95th (ft) 57 #134 127 47 111 Internal Link Dist (ft) 422 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) [PHONE REDACTED] 251 4464 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.56 0.72 0.28 0.19 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Existing - AM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 261 312 60 792 848 v/c Ratio 0.56 0.20 0.35 0.18 0.29 Control Delay 32.3 0.3 34.3 3.8 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 0.3 34.3 3.8 7.4 Queue Length 50th (ft) 55 0 25 26 57 Queue Length 95th (ft) 85 0 56 42 74 Internal Link Dist (ft) 365 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 873 1524 360 4366 2944 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.20 0.17 0.18 0.29 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Existing - AM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 129 21 304 25 28 186 182 149 v/c Ratio 0.04 0.03 0.10 0.19 0.14 0.64 0.65 0.39 Control Delay 12.0 18.6 16.1 40.0 15.8 43.5 43.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.0 18.6 16.1 40.0 15.8 43.5 43.3 8.2 Queue Length 50th (ft) 13 9 45 13 0 104 103 0 Queue Length 95th (ft) 24 22 57 29 17 156 159 44 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 145 Base Capacity (vph) 2935 727 2975 209 294 396 380 466 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.10 0.12 0.10 0.47 0.48 0.32 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Existing - AM Peak Hour Queues 7 - Report Page 10 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 920 [PHONE REDACTED] 67 334 326 26 108 19 v/c Ratio 0.59 0.66 0.36 0.57 0.57 0.86 0.43 0.12 0.09 0.04 Control Delay 30.6 6.4 44.5 20.6 64.0 27.4 4.9 45.2 24.5 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 6.4 44.5 20.6 64.0 27.4 4.9 45.2 24.5 10.7 Queue Length 50th (ft) 179 0 39 212 44 4 0 8 25 0 Queue Length 95th (ft) 224 85 68 257 74 36 22 20 43 15 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 240 380 Base Capacity (vph) 1551 [PHONE REDACTED] 121 390 [PHONE REDACTED] 523 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.66 0.36 0.57 0.55 0.86 0.43 0.03 0.09 0.04 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Existing - AM Peak Hour Queues 7 - Report Page 11 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1405 938 45 279 1014 v/c Ratio 0.21 0.68 0.44 0.09 0.46 0.42 Control Delay 43.3 23.2 9.3 1.3 20.4 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 23.2 9.3 1.3 20.4 17.5 Queue Length 50th (ft) 11 230 84 0 132 116 Queue Length 95th (ft) 28 282 104 m0 218 145 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 195 2066 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.68 0.44 0.09 0.46 0.42 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Existing - AM Peak Hour Queues 7 - Report Page 35 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 843 15 132 471 v/c Ratio 0.50 0.03 0.11 0.39 Control Delay 10.6 5.1 8.1 9.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.6 5.1 8.1 9.7 Queue Length 50th (ft) 40 0 7 32 Queue Length 95th (ft) 79 8 22 66 Internal Link Dist (ft) 555 201 964 Turn Bay Length (ft) Base Capacity (vph) 4613 1465 3157 3157 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.18 0.01 0.04 0.15 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Existing - PM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 55 1522 v/c Ratio 0.86dr 0.90 0.36 0.31 0.36 Control Delay 15.9 31.7 9.6 33.5 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 31.7 9.6 33.5 5.5 Queue Length 50th (ft) 44 56 115 23 77 Queue Length 95th (ft) 90 #231 159 53 96 Internal Link Dist (ft) 422 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) [PHONE REDACTED] 251 4177 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.62 0.83 0.36 0.22 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Existing - PM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 264 411 83 1266 891 v/c Ratio 0.56 0.27 0.43 0.29 0.32 Control Delay 32.3 0.4 35.1 4.2 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 0.4 35.1 4.2 8.0 Queue Length 50th (ft) 55 0 34 46 54 Queue Length 95th (ft) 85 0 70 71 73 Internal Link Dist (ft) 365 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 873 1524 360 4360 2742 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.27 0.23 0.29 0.32 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Existing - PM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 320 39 442 21 50 192 192 121 v/c Ratio 0.10 0.06 0.14 0.22 0.29 0.71 0.74 0.35 Control Delay 9.3 4.1 3.8 56.9 18.4 61.2 63.0 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.3 4.1 3.8 56.9 18.4 61.2 63.0 9.9 Queue Length 50th (ft) 34 4 17 16 0 148 153 0 Queue Length 95th (ft) 54 9 22 34 23 213 223 47 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 145 Base Capacity (vph) 3158 639 3173 393 566 351 337 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.06 0.14 0.05 0.09 0.55 0.57 0.30 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Existing - PM Peak Hour Queues 7 - Report Page 10 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1034 [PHONE REDACTED] 46 110 109 30 64 2 v/c Ratio 0.36 0.51 0.75 0.47 0.37 0.59 0.45 0.16 0.29 0.02 Control Delay 4.0 3.9 59.7 6.8 60.9 23.9 15.6 39.7 32.9 15.5 Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.0 4.4 59.7 6.8 60.9 23.9 15.6 39.7 32.9 15.5 Queue Length 50th (ft) 30 230 133 184 35 4 0 12 24 1 Queue Length 95th (ft) 45 381 176 236 62 37 31 m22 m41 m2 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 240 380 Base Capacity (vph) 2838 1125 553 3691 131 188 254 826 937 421 Starvation Cap Reductn 0 224 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.64 0.62 0.47 0.35 0.59 0.43 0.04 0.07 0.00 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Existing - PM Peak Hour Queues 7 - Report Page 11 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1211 1501 98 398 1658 v/c Ratio 0.21 0.59 0.71 0.20 0.65 0.65 Control Delay 43.3 21.4 17.2 2.1 25.6 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 21.4 17.2 2.1 25.6 20.9 Queue Length 50th (ft) 11 188 245 8 211 218 Queue Length 95th (ft) 28 233 205 m4 339 260 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 195 2066 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.59 0.71 0.20 0.65 0.65 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Existing - PM Peak Hour Queues 7 - Report Page 35 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 679 51 307 292 v/c Ratio 0.38 0.09 0.27 0.26 Control Delay 7.9 3.0 9.0 8.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.9 3.0 9.0 8.9 Queue Length 50th (ft) 25 0 17 16 Queue Length 95th (ft) 47 11 42 41 Internal Link Dist (ft) 807 201 466 Turn Bay Length (ft) Base Capacity (vph) 4699 1492 3406 3406 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.14 0.03 0.09 0.09 Intersection Summary ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 Existing AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 437 369 844 47 1939 v/c Ratio 0.66 0.80 0.29 0.31 0.43 Control Delay 12.6 19.3 6.0 45.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.6 19.3 6.0 45.3 4.6 Queue Length 50th (ft) 22 17 42 19 67 Queue Length 95th (ft) 56 102 60 #91 132 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) [PHONE REDACTED] 151 4484 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.49 0.67 0.29 0.31 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 Existing AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 261 312 60 792 848 v/c Ratio 0.56 0.20 0.50 0.18 0.30 Control Delay 32.5 0.3 53.9 3.7 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 32.5 0.3 53.9 3.7 4.6 Queue Length 50th (ft) 55 0 26 26 23 Queue Length 95th (ft) 85 0 #104 42 30 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 618 1524 120 4373 2831 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.42 0.20 0.50 0.18 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 Existing AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 129 21 304 25 28 186 182 149 v/c Ratio 0.05 0.03 0.11 0.31 0.22 0.64 0.65 0.39 Control Delay 8.2 11.1 11.2 50.7 19.6 43.5 43.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 11.1 11.2 50.7 19.6 43.5 43.3 8.2 Queue Length 50th (ft) 9 8 43 14 0 104 103 0 Queue Length 95th (ft) 20 22 62 31 18 156 159 44 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2829 700 2866 80 129 396 380 466 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.11 0.31 0.22 0.47 0.48 0.32 Intersection Summary ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 Existing AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 274 225 [PHONE REDACTED] v/c Ratio 0.58 0.71 0.58 0.21 0.38 Control Delay 10.0 17.0 35.9 2.9 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 17.0 35.9 2.9 9.8 Queue Length 50th (ft) 26 69 59 11 100 Queue Length 95th (ft) 30 110 106 80 190 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 875 [PHONE REDACTED] 3066 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.31 0.45 0.43 0.21 0.38 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 Existing AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 274 168 185 21 819 453 668 v/c Ratio 0.65 0.10 0.44 0.15 0.45 0.73 0.29 Control Delay 49.2 33.1 40.1 41.1 23.8 60.6 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.2 33.1 40.1 41.1 23.8 60.6 9.8 Queue Length 50th (ft) 85 24 35 11 127 145 31 Queue Length 95th (ft) 125 42 54 34 193 195 49 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 525 3025 1410 137 1815 1039 2324 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.06 0.13 0.15 0.45 0.44 0.29 Intersection Summary ---PAGE BREAK--- Queues 25: Katella Avenue & Manchester Avenue 10/27/2013 Existing AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 920 [PHONE REDACTED] 67 334 326 26 108 19 v/c Ratio 0.53 0.63 0.41 0.54 0.88 0.89 0.42 0.12 0.09 0.04 Control Delay 27.9 5.7 46.4 19.4 124.0 32.1 4.9 45.2 23.5 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 5.7 46.4 19.4 124.0 32.1 4.9 45.2 23.5 10.1 Queue Length 50th (ft) 170 0 40 205 45 4 0 8 24 0 Queue Length 95th (ft) 221 81 67 248 #101 #39 23 20 41 14 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 1749 [PHONE REDACTED] 76 377 [PHONE REDACTED] 535 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.63 0.13 0.54 0.88 0.89 0.42 0.07 0.09 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 Existing AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1405 938 45 279 676 v/c Ratio 0.22 0.68 0.44 0.09 0.46 0.27 Control Delay 43.4 23.2 23.1 7.4 20.4 16.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 23.2 23.1 7.4 20.4 16.1 Queue Length 50th (ft) 11 230 131 0 132 72 Queue Length 95th (ft) 28 282 165 29 218 94 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 195 2066 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.68 0.44 0.09 0.46 0.27 Intersection Summary ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 Existing AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 843 15 132 471 v/c Ratio 0.52 0.03 0.10 0.37 Control Delay 10.2 3.7 8.7 9.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.2 3.7 8.7 9.9 Queue Length 50th (ft) 42 0 7 32 Queue Length 95th (ft) 51 5 21 65 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 2843 908 1265 1265 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.30 0.02 0.10 0.37 Intersection Summary ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 Existing PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 55 1522 v/c Ratio 0.85dr 0.89 0.36 0.50 0.36 Control Delay 15.6 30.0 6.7 62.0 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 30.0 6.7 62.0 5.2 Queue Length 50th (ft) 41 49 64 24 73 Queue Length 95th (ft) 85 #217 73 #103 96 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) [PHONE REDACTED] 109 4244 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.61 0.81 0.36 0.50 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 Existing PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 264 411 83 1266 891 v/c Ratio 0.56 0.27 0.70 0.29 0.31 Control Delay 32.5 0.4 71.4 4.2 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 32.5 0.4 71.4 4.2 4.5 Queue Length 50th (ft) 55 0 36 46 26 Queue Length 95th (ft) 85 0 #137 71 34 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 618 1524 119 4367 2831 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.27 0.70 0.29 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 Existing PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 320 39 442 21 50 192 192 121 v/c Ratio 0.10 0.06 0.14 0.35 0.33 0.71 0.74 0.35 Control Delay 8.8 2.6 2.4 69.8 20.8 61.4 63.3 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 2.6 2.4 69.8 20.8 61.4 63.3 9.9 Queue Length 50th (ft) 32 3 10 16 0 148 153 0 Queue Length 95th (ft) 50 6 15 35 24 214 223 47 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 3120 631 3133 60 151 348 334 406 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.06 0.14 0.35 0.33 0.55 0.57 0.30 Intersection Summary ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 Existing PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 968 444 [PHONE REDACTED] v/c Ratio 0.83 0.79 0.65 0.34 0.66 Control Delay 38.0 36.8 50.1 21.1 30.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.0 36.8 50.1 21.1 30.1 Queue Length 50th (ft) 331 260 77 216 316 Queue Length 95th (ft) 359 346 119 257 399 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1286 [PHONE REDACTED] 2112 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.72 0.55 0.34 0.66 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 Existing PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 249 294 308 31 882 560 888 v/c Ratio 0.68 0.20 0.64 0.27 0.45 0.77 0.33 Control Delay 50.6 2.0 57.7 61.5 29.1 23.5 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 2.0 57.7 61.5 29.1 23.5 13.6 Queue Length 50th (ft) 58 0 84 23 180 130 223 Queue Length 95th (ft) 97 4 109 #87 266 123 223 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 517 1879 [PHONE REDACTED] 1784 2706 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.16 0.50 0.27 0.45 0.31 0.33 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 25: Katella Avenue & Manchester Avenue 10/27/2013 Existing PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1034 [PHONE REDACTED] 46 110 109 30 64 2 v/c Ratio 0.35 0.55 0.70 0.45 0.39 0.55 0.43 0.16 0.36 0.02 Control Delay 14.2 8.8 56.5 5.9 63.2 22.2 15.8 55.8 61.1 38.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 8.8 56.5 5.9 63.2 22.2 15.8 55.8 61.1 38.5 Queue Length 50th (ft) 147 103 131 157 36 4 0 11 25 0 Queue Length 95th (ft) 194 218 175 180 64 38 32 25 46 8 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2937 1050 624 3843 119 200 252 215 177 81 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.55 0.55 0.45 0.39 0.55 0.43 0.14 0.36 0.02 Intersection Summary ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 Existing PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1211 1501 98 398 1658 v/c Ratio 0.22 0.59 0.71 0.20 0.65 0.65 Control Delay 43.4 21.4 27.4 9.3 25.6 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 21.4 27.4 9.3 25.6 20.9 Queue Length 50th (ft) 11 188 238 11 211 218 Queue Length 95th (ft) 28 233 286 55 339 260 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 195 2066 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.59 0.71 0.20 0.65 0.65 Intersection Summary ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 Existing PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 679 51 307 292 v/c Ratio 0.38 0.08 0.27 0.26 Control Delay 7.4 2.3 9.4 9.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.4 2.3 9.4 9.3 Queue Length 50th (ft) 27 0 17 16 Queue Length 95th (ft) 30 7 41 40 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 2355 773 1137 1137 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.29 0.07 0.27 0.26 Intersection Summary ---PAGE BREAK--- Caltrans Off-Ramp Queuing Analysis Worksheets Interim Year 2015 No Project Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 448 373 884 53 2379 v/c Ratio 0.63 0.85 0.28 0.41 0.52 Control Delay 22.5 32.7 4.5 40.9 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.4 Total Delay 22.5 32.7 4.5 40.9 19.3 Queue Length 50th (ft) 71 103 54 35 438 Queue Length 95th (ft) 106 206 232 m41 m508 Internal Link Dist (ft) 418 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) 1278 673 3185 164 4616 Starvation Cap Reductn 0 0 0 0 1426 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.55 0.28 0.32 0.75 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 284 316 63 832 1263 v/c Ratio 0.66 0.21 0.45 0.17 0.38 Control Delay 57.1 0.3 52.6 1.1 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 0.3 52.6 1.1 2.8 Queue Length 50th (ft) 109 0 30 3 95 Queue Length 95th (ft) 150 0 47 11 9 Internal Link Dist (ft) 363 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 729 1524 224 4825 3341 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.39 0.21 0.28 0.17 0.38 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 379 63 421 21 32 205 201 142 v/c Ratio 0.12 0.11 0.14 0.22 0.20 0.69 0.70 0.37 Control Delay 4.3 5.1 4.3 57.0 19.8 57.1 57.3 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 5.1 4.3 57.0 19.8 57.1 57.3 8.7 Queue Length 50th (ft) 18 4 10 16 0 157 159 0 Queue Length 95th (ft) 26 18 28 42 32 223 227 52 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 150 Base Capacity (vph) 3081 588 3092 204 306 620 595 642 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.11 0.14 0.10 0.10 0.33 0.34 0.22 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 11 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1116 [PHONE REDACTED] 76 307 312 168 232 21 v/c Ratio 0.46 0.49 0.67 0.46 0.52 0.80 0.68 0.50 0.42 0.08 Control Delay 5.9 0.7 55.3 10.8 63.9 22.3 12.8 32.0 24.0 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 0.7 55.3 10.8 63.9 22.3 12.8 32.0 24.0 10.1 Queue Length 50th (ft) 56 2 96 187 60 6 0 65 82 5 Queue Length 95th (ft) m64 m2 135 268 111 110 88 88 94 m17 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 320 240 380 Base Capacity (vph) 2416 1756 380 3149 196 385 [PHONE REDACTED] 484 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.49 0.67 0.46 0.39 0.80 0.61 0.20 0.22 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 12 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1842 1250 [PHONE REDACTED] v/c Ratio 0.29 0.71 0.45 0.24 0.54 0.56 Control Delay 48.4 13.4 11.0 1.1 33.4 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.4 13.4 11.0 1.1 33.4 31.3 Queue Length 50th (ft) 15 203 84 0 209 206 Queue Length 95th (ft) m31 251 100 7 319 245 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 146 2610 2755 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.71 0.45 0.24 0.54 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2015 No Project Condition - AM Peak Hour Queues 7 - Report Page 36 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 874 11 137 684 v/c Ratio 0.53 0.02 0.11 0.54 Control Delay 11.5 5.9 7.9 10.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.5 5.9 7.9 10.8 Queue Length 50th (ft) 47 0 8 51 Queue Length 95th (ft) 88 7 22 98 Internal Link Dist (ft) 573 240 341 Turn Bay Length (ft) Base Capacity (vph) 2181 698 1838 1838 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.40 0.02 0.07 0.37 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 63 1705 v/c Ratio 0.57 0.87 0.51 0.48 0.43 Control Delay 24.3 39.3 18.5 65.4 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 39.3 18.5 65.4 14.7 Queue Length 50th (ft) 117 215 284 52 150 Queue Length 95th (ft) 143 315 405 m61 m361 Internal Link Dist (ft) 418 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) 1318 671 2680 151 3983 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.42 0.67 0.51 0.42 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 284 421 84 1684 1032 v/c Ratio 0.66 0.28 0.53 0.35 0.31 Control Delay 56.9 0.5 75.2 1.8 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 56.9 0.5 75.2 1.8 2.4 Queue Length 50th (ft) 109 0 60 24 23 Queue Length 95th (ft) 150 0 119 50 28 Internal Link Dist (ft) 363 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 784 1524 295 4823 3286 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.28 0.28 0.35 0.31 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 400 53 674 21 63 197 195 113 v/c Ratio 0.13 0.09 0.22 0.22 0.34 0.69 0.71 0.32 Control Delay 4.3 4.0 3.4 57.1 17.7 57.7 58.8 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 4.0 3.4 57.1 17.7 57.7 58.8 9.3 Queue Length 50th (ft) 21 4 20 16 0 151 154 0 Queue Length 95th (ft) 32 m9 29 42 44 216 224 48 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 145 Base Capacity (vph) 3110 581 3121 205 331 553 529 569 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.09 0.22 0.10 0.19 0.36 0.37 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 11 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1326 [PHONE REDACTED] 76 99 98 168 84 v/c Ratio 0.56 0.44 0.98 0.61 0.37 0.41 0.41 0.53 0.27 Control Delay 11.2 1.2 77.4 7.8 50.9 15.8 14.4 32.9 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 1.2 77.4 7.8 50.9 15.8 14.4 32.9 37.2 Queue Length 50th (ft) 116 3 212 191 54 5 0 63 25 Queue Length 95th (ft) 148 10 m#320 221 104 59 52 m87 m36 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 320 240 380 Base Capacity (vph) 2367 1665 517 3304 241 243 283 826 908 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.44 0.98 0.61 0.32 0.41 0.35 0.20 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 12 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1663 2009 [PHONE REDACTED] v/c Ratio 0.29 0.69 0.80 0.67 0.75 0.78 Control Delay 58.1 25.3 19.9 18.9 38.5 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.1 25.3 19.9 18.9 38.5 33.5 Queue Length 50th (ft) 14 291 176 107 345 366 Queue Length 95th (ft) m30 333 257 211 514 417 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 146 2406 2511 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.69 0.80 0.67 0.75 0.78 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2015 No Project Condition - PM Peak Hour Queues 7 - Report Page 36 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 705 53 516 358 v/c Ratio 0.44 0.10 0.44 0.31 Control Delay 9.6 3.9 9.6 8.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.6 3.9 9.6 8.7 Queue Length 50th (ft) 30 0 32 21 Queue Length 95th (ft) 64 15 71 49 Internal Link Dist (ft) 573 240 341 Turn Bay Length (ft) Base Capacity (vph) 2509 822 2113 2113 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.28 0.06 0.24 0.17 Intersection Summary ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 448 373 884 53 2379 v/c Ratio 0.73 0.85 0.30 0.17 0.48 Control Delay 20.5 26.0 12.4 39.6 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.2 Total Delay 20.5 26.0 12.4 39.6 5.0 Queue Length 50th (ft) 45 35 132 33 111 Queue Length 95th (ft) 86 145 236 70 264 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1237 686 2973 373 4980 Starvation Cap Reductn 0 0 0 0 1326 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.54 0.30 0.14 0.65 Intersection Summary ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 284 316 63 832 1263 v/c Ratio 0.70 0.21 0.50 0.17 0.37 Control Delay 59.9 0.3 66.5 3.3 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 0.3 66.5 3.3 5.7 Queue Length 50th (ft) 110 0 48 37 71 Queue Length 95th (ft) 151 0 92 55 83 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 729 1524 224 4871 3410 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.39 0.21 0.28 0.17 0.37 Intersection Summary ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 379 63 421 21 32 205 201 142 v/c Ratio 0.12 0.11 0.14 0.35 0.24 0.70 0.72 0.38 Control Delay 9.8 4.0 3.4 70.0 22.2 58.4 58.6 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 4.0 3.4 70.0 22.2 58.4 58.6 8.9 Queue Length 50th (ft) 39 5 11 16 0 158 159 0 Queue Length 95th (ft) 66 m13 22 44 33 225 229 52 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 3065 584 3075 60 131 431 415 490 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.11 0.14 0.35 0.24 0.48 0.48 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 259 205 [PHONE REDACTED] v/c Ratio 0.61 0.72 0.62 0.24 0.45 Control Delay 18.9 20.4 49.7 7.5 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.9 20.4 49.7 7.5 10.8 Queue Length 50th (ft) 24 29 96 58 170 Queue Length 95th (ft) 9 10 131 228 292 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 778 [PHONE REDACTED] 3288 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.33 0.46 0.47 0.24 0.45 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 358 442 316 42 906 484 958 v/c Ratio 0.76 0.26 0.67 0.40 0.46 0.80 0.36 Control Delay 49.9 13.5 58.7 65.1 28.4 45.5 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 13.5 58.7 65.1 28.4 45.5 10.0 Queue Length 50th (ft) 86 21 86 32 186 187 169 Queue Length 95th (ft) 136 41 119 70 261 137 216 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 586 1979 [PHONE REDACTED] 779 2636 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.22 0.59 0.35 0.46 0.62 0.36 Intersection Summary ---PAGE BREAK--- Queues 25: Katella Avenue & Manchester Avenue 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1118 [PHONE REDACTED] 76 307 312 168 232 21 v/c Ratio 0.44 0.87 0.76 0.46 0.34 0.68 0.76 0.68 0.60 0.11 Control Delay 20.0 25.9 68.6 12.2 51.8 14.3 31.6 69.1 57.1 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 25.9 68.6 12.2 51.8 14.3 31.6 69.1 57.1 18.9 Queue Length 50th (ft) 200 363 98 199 56 6 101 66 91 0 Queue Length 95th (ft) 238 #683 #179 249 109 107 211 #111 131 24 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2546 [PHONE REDACTED] 226 453 442 246 472 229 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.87 0.76 0.46 0.34 0.68 0.71 0.68 0.49 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1842 1250 161 279 668 v/c Ratio 0.30 0.71 0.45 0.24 0.55 0.32 Control Delay 61.1 22.8 22.1 3.8 35.2 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.1 22.8 22.1 3.8 35.2 27.8 Queue Length 50th (ft) 16 376 201 0 209 113 Queue Length 95th (ft) 36 432 235 46 322 141 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 146 2610 2755 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.71 0.45 0.24 0.55 0.32 Intersection Summary ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 2015 ARSP No Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 874 11 137 684 v/c Ratio 0.62 0.02 0.09 0.47 Control Delay 13.1 5.6 6.9 9.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.1 5.6 6.9 9.1 Queue Length 50th (ft) 49 0 8 48 Queue Length 95th (ft) 74 6 17 78 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1512 487 1451 1451 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.58 0.02 0.09 0.47 Intersection Summary ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 63 1705 v/c Ratio 0.70 0.89 0.43 0.50 0.37 Control Delay 21.5 32.1 17.3 66.5 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 21.5 32.1 17.3 66.5 7.1 Queue Length 50th (ft) 81 107 229 48 114 Queue Length 95th (ft) 115 225 376 92 226 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1462 774 3195 176 4580 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.58 0.43 0.36 0.37 Intersection Summary ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 284 421 84 1684 1032 v/c Ratio 0.70 0.28 0.58 0.35 0.31 Control Delay 59.8 0.5 67.3 4.0 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 59.8 0.5 67.3 4.0 7.9 Queue Length 50th (ft) 110 0 64 89 101 Queue Length 95th (ft) 151 0 113 125 121 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 784 1524 324 4870 3355 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.28 0.26 0.35 0.31 Intersection Summary ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 400 53 674 21 63 197 195 113 v/c Ratio 0.15 0.11 0.26 0.35 0.21 0.69 0.71 0.33 Control Delay 15.2 7.2 6.6 62.1 12.3 58.5 59.6 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 7.2 6.6 62.1 12.3 58.5 59.6 9.4 Queue Length 50th (ft) 54 7 35 15 0 152 156 0 Queue Length 95th (ft) 87 m13 45 43 40 217 225 48 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2600 486 2608 60 307 418 401 458 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.11 0.26 0.35 0.21 0.47 0.49 0.25 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 1071 [PHONE REDACTED] 1621 v/c Ratio 0.91 0.88 0.65 0.46 0.80 Control Delay 26.4 28.7 48.2 22.9 35.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 28.7 48.2 22.9 35.2 Queue Length 50th (ft) 154 104 81 308 405 Queue Length 95th (ft) #352 m#565 m122 368 482 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1199 [PHONE REDACTED] 2026 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.89 0.87 0.55 0.46 0.80 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 358 463 463 95 1106 558 1148 v/c Ratio 0.76 0.25 0.74 0.59 0.64 0.81 0.50 Control Delay 55.6 5.5 58.3 66.8 35.7 25.2 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.6 5.5 58.3 66.8 35.7 25.2 20.9 Queue Length 50th (ft) 110 8 126 71 270 131 335 Queue Length 95th (ft) 158 19 167 127 338 m175 m385 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 517 1987 [PHONE REDACTED] 793 2281 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.23 0.71 0.49 0.64 0.70 0.50 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 25: Katella Avenue & Manchester Avenue 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1328 [PHONE REDACTED] 76 99 98 168 84 v/c Ratio 0.49 0.76 0.83 0.53 0.59 0.54 0.53 0.67 0.32 Control Delay 19.2 19.1 60.0 7.4 71.3 23.7 21.5 67.6 58.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.2 19.1 60.0 7.4 71.3 23.7 21.5 67.6 58.0 Queue Length 50th (ft) 243 285 193 223 61 6 0 66 33 Queue Length 95th (ft) 286 469 254 256 114 65 56 104 61 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2696 [PHONE REDACTED] 160 183 198 257 262 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.76 0.77 0.53 0.47 0.54 0.49 0.65 0.32 Intersection Summary ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1663 2009 [PHONE REDACTED] v/c Ratio 0.46 0.72 0.81 0.68 0.75 0.75 Control Delay 73.8 27.2 33.3 34.2 38.5 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.8 27.2 33.3 34.2 38.5 31.3 Queue Length 50th (ft) 17 365 421 271 345 355 Queue Length 95th (ft) 36 422 475 422 514 404 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 91 2324 2492 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.72 0.81 0.68 0.75 0.75 Intersection Summary ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 2015 ARSP Base PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 705 53 516 358 v/c Ratio 0.46 0.10 0.39 0.27 Control Delay 9.5 3.5 8.2 7.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.5 3.5 8.2 7.4 Queue Length 50th (ft) 30 0 30 20 Queue Length 95th (ft) 47 11 51 35 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1590 540 1319 1319 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.44 0.10 0.39 0.27 Intersection Summary ---PAGE BREAK--- Caltrans Off-Ramp Queuing Analysis Worksheets General Plan Buildout Year 2030 No Project Conditions ---PAGE BREAK--- SEIR No. 340 ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 464 389 926 53 3295 v/c Ratio 0.62 0.88 0.30 0.43 0.74 Control Delay 24.7 39.4 3.4 37.8 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.3 Total Delay 24.7 39.4 3.4 37.8 3.2 Queue Length 50th (ft) 86 143 57 40 102 Queue Length 95th (ft) 123 257 97 m31 m126 Internal Link Dist (ft) 418 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) 1027 559 3086 132 4464 Starvation Cap Reductn 0 0 0 0 490 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.45 0.70 0.30 0.40 0.83 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 337 337 74 863 2105 v/c Ratio 0.71 0.22 0.56 0.18 0.64 Control Delay 57.7 0.3 63.0 1.7 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 57.7 0.3 63.0 1.7 5.8 Queue Length 50th (ft) 129 0 29 4 72 Queue Length 95th (ft) 175 0 79 11 116 Internal Link Dist (ft) 363 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 564 1524 144 4746 3302 Starvation Cap Reductn 0 0 0 0 212 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.60 0.22 0.51 0.18 0.68 Intersection Summary ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 948 147 779 21 42 279 274 142 v/c Ratio 0.32 0.52 0.26 0.24 0.25 0.82 0.84 0.34 Control Delay 10.3 16.7 6.5 57.9 18.9 64.8 67.2 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.3 16.7 6.5 57.9 18.9 64.8 67.2 8.4 Queue Length 50th (ft) 179 34 56 16 0 211 216 0 Queue Length 95th (ft) 218 m49 m66 42 35 #334 #352 54 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 150 Base Capacity (vph) 2953 285 2958 138 240 378 363 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.52 0.26 0.15 0.17 0.74 0.75 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 11 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1516 1432 505 1779 132 423 424 463 516 21 v/c Ratio 0.80 1.04 1.24 0.67 0.61 0.79 1.09 0.72 0.76 0.07 Control Delay 10.2 32.8 162.2 12.0 62.2 17.0 94.7 29.0 40.3 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 32.8 162.2 12.0 62.2 17.0 94.7 29.0 40.3 10.3 Queue Length 50th (ft) 96 ~539 ~254 199 104 10 ~223 147 180 2 Queue Length 95th (ft) m78 m31 #360 249 174 #150 #438 m187 197 m4 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 240 380 Base Capacity (vph) 1885 1378 407 2659 215 538 390 826 908 422 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 1.04 1.24 0.67 0.61 0.79 1.09 0.56 0.57 0.05 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 12 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2789 1907 [PHONE REDACTED] v/c Ratio 0.29 1.01 0.65 0.54 0.75 1.46dr Control Delay 41.1 26.0 10.3 2.4 45.4 39.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.1 26.0 10.3 2.4 45.4 39.5 Queue Length 50th (ft) 15 ~336 195 0 301 291 Queue Length 95th (ft) m20 m#861 m199 m0 451 340 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 146 2773 2945 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 1.01 0.65 0.54 0.75 0.77 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2030 No Project Condition - AM Peak Hour Queues 7 - Report Page 37 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 947 11 137 1137 v/c Ratio 0.61 0.02 0.09 0.77 Control Delay 13.7 6.0 7.8 15.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.7 6.0 7.8 15.5 Queue Length 50th (ft) 66 0 9 113 Queue Length 95th (ft) 96 7 22 #197 Internal Link Dist (ft) 573 240 341 Turn Bay Length (ft) Base Capacity (vph) 1864 598 1570 1570 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.02 0.09 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Anaheim Resort-SEIR 9: I-5 NB Ramps & Harbor Boulevard Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 63 2063 v/c Ratio 0.86dr 0.93 0.82 0.62 0.56 Control Delay 28.9 56.1 25.8 54.7 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.9 56.1 25.8 54.7 4.5 Queue Length 50th (ft) 147 298 564 50 109 Queue Length 95th (ft) 204 #519 425 m61 m110 Internal Link Dist (ft) 418 17 580 Turn Bay Length (ft) 150 200 Base Capacity (vph) 1100 548 2556 104 3715 Starvation Cap Reductn 0 0 15 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.53 0.87 0.83 0.61 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Anaheim Resort-SEIR 10: I-5 SB Ramps & Harbor Boulevard Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 3 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 337 442 95 2495 1284 v/c Ratio 0.70 0.29 0.36 0.53 0.46 Control Delay 56.5 0.5 42.4 5.0 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 56.5 0.5 42.4 5.0 27.3 Queue Length 50th (ft) 129 0 67 145 290 Queue Length 95th (ft) 172 0 m103 174 341 Internal Link Dist (ft) 363 636 27 Turn Bay Length (ft) 190 Base Capacity (vph) 729 1524 267 4727 2813 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.46 0.29 0.36 0.53 0.46 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 17: Disney Way & I-5 SB Ramps Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 5 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 622 84 1326 21 116 240 237 113 v/c Ratio 0.22 0.21 0.47 0.23 0.49 0.71 0.73 0.29 Control Delay 2.8 7.7 7.9 57.1 16.6 55.4 56.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 7.7 7.9 57.1 16.6 55.4 56.4 8.1 Queue Length 50th (ft) 12 16 101 16 0 184 187 0 Queue Length 95th (ft) 72 m21 m123 42 57 252 260 46 Internal Link Dist (ft) 778 526 386 Turn Bay Length (ft) 150 Base Capacity (vph) 2837 408 2844 161 327 593 570 602 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.21 0.47 0.13 0.35 0.40 0.42 0.19 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 25: Katella Avenue & Manchester Avenue Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 11 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1937 1063 853 2526 149 144 138 484 137 v/c Ratio 0.95 0.70 1.57 0.84 0.53 0.45 0.61 0.77 0.47 Control Delay 18.7 2.4 288.4 20.5 51.5 22.0 20.1 24.6 55.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.7 2.4 288.4 20.5 51.5 22.0 20.1 24.6 55.3 Queue Length 50th (ft) 195 10 ~478 414 113 41 0 126 49 Queue Length 95th (ft) m#647 m36 m#394 m368 172 103 64 m145 m62 Internal Link Dist (ft) 645 727 541 959 Turn Bay Length (ft) 240 380 Base Capacity (vph) 2044 1525 545 3022 282 323 318 826 908 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.70 1.57 0.84 0.53 0.45 0.43 0.59 0.15 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 26: Katella Avenue & Anaheim Way Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 12 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2621 3291 [PHONE REDACTED] v/c Ratio 0.29 0.97 1.16 1.13 1.09 1.14 Control Delay 68.9 19.2 90.6 78.5 104.4 105.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.9 19.2 90.6 78.5 104.4 105.1 Queue Length 50th (ft) 18 198 ~983 ~811 ~597 ~628 Queue Length 95th (ft) m22 m#340 m142 m106 #867 #709 Internal Link Dist (ft) 108 976 845 Turn Bay Length (ft) 110 220 Base Capacity (vph) 146 2691 2827 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.97 1.16 1.13 1.09 1.14 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Anaheim Resort-SEIR 69: I-5 SB Off-ramp & Disneyland Drive Year 2030 No Project Condition - PM Peak Hour Queues 7 - Report Page 37 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 758 53 958 484 v/c Ratio 0.52 0.11 0.66 0.33 Control Delay 12.7 4.5 11.7 8.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.7 4.5 11.7 8.4 Queue Length 50th (ft) 51 0 80 33 Queue Length 95th (ft) 75 16 148 67 Internal Link Dist (ft) 573 240 341 Turn Bay Length (ft) Base Capacity (vph) 2035 676 1714 1714 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.08 0.56 0.28 Intersection Summary ---PAGE BREAK--- Nigel Cast Lot Analysis ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 464 389 926 53 3295 v/c Ratio 0.73 0.86 0.32 0.17 0.67 Control Delay 20.6 27.9 13.1 39.6 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.4 Total Delay 20.6 27.9 13.1 39.6 7.9 Queue Length 50th (ft) 51 48 143 33 223 Queue Length 95th (ft) 91 163 256 70 507 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1236 686 2924 373 4917 Starvation Cap Reductn 0 0 0 0 955 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.57 0.32 0.14 0.83 Intersection Summary ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 337 337 74 863 2105 v/c Ratio 0.74 0.22 0.54 0.18 0.64 Control Delay 59.3 0.3 67.0 3.9 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 59.3 0.3 67.0 3.9 7.8 Queue Length 50th (ft) 130 0 56 42 200 Queue Length 95th (ft) 173 0 104 63 130 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 729 1524 224 4773 3303 Starvation Cap Reductn 0 0 0 0 207 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.46 0.22 0.33 0.18 0.68 Intersection Summary ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 948 147 779 21 42 279 274 142 v/c Ratio 0.33 0.53 0.27 0.35 0.30 0.78 0.79 0.33 Control Delay 13.7 18.6 5.9 70.0 21.6 58.7 60.1 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 18.6 5.9 70.0 21.6 58.7 60.1 7.7 Queue Length 50th (ft) 134 34 42 16 0 212 216 0 Queue Length 95th (ft) 177 m58 m50 44 37 304 314 52 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2868 275 2873 60 141 431 415 490 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.53 0.27 0.35 0.30 0.65 0.66 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 285 [PHONE REDACTED] 2211 v/c Ratio 0.57 0.78 0.67 0.34 0.74 Control Delay 45.0 51.8 43.5 16.5 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 51.8 43.5 16.5 20.8 Queue Length 50th (ft) 77 105 118 265 427 Queue Length 95th (ft) m92 m139 m136 430 632 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 719 [PHONE REDACTED] 2969 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.57 0.55 0.34 0.74 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 505 1032 643 74 1106 558 1600 v/c Ratio 0.86 0.46 0.90 0.65 0.73 0.87 0.72 Control Delay 64.8 20.9 66.7 81.2 40.9 49.2 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.8 20.9 66.7 81.2 40.9 49.2 16.5 Queue Length 50th (ft) 182 83 180 57 289 171 421 Queue Length 95th (ft) 245 148 #258 #126 346 247 336 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 641 2292 [PHONE REDACTED] 696 2213 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.45 0.90 0.62 0.73 0.80 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 25: 1 & Manchester Avenue 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1518 1436 505 1781 132 423 424 463 516 21 v/c Ratio 0.82 1.01 0.94 0.63 0.52 0.75 0.93 0.83 0.86 0.07 Control Delay 39.1 46.5 76.6 19.5 54.9 14.6 47.1 62.0 63.9 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 46.5 76.6 19.5 54.9 14.6 47.1 62.0 63.9 16.9 Queue Length 50th (ft) 387 ~427 202 330 100 10 142 180 206 0 Queue Length 95th (ft) 449 #618 #305 379 169 134 #353 #258 #296 23 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 1852 1428 538 2826 255 565 457 561 599 285 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 1.01 0.94 0.63 0.52 0.75 0.93 0.83 0.86 0.07 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2792 1907 [PHONE REDACTED] v/c Ratio 0.36 0.94 0.59 0.52 0.90 1.67dr Control Delay 65.0 29.1 18.8 11.7 66.7 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.0 29.1 18.8 11.7 66.7 48.3 Queue Length 50th (ft) 16 679 298 122 329 311 Queue Length 95th (ft) 36 769 337 232 #550 363 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 118 2977 3226 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.94 0.59 0.52 0.90 0.88 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 2030 No Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 947 11 137 1137 v/c Ratio 0.66 0.02 0.10 0.79 Control Delay 13.6 5.6 6.9 15.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.6 5.6 6.9 15.6 Queue Length 50th (ft) 54 0 8 97 Queue Length 95th (ft) 81 6 17 #191 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1512 487 1434 1434 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.63 0.02 0.10 0.79 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 9: I-5 NB Ramps & Harbor Blvd 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 63 2063 v/c Ratio 0.85dr 0.90 0.68 0.50 0.47 Control Delay 21.6 33.1 23.1 66.5 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 21.6 33.1 23.1 66.5 9.2 Queue Length 50th (ft) 94 135 453 48 170 Queue Length 95th (ft) 125 249 #715 92 319 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1463 774 3075 176 4429 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.62 0.68 0.36 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: I-5 SB Ramps & Harbor Blvd 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 337 442 95 2495 1284 v/c Ratio 0.73 0.29 0.61 0.52 0.41 Control Delay 59.2 0.5 67.7 5.9 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 59.2 0.5 67.7 5.9 10.3 Queue Length 50th (ft) 130 0 72 179 128 Queue Length 95th (ft) 173 0 125 242 167 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 784 1524 324 4770 3163 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.29 0.29 0.52 0.41 Intersection Summary ---PAGE BREAK--- Queues 17: Disney Way & I-5 SB Off-Ramp 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 622 84 1326 21 116 240 237 113 v/c Ratio 0.29 0.29 0.62 0.35 0.25 0.75 0.77 0.30 Control Delay 23.2 16.9 17.9 56.4 8.0 59.3 61.1 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.2 16.9 17.9 56.4 8.0 59.3 61.1 8.7 Queue Length 50th (ft) 112 25 145 14 0 185 190 0 Queue Length 95th (ft) 155 m26 m146 43 47 266 275 48 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2125 287 2130 60 456 405 389 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.29 0.62 0.35 0.25 0.59 0.61 0.25 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: I-5 On-Ramp & 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 1485 [PHONE REDACTED] 2200 v/c Ratio 1.15 1.19 1.07 0.75 1.12 Control Delay 91.0 108.3 83.2 29.4 97.6 Queue Delay 0.0 0.0 0.0 1.1 0.0 Total Delay 91.0 108.3 83.2 30.5 97.6 Queue Length 50th (ft) ~727 ~706 ~90 553 ~721 Queue Length 95th (ft) m#413 m#553 m#82 m528 #816 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1288 [PHONE REDACTED] 1957 Starvation Cap Reductn 0 0 0 334 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.15 1.19 1.07 0.87 1.12 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way & Anaheim Blvd 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 568 810 [PHONE REDACTED] 589 1747 v/c Ratio 1.04 0.36 1.02 0.97 1.05 0.99 1.00 Control Delay 99.2 12.6 85.0 104.4 77.4 38.1 43.2 Queue Delay 4.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 103.9 12.6 85.0 104.4 77.4 38.1 43.2 Queue Length 50th (ft) ~250 41 ~263 173 ~491 198 ~526 Queue Length 95th (ft) #354 68 #353 #332 #590 m165 m466 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 545 2277 [PHONE REDACTED] 595 1743 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 7 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.36 1.02 0.97 1.05 0.99 1.00 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 25: Katella Avenue & Manchester Avenue 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1939 1066 853 2533 149 144 138 484 137 v/c Ratio 1.01 0.74 1.02 0.76 0.81 0.61 0.49 1.09 0.31 Control Delay 64.3 17.0 84.0 18.2 87.4 36.6 14.6 120.9 54.0 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 17.0 84.0 18.4 87.4 36.6 14.6 120.9 54.0 Queue Length 50th (ft) ~617 187 ~422 536 130 54 0 ~238 56 Queue Length 95th (ft) #730 282 #551 598 #235 134 65 #350 90 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 1915 1442 840 3321 205 236 305 445 471 Starvation Cap Reductn 0 0 0 169 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.74 1.02 0.80 0.73 0.61 0.45 1.09 0.29 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: Katella Avenue & Anaheim Way 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2623 3293 [PHONE REDACTED] v/c Ratio 0.51 0.96 1.12 1.11 1.18 1.17 Control Delay 78.5 35.8 86.2 97.8 137.5 117.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.5 35.8 86.2 97.8 137.5 117.1 Queue Length 50th (ft) 17 676 ~924 ~787 ~637 ~641 Queue Length 95th (ft) #40 #797 #993 #1081 #906 #722 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 83 2732 2952 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.96 1.12 1.11 1.18 1.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 69: I-5 SB Off-Ramp & Disneyland Drive 10/27/2013 2030 No Project PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 758 53 958 484 v/c Ratio 0.59 0.12 0.57 0.29 Control Delay 14.5 5.0 8.6 6.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.5 5.0 8.6 6.4 Queue Length 50th (ft) 48 0 66 27 Queue Length 95th (ft) 74 16 104 47 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1301 451 1684 1684 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.58 0.12 0.57 0.29 Intersection Summary ---PAGE BREAK--- Appendix E Analysis Worksheets ---PAGE BREAK--- Intersection LOS Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 5 Disneyland Drive / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1376 139 0.10 1229 202 0.16 NBT 1 3009 304 0.10 3436 565 0.16 NBR 1.5 2415 244 0.10 2135 351 0.16 SBL 1.5 3112 454 0.15 1839 264 0.14 SBT 2.5 3688 417 0.15 4961 550 0.14 SBR 0 121 162 EBL 2 3400 232 0.07 3400 223 0.07 * EBT 3 5100 1,250 0.25 * 5100 966 0.19 EBR 1 1700 114 0.07 1700 128 0.08 WBL 2 3400 363 0.11 * 3400 457 0.13 WBT 3 5100 689 0.15 5100 1,397 0.30 * WBR 0 64 150 N/S Movements 0.25 0.31 E/W Movements 0.35 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.10 0.10 TOTAL CAPACITY UTILIZATION 0.70 0.78 LEVEL OF SERVICE (LOS) B C Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 6 Disneyland Drive / West Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 204 0.06 3400 193 0.06 NBT 2 3400 333 0.10 * 3400 288 0.08 * NBR 1 1700 221 0.13 1700 146 0.09 SBL 2 3400 228 0.07 * 3400 415 0.12 * SBT 2 3400 215 0.06 3400 405 0.12 SBR 1 1700 201 0.12 * 1700 265 0.16 * EBL 2 3400 105 0.03 3400 119 0.04 * EBT 3 5100 1,361 0.27 * 5100 837 0.16 EBR 1 1700 180 0.11 1700 153 0.09 WBL 2 3400 157 0.05 * 3400 122 0.04 WBT 3 5100 852 0.17 5100 1,500 0.29 * WBR 1 1700 149 0.09 1700 169 0.10 N/S Movements 0.17 0.21 E/W Movements 0.31 0.33 Rt. Turn Component 0.02 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.55 0.59 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 7 Harbor Boulevard / Vermont Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 45 0.03 * 1700 130 0.08 NBT 2 3400 582 0.17 3400 1,082 0.32 * NBR 1 1700 124 0.07 1700 137 0.08 SBL 1 1700 44 0.03 1700 60 0.04 * SBT 2 3400 936 0.28 * 3400 847 0.26 SBR 0 11 33 EBL 1 1700 20 0.01 1700 22 0.01 EBT 1 1700 96 0.14 * 1700 52 0.09 * EBR 0 141 94 WBL 1 1700 113 0.07 * 1700 167 0.10 * WBT 1 1700 68 0.06 1700 99 0.09 WBR 0 41 59 N/S Movements 0.31 0.35 E/W Movements 0.21 0.18 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.56 0.59 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 8 Harbor Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 626 0.18 * 3400 711 0.21 * NBT 3 5100 795 0.16 5100 1,012 0.20 NBR 1 1700 279 0.16 1700 315 0.19 SBL 2 3400 186 0.05 3400 181 0.05 SBT 3 5100 1,169 0.23 * 5100 739 0.14 * SBR 1 1700 279 0.16 1700 272 0.16 EBL 2 3400 360 0.11 3400 349 0.10 EBT 3 5100 1,108 0.22 * 5100 981 0.19 * EBR 1 1700 575 0.34 1700 511 0.30 WBL 2 3400 205 0.06 * 3400 366 0.11 * WBT 4 6800 983 0.16 6800 1,045 0.17 WBR 0 112 110 N/S Movements 0.41 0.35 E/W Movements 0.28 0.30 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.74 0.70 LEVEL OF SERVICE (LOS) C B Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 9 Harbor Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 0 0 * 0 NBT 3 5100 938 0.18 5100 1,105 0.22 * NBR (free) 50 85000 203 0.00 85000 542 0.01 SBL 1 1700 45 0.03 1700 53 0.03 * SBT 4 6800 1,877 0.28 * 6800 1,493 0.22 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1.5 1700 64 0.04 * 1700 90 0.05 * WBT 0 0 0 0.00 0 0 0.00 WBR 1.5 3400 724 0.21 * 3400 869 0.26 * N/S Movements 0.28 0.25 E/W Movements 0.04 0.05 Rt. Turn Component 0.19 0.22 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.55 0.58 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 10 Harbor Boulevard / I-5 SB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 59 0.03 * 1700 81 0.05 * NBT 4 6800 800 0.12 6800 1,313 0.19 NBR 0 0 0 SBL 0 0 0 SBT 3 5100 825 0.16 * 5100 866 0.17 * SBR (free) 50 85000 1,069 0.01 85000 740 0.01 EBL 2 3400 347 0.10 * 3400 350 0.10 * EBT 0 0 0.00 0 0.00 EBR (free) 50 85000 331 0.00 85000 395 0.00 WBL 0 0 0 WBT 0 0 0.00 * 0 0.00 * WBR 0 0 0 N/S Movements 0.20 0.22 E/W Movements 0.10 0.10 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.35 0.37 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 11 Harbor Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 169 0.05 * 3400 48 0.01 NBT 3 5100 757 0.16 5100 1,203 0.24 * NBR 0 58 38 SBL 2 3400 124 0.04 3400 157 0.05 * SBT 3 5100 821 0.18 * 5100 1,091 0.22 SBR 0 116 37 EBL 1 1700 8 0.00 * 1700 39 0.02 * EBT 3 5100 1 0.00 5100 48 0.01 EBR 0 9 11 WBL 2 3400 83 0.02 3400 159 0.05 WBT 2 3400 142 0.08 * 3400 77 0.07 * WBR 0 119 173 N/S Movements 0.23 0.29 E/W Movements 0.08 0.10 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.36 0.44 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 12 Harbor Boulevard / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 130 0.04 * 3400 230 0.07 NBT 3 5100 581 0.11 5100 937 0.18 * NBR 1 1700 161 0.09 1700 276 0.16 SBL 2 3400 0 0.00 3400 108 0.03 * SBT 3 5100 736 0.14 * 5100 603 0.12 SBR 1 1700 162 0.10 1700 262 0.15 EBL 2 3400 163 0.05 3400 218 0.06 * EBT 3 5100 1,472 0.29 * 5100 944 0.19 EBR 1 1700 179 0.11 1700 260 0.15 WBL 2 3400 227 0.07 * 3400 412 0.12 WBT 3 5100 977 0.19 5100 1,512 0.30 * WBR 1 1700 32 0.02 1700 83 0.05 N/S Movements 0.18 0.22 E/W Movements 0.36 0.36 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.59 0.63 LEVEL OF SERVICE (LOS) A B Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 13 Harbor Boulevard / Convention Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 186 0.05 3400 119 0.04 NBT 3 5100 920 0.19 * 5100 1,059 0.21 * NBR 0 30 15 SBL 2 3400 396 0.12 * 3400 195 0.06 * SBT 3 5100 806 0.16 5100 1,160 0.23 SBR 1 1700 108 0.06 1700 88 0.05 EBL 2 3400 117 0.03 * 3400 148 0.04 * EBT 0.5 40 1 0.02 0 0 0.00 EBR 1.5 3360 83 0.02 3400 104 0.03 WBL 1 1700 3 0.00 1700 17 0.01 WBT 0.5 162 2 0.01 * 850 0 0.00 * WBR 1.5 3238 40 0.01 2550 185 0.07 * N/S Movements 0.30 0.27 E/W Movements 0.05 0.04 Rt. Turn Component 0.00 0.02 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.40 0.38 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 14 Harbor Boulevard / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 44 0.03 1700 79 0.05 NBT 3 5100 896 0.20 * 5100 1,029 0.23 * NBR 0 130 169 SBL 1 1700 53 0.03 * 1700 95 0.06 * SBT 3 5100 735 0.15 5100 1,140 0.23 SBR 0 30 53 EBL 1 1700 66 0.04 1700 47 0.03 EBT 2 3400 636 0.21 * 3400 331 0.12 * EBR 0 70 76 WBL 1 1700 103 0.06 * 1700 190 0.11 * WBT 2 3400 231 0.10 3400 566 0.19 WBR 0 115 87 N/S Movements 0.23 0.29 E/W Movements 0.27 0.23 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.55 0.57 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 15 Clementine Street / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 64 0.04 * 1700 75 0.04 * NBT 2 3400 54 0.02 3400 95 0.04 NBR 0 29 49 SBL 2 3400 32 0.01 3400 79 0.02 SBT 2 3400 41 0.02 * 3400 69 0.04 * SBR 0 16 68 EBL 1 1700 16 0.01 * 1700 8 0.00 * EBT 3 5100 63 0.01 5100 141 0.03 EBR 1 1700 50 0.03 1700 65 0.04 WBL 1 1700 37 0.02 1700 30 0.02 WBT 3 5100 354 0.08 * 5100 225 0.07 * WBR 0 58 112 N/S Movements 0.05 0.08 E/W Movements 0.09 0.07 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.19 0.21 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 16 Clementine Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 0 0.00 1700 0 0.00 NBT 1 1700 52 0.03 * 1700 115 0.07 * NBR 1 1700 12 0.01 1700 96 0.06 SBL 1 1700 22 0.01 * 1700 58 0.03 * SBT 1 1700 61 0.04 1700 22 0.01 SBR 1 1700 62 0.04 1700 107 0.06 * EBL 2 3400 42 0.01 3400 65 0.02 * EBT 3 5100 1,555 0.30 * 5100 1,252 0.25 EBR 1 1700 0 0.00 1700 0 0.00 WBL 2 3400 117 0.03 * 3400 25 0.01 WBT 3 5100 1,183 0.23 5100 1,974 0.39 * WBR 1 1700 60 0.04 1700 80 0.05 N/S Movements 0.04 0.10 E/W Movements 0.34 0.41 Rt. Turn Component 0.00 0.01 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.43 0.57 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 17 I-5 SB Off Ramp / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 18 0.01 1700 15 0.01 NBT 0 0 0.00 * 0 0.00 * NBR 1 1700 20 0.01 * 1700 37 0.02 * SBL 1.33 3331 300 0.09 * 3386 322 0.10 * SBT 0.34 69 5 0.07 14 1 0.07 SBR 1.33 1700 67 0.04 1700 39 0.02 EBL 0 0 * 0 EBT 3 5100 103 0.02 5100 276 0.06 * EBR 0 12 9 WBL 1 1700 17 0.01 1700 31 0.02 * WBT 3 5100 257 0.05 * 5100 366 0.07 WBR 0 0 0 Split Phase N/S Movements 0.10 0.12 E/W Movements 0.05 0.07 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.20 0.24 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 18 Anaheim Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 191 0.06 * 3400 248 0.07 NBT 2 3400 473 0.14 3400 1,149 0.34 * NBR 1 1700 184 0.11 1700 149 0.09 SBL 2 3400 211 0.06 3400 143 0.04 * SBT 3 5100 809 0.16 * 5100 772 0.15 SBR 1 1700 172 0.10 1700 136 0.08 EBL 1 1700 159 0.09 1700 229 0.13 * EBT 3 5100 1,264 0.28 * 5100 1,467 0.33 EBR 0 183 231 WBL 1 1700 163 0.10 * 1700 147 0.09 WBT 3 5100 930 0.18 5100 1,756 0.34 * WBR 1 1700 68 0.04 1700 164 0.10 N/S Movements 0.21 0.38 E/W Movements 0.38 0.48 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.64 0.91 LEVEL OF SERVICE (LOS) B E Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 19 Anaheim Boulevard / Cerritos Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 87 0.05 1700 64 0.04 NBT 3 5100 797 0.16 * 5100 1,192 0.23 * NBR 1 1700 336 0.20 1700 356 0.21 SBL 1 1700 171 0.10 * 1700 92 0.05 * SBT 3 5100 968 0.20 5100 1,069 0.22 SBR 0 42 38 EBL 1 1700 21 0.01 1700 37 0.02 EBT 1 1700 9 0.02 * 1700 22 0.09 * EBR 0 30 135 WBL 1 1700 199 0.12 * 1700 497 0.29 * WBT 1 1700 12 0.01 1700 87 0.05 WBR 1 1700 70 0.04 1700 289 0.17 * N/S Movements 0.26 0.29 E/W Movements 0.14 0.38 Rt. Turn Component 0.04 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.49 0.72 Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) A C ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 20 Anaheim Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 171 0.05 * 3400 113 0.03 * NBT 3 5100 805 0.16 5100 904 0.18 NBR 0 0 0 SBL 0 0 0 SBT 3 5100 1,120 0.22 * 5100 1,352 0.27 * SBR 1 1700 95 0.06 1700 313 0.18 EBL 0 0 0 EBT 0 0 0.00 0 0.00 EBR 0 0 0 WBL 0.5 995 24 0.02 307 74 0.24 WBT 1 705 17 0.02 1798 434 0.24 WBR 1.5 3400 423 0.12 * 2995 723 0.24 N/S Movements 0.27 0.30 E/W Movements 0.02 0.24 Rt. Turn Component 0.10 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.44 0.59 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 21 Anaheim Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 20 0.01 1700 29 0.02 NBT 3 5100 750 0.15 * 5100 770 0.15 * NBR 0 7 8 SBL 2 3400 441 0.13 * 3400 563 0.17 * SBT 3 5100 579 0.12 5100 815 0.17 SBR 0 51 31 EBL 2 3400 269 0.08 * 3400 244 0.07 * EBT 4 6800 62 0.02 6800 113 0.04 EBR 0 102 175 WBL 0 0 0 WBT 3 5100 165 0.03 * 5100 273 0.05 * WBR 0 8 3 N/S Movements 0.28 0.32 E/W Movements 0.11 0.13 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.44 0.49 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 22 Anaheim Boulevard / Haster Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 182 0.05 * 3400 124 0.04 NBT 3 5100 487 0.10 5100 532 0.10 * NBR 1 1700 246 0.14 * 1700 155 0.09 SBL 2 3400 67 0.02 3400 128 0.04 * SBT 3 5100 348 0.07 * 5100 405 0.08 SBR 1 1700 183 0.11 1700 212 0.12 * EBL 2 3400 152 0.04 * 3400 140 0.04 * EBT 4 6800 1,340 0.21 6800 1,138 0.19 EBR 0 67 159 WBL 2 3400 113 0.03 3400 316 0.09 WBT 3 5100 1,007 0.20 * 5100 1,679 0.33 * WBR 1 1700 48 0.03 1700 105 0.06 N/S Movements 0.12 0.14 E/W Movements 0.24 0.37 Rt. Turn Component 0.05 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.46 0.57 Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) A A ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 24 Haster Way / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 40 0.02 1700 89 0.05 * NBT 2 3400 478 0.17 * 3400 606 0.21 NBR 0 87 98 SBL 1 1700 79 0.05 * 1700 64 0.04 SBT 2 3400 438 0.15 3400 638 0.22 * SBR 0 69 110 EBL 1 1700 134 0.08 1700 124 0.07 * EBT 2 3400 704 0.23 * 3400 350 0.12 EBR 0 73 58 WBL 1 1700 86 0.05 * 1700 178 0.10 WBT 2 3400 242 0.10 3400 724 0.26 * WBR 0 92 146 N/S Movements 0.21 0.27 E/W Movements 0.28 0.33 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.54 0.65 LEVEL OF SERVICE (LOS) A B Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 25 Manchester Avenue / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1700 55 0.03 * 1700 38 0.02 * NBT 0 0 0 0.00 0 0 0.00 NBR 1.5 3400 483 0.14 * 3400 158 0.05 SBL 2 3400 22 0.01 3400 25 0.01 SBT 2 3400 91 0.03 * 3400 54 0.02 * SBR 1 1700 16 0.01 1700 2 0.00 EBL 0 0 * 0 * EBT 3 5100 882 0.17 5100 997 0.20 EBR 1 1700 544 0.32 * 1700 549 0.32 * WBL 2 3400 122 0.04 3400 329 0.10 WBT 3 5100 1,298 0.25 * 5100 1,680 0.33 * WBR 0 0 0 N/S Movements 0.06 0.04 E/W Movements 0.25 0.33 Rt. Turn Component 0.19 0.11 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.55 0.52 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 26 Anaheim Way / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 3330 460 0.14 * 2731 595 0.22 NBT 3 3470 406 0.12 5374 1,171 0.22 NBR 0.5 1700 308 0.18 * 395 86 0.22 SBL 0 0 0 SBT 0 0 0.00 * 0 0.00 SBR 0 0 0 EBL 2 3400 39 0.01 3400 39 0.01 EBT 3 5100 1,350 0.26 * 5100 1,193 0.23 * EBR 0 0 0 WBL 0 0 * 0 * WBT 3.5 6800 998 0.15 6800 1,506 0.22 WBR 1.5 1700 48 0.03 1700 105 0.06 N/S Movements 0.14 0.22 E/W Movements 0.26 0.23 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.45 0.50 Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) A A ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 71 Ox Road / Global Way (Cast) / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.33 2644 84 0.03 1715 227 0.13 NBT 0.34 31 1 0.03 38 5 0.13 * NBR 1.33 2424 77 0.03 3347 443 0.13 SBL 1.33 2053 32 0.02 1983 28 0.01 * SBT 0.34 449 7 0.02 0 0 0.00 SBR 0.33 898 14 0.02 1417 20 0.01 * EBL 1 1700 19 0.01 1700 11 0.01 * EBT 3 5100 1,909 0.37 * 5100 1,394 0.27 EBR 1 1700 267 0.16 1700 154 0.09 WBL 2 3400 353 0.10 * 3400 122 0.04 WBT 3 5100 1,401 0.28 5100 1,781 0.35 * WBR 0 22 28 N/S Movements 0.05 0.15 E/W Movements 0.48 0.36 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.58 0.56 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 73 Harbor Boulevard / Lincoln Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 90 0.05 1700 189 0.11 NBT 3 5100 610 0.14 * 5100 956 0.22 * NBR 0 81 150 SBL 1 1700 175 0.10 * 1700 146 0.09 * SBT 3 5100 837 0.16 5100 804 0.16 SBR 1 1700 126 0.07 1700 139 0.08 EBL 1 1700 127 0.07 1700 228 0.13 * EBT 2 3400 793 0.25 * 3400 673 0.23 EBR 0 50 124 WBL 1 1700 128 0.08 * 1700 181 0.11 WBT 2 3400 823 0.24 3400 952 0.28 * WBR 1 1700 62 0.04 1700 144 0.08 N/S Movements 0.24 0.30 E/W Movements 0.32 0.41 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.61 0.77 LEVEL OF SERVICE (LOS) B C Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 74 Harbor Boulevard / Broadway Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 58 0.03 * 1700 109 0.06 NBT 2 3400 575 0.17 3400 1,003 0.30 * NBR 1 1700 106 0.06 1700 102 0.06 SBL 1 1700 88 0.05 1700 147 0.09 * SBT 2 3400 789 0.23 * 3400 726 0.21 SBR 1 1700 153 0.09 1700 190 0.11 EBL 1 1700 138 0.08 1700 145 0.09 * EBT 2 3400 535 0.17 * 3400 404 0.14 EBR 53 64 WBL 2 3400 50 0.01 * 3400 115 0.03 WBT 2 3400 354 0.10 3400 550 0.16 * WBR 1 1700 55 0.03 1700 148 0.09 N/S Movements 0.27 0.38 E/W Movements 0.19 0.25 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.50 0.68 LEVEL OF SERVICE (LOS) A B Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 75 Harbor Boulevard / Manchester Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 110 0.06 1700 122 0.07 NBT 3 5100 760 0.16 * 5100 1,206 0.24 * NBR 0 35 36 SBL 1 1700 115 0.07 * 1700 80 0.05 * SBT 4 6800 880 0.13 6800 898 0.13 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1 1700 32 0.02 * 1700 43 0.03 * WBT 0 0 0.00 0 0.00 WBR 1 1700 61 0.04 1700 204 0.12 * N/S Movements 0.22 0.29 E/W Movements 0.02 0.03 Rt. Turn Component 0.00 0.07 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.29 0.44 LEVEL OF SERVICE (LOS) A A Existing Year 2008 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 5 Disneyland Drive / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1225 140 0.11 1084 200 0.18 NBT 1 3089 353 0.11 3365 621 0.18 NBR 1.5 2485 284 0.11 2352 434 0.18 SBL 1.5 2914 536 0.18 1872 296 0.16 SBT 2.5 3886 576 0.18 4928 601 0.16 SBR 0 139 178 EBL 2 3400 272 0.08 3400 245 0.07 * EBT 3 5100 1,272 0.25 * 5100 1,005 0.20 EBR 1 1700 120 0.07 1700 130 0.08 WBL 2 3400 431 0.13 * 3400 473 0.14 WBT 3 5100 749 0.16 5100 1,448 0.33 * WBR 0 70 240 N/S Movements 0.30 0.34 E/W Movements 0.38 0.40 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.10 0.10 TOTAL CAPACITY UTILIZATION 0.77 0.85 LEVEL OF SERVICE (LOS) C D Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 6 Disneyland Drive / West Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 203 0.06 3400 237 0.07 NBT 2 3400 344 0.10 * 3400 350 0.10 * NBR 1 1700 220 0.13 1700 150 0.09 SBL 2 3400 369 0.11 * 3400 575 0.17 * SBT 2 3400 229 0.07 3400 417 0.12 SBR 1 1700 251 0.15 * 1700 303 0.18 * EBL 2 3400 164 0.05 3400 134 0.04 * EBT 3 5100 1,942 0.38 * 5100 1,051 0.21 EBR 1 1700 192 0.11 1700 155 0.09 WBL 2 3400 165 0.05 * 3400 125 0.04 WBT 3 5100 1,011 0.20 5100 1,884 0.37 * WBR 1 1700 303 0.18 1700 332 0.20 N/S Movements 0.21 0.27 E/W Movements 0.43 0.41 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.69 0.73 LEVEL OF SERVICE (LOS) B C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 7 Harbor Boulevard / Vermont Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 130 0.08 NBT 2 3400 656 0.19 3400 1,520 0.45 * NBR 1 1700 130 0.08 1700 140 0.08 SBL 1 1700 60 0.04 1700 60 0.04 * SBT 2 3400 1,316 0.39 * 3400 881 0.27 SBR 0 10 30 EBL 1 1700 20 0.01 1700 20 0.01 EBT 1 1700 110 0.15 * 1700 50 0.09 * EBR 0 140 100 WBL 1 1700 120 0.07 * 1700 170 0.10 * WBT 1 1700 70 0.06 1700 100 0.09 WBR 0 40 60 N/S Movements 0.43 0.48 E/W Movements 0.22 0.19 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.69 0.72 LEVEL OF SERVICE (LOS) B C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 8 Harbor Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 653 0.19 * 3400 732 0.22 * NBT 3 5100 875 0.17 5100 1,374 0.27 NBR 1 1700 280 0.16 1700 320 0.19 SBL 2 3400 190 0.06 3400 200 0.06 SBT 3 5100 1,514 0.30 * 5100 919 0.18 * SBR 1 1700 342 0.20 1700 282 0.17 EBL 2 3400 397 0.12 3400 468 0.14 * EBT 3 5100 1,293 0.25 * 5100 1,083 0.21 EBR 1 1700 668 0.39 1700 530 0.31 WBL 2 3400 209 0.06 * 3400 365 0.11 WBT 4 6800 1,070 0.18 6800 1,230 0.20 * WBR 0 130 120 N/S Movements 0.49 0.40 E/W Movements 0.32 0.34 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.85 0.78 LEVEL OF SERVICE (LOS) D C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 9 Harbor Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 0 0 * 0 NBT 3 5100 971 0.19 5100 1,439 0.28 * NBR (free) 50 85000 308 0.00 85000 727 0.01 SBL 1 1700 50 0.03 1700 60 0.04 * SBT 4 6800 2,303 0.34 * 6800 1,683 0.25 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1.5 1700 71 0.04 * 1700 91 0.05 * WBT 0 0 0 0.00 0 0 0.00 WBR 1.5 3400 751 0.22 * 3400 900 0.26 * N/S Movements 0.34 0.32 E/W Movements 0.04 0.05 Rt. Turn Component 0.19 0.23 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.62 0.65 LEVEL OF SERVICE (LOS) B B Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 10 Harbor Boulevard / I-5 SB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 81 0.05 NBT 4 6800 936 0.14 6800 1,833 0.27 * NBR 0 0 0 SBL 0 0 0 * SBT 3 5100 1,223 0.24 * 5100 1,004 0.20 SBR (free) 50 85000 1,110 0.01 85000 817 0.01 EBL 2 3400 369 0.11 * 3400 369 0.11 * EBT 0 0 0.00 0 0.00 EBR (free) 50 85000 485 0.01 85000 552 0.01 WBL 0 0 0 WBT 0 0 0.00 * 0 0.00 * WBR 0 0 0 N/S Movements 0.28 0.27 E/W Movements 0.11 0.11 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.43 0.43 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 11 Harbor Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 170 0.05 * 3400 50 0.01 NBT 3 5100 820 0.19 5100 1,418 0.29 * NBR 0 171 51 SBL 2 3400 264 0.08 3400 255 0.08 * SBT 3 5100 1,022 0.22 * 5100 1,214 0.25 SBR 0 120 40 EBL 1 1700 10 0.01 * 1700 40 0.02 * EBT 3 5100 0 0.00 5100 50 0.01 EBR 0 10 10 WBL 2 3400 126 0.04 3400 328 0.10 WBT 2 3400 140 0.10 * 3400 80 0.12 * WBR 0 186 334 N/S Movements 0.27 0.36 E/W Movements 0.10 0.15 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.43 0.56 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 12 Harbor Boulevard / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 231 0.07 * 3400 424 0.12 * NBT 3 5100 670 0.13 5100 1,089 0.21 NBR 1 1700 284 0.17 1700 393 0.23 SBL 2 3400 3 0.00 3400 112 0.03 SBT 3 5100 914 0.18 * 5100 749 0.15 * SBR 1 1700 161 0.09 1700 352 0.21 EBL 2 3400 234 0.07 3400 261 0.08 * EBT 3 5100 1,890 0.37 * 5100 1,255 0.25 EBR 1 1700 245 0.14 1700 323 0.19 WBL 2 3400 349 0.10 * 3400 526 0.15 WBT 3 5100 1,129 0.22 5100 1,831 0.36 * WBR 1 1700 31 0.02 1700 89 0.05 N/S Movements 0.25 0.27 E/W Movements 0.47 0.44 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.77 0.76 LEVEL OF SERVICE (LOS) C C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 13 Harbor Boulevard / Convention Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 165 0.05 3400 126 0.04 NBT 3 5100 1,067 0.25 * 5100 1,286 0.28 * NBR 0 205 128 SBL 2 3400 348 0.10 * 3400 173 0.05 * SBT 3 5100 1,032 0.20 5100 1,355 0.27 SBR 1 1700 73 0.04 1700 85 0.05 EBL 2 3400 117 0.03 * 3400 155 0.05 EBT 0.5 2009 130 0.06 1849 130 0.07 * EBR 1.5 1391 90 0.06 1551 109 0.07 WBL 1 1700 42 0.02 1700 140 0.08 * WBT 0.5 1539 86 0.06 * 850 50 0.06 WBR 1.5 1861 104 0.06 2550 276 0.11 N/S Movements 0.35 0.33 E/W Movements 0.09 0.15 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.49 0.53 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 14 Harbor Boulevard / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 1700 130 0.08 NBT 3 5100 1,091 0.24 * 5100 1,280 0.29 * NBR 0 150 196 SBL 1 1700 83 0.05 * 1700 145 0.09 * SBT 3 5100 912 0.19 5100 1,313 0.28 SBR 0 40 100 EBL 1 1700 120 0.07 1700 70 0.04 * EBT 2 3400 780 0.26 * 3400 370 0.13 EBR 0 110 80 WBL 1 1700 142 0.08 * 1700 234 0.14 WBT 2 3400 260 0.13 3400 700 0.24 * WBR 0 166 130 N/S Movements 0.29 0.37 E/W Movements 0.35 0.29 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.69 0.71 LEVEL OF SERVICE (LOS) B C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 15 Clementine Street / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 70 0.04 1700 80 0.05 NBT 2 3400 82 0.03 * 3400 127 0.05 * NBR 0 30 50 SBL 2 3400 224 0.07 * 3400 278 0.08 * SBT 2 3400 58 0.03 3400 103 0.07 SBR 0 30 150 EBL 1 1700 80 0.05 * 1700 30 0.02 * EBT 3 5100 149 0.03 5100 164 0.03 EBR 1 1700 50 0.03 1700 70 0.04 WBL 1 1700 43 0.03 1700 32 0.02 WBT 3 5100 426 0.13 * 5100 394 0.13 * WBR 0 226 289 N/S Movements 0.10 0.13 E/W Movements 0.17 0.15 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.32 0.34 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 16 Clementine Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 -19 -0.01 1700 -15 -0.01 NBT 1 1700 60 0.04 * 1700 120 0.07 * NBR 1 1700 24 0.01 1700 141 0.08 * SBL 1 1700 53 0.03 * 1700 138 0.08 * SBT 1 1700 63 0.04 1700 32 0.02 SBR 1 1700 65 0.04 1700 125 0.07 * EBL 2 3400 64 0.02 3400 81 0.02 * EBT 3 5100 2,103 0.41 * 5100 1,693 0.33 EBR 1 1700 -13 -0.01 1700 -65 -0.04 WBL 2 3400 131 0.04 * 3400 30 0.01 WBT 3 5100 1,534 0.30 5100 2,512 0.49 * WBR 1 1700 67 0.04 1700 86 0.05 N/S Movements 0.07 0.15 E/W Movements 0.45 0.52 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.57 0.72 LEVEL OF SERVICE (LOS) A C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 17 I-5 SB Off Ramp / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 20 0.01 1700 20 0.01 NBT 0 0 0.00 * 0 0.00 * NBR 1 1700 30 0.02 1700 60 0.04 * SBL 1.33 3294 360 0.11 * 3294 360 0.11 * SBT 0.34 106 10 0.09 106 10 0.09 SBR 1.33 1700 109 0.06 1700 70 0.04 EBL 0 0 0 * EBT 3 5100 383 0.08 * 5100 432 0.09 EBR 0 10 10 WBL 1 1700 60 0.04 * 1700 50 0.03 WBT 3 5100 466 0.09 5100 695 0.14 * WBR 0 0 0 Split Phase N/S Movements 0.13 0.14 E/W Movements 0.11 0.14 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.29 0.33 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 18 Anaheim Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 216 0.06 * 3400 276 0.08 NBT 2 3400 480 0.14 3400 1,360 0.40 * NBR 1 1700 209 0.12 1700 174 0.10 SBL 2 3400 310 0.09 3400 220 0.06 * SBT 3 5100 1,080 0.21 * 5100 750 0.15 SBR 1 1700 200 0.12 1700 140 0.08 EBL 1 1700 160 0.09 1700 230 0.14 * EBT 3 5100 1,383 0.32 * 5100 1,303 0.31 EBR 0 259 262 WBL 1 1700 200 0.12 * 1700 187 0.11 WBT 3 5100 964 0.19 5100 1,684 0.33 * WBR 1 1700 100 0.06 1700 260 0.15 N/S Movements 0.28 0.46 E/W Movements 0.44 0.47 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.76 0.98 LEVEL OF SERVICE (LOS) C E Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 19 Anaheim Boulevard / Cerritos Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 100 0.06 1700 90 0.05 NBT 3 5100 865 0.17 * 5100 1,450 0.28 * NBR 1 1700 410 0.24 1700 400 0.24 SBL 1 1700 340 0.20 * 1700 170 0.10 * SBT 3 5100 1,229 0.25 5100 1,179 0.24 SBR 0 60 50 EBL 1 1700 30 0.02 1700 50 0.03 EBT 1 1700 20 0.04 * 1700 40 0.11 * EBR 0 40 140 WBL 1 1700 290 0.17 * 1700 560 0.33 * WBT 1 1700 20 0.01 1700 90 0.05 WBR 1 1700 110 0.06 1700 370 0.22 * N/S Movements 0.37 0.38 E/W Movements 0.21 0.44 Rt. Turn Component 0.07 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.70 0.87 Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) B D ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 20 Anaheim Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 216 0.06 * 3400 150 0.04 * NBT 3 5100 960 0.19 5100 1,195 0.23 NBR 0 0 0 SBL 0 0 0 SBT 3 5100 1,469 0.29 * 5100 1,629 0.32 * SBR 1 1700 110 0.06 1700 320 0.19 EBL 0 0 0 EBT 0 0 0.00 0 0.00 EBR 0 0 0 WBL 0.5 1020 30 0.03 268 80 0.30 WBT 1 680 20 0.03 1706 510 0.30 WBR 1.5 3400 435 0.13 * 3127 935 0.30 N/S Movements 0.35 0.36 E/W Movements 0.03 0.30 Rt. Turn Component 0.10 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.53 0.71 LEVEL OF SERVICE (LOS) A C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 21 Anaheim Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 40 0.02 1700 90 0.05 NBT 3 5100 851 0.17 * 5100 1,006 0.20 * NBR 0 10 10 SBL 2 3400 480 0.14 * 3400 572 0.17 * SBT 3 5100 829 0.19 5100 1,020 0.22 SBR 0 120 117 EBL 2 3400 364 0.11 * 3400 379 0.11 * EBT 4 6800 328 0.06 6800 283 0.07 EBR 0 100 180 WBL 0 0 0 WBT 3 5100 326 0.07 * 5100 468 0.09 * WBR 0 10 0 N/S Movements 0.31 0.37 E/W Movements 0.17 0.20 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.53 0.62 LEVEL OF SERVICE (LOS) A B Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 22 Anaheim Boulevard / Haster Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 187 0.06 3400 168 0.05 NBT 3 5100 556 0.11 * 5100 726 0.14 * NBR 1 1700 250 0.15 1700 240 0.14 SBL 2 3400 197 0.06 * 3400 224 0.07 * SBT 3 5100 413 0.08 5100 446 0.09 SBR 1 1700 220 0.13 1700 240 0.14 EBL 2 3400 190 0.06 3400 225 0.07 * EBT 4 6800 1,892 0.29 * 6800 1,617 0.26 EBR 0 68 159 WBL 2 3400 260 0.08 * 3400 360 0.11 WBT 3 5100 1,305 0.26 5100 2,130 0.42 * WBR 1 1700 55 0.03 1700 105 0.06 N/S Movements 0.17 0.21 E/W Movements 0.36 0.48 Rt. Turn Component 0.04 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.62 0.74 Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) B C ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 24 Haster Way / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 50 0.03 1700 130 0.08 NBT 2 3400 750 0.25 * 3400 1,010 0.33 * NBR 0 90 100 SBL 1 1700 110 0.06 * 1700 110 0.06 * SBT 2 3400 710 0.24 3400 920 0.30 SBR 0 120 110 EBL 1 1700 150 0.09 1700 130 0.08 * EBT 2 3400 793 0.26 * 3400 441 0.15 EBR 0 80 60 WBL 1 1700 90 0.05 * 1700 180 0.11 WBT 2 3400 308 0.13 3400 804 0.30 * WBR 0 120 200 N/S Movements 0.31 0.39 E/W Movements 0.31 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.67 0.81 LEVEL OF SERVICE (LOS) B D Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 25 Manchester Avenue / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1700 80 0.05 * 1109 80 0.07 * NBT 0 0 0 0.00 0 0 0.00 NBR 1.5 3400 608 0.18 * 3400 288 0.08 SBL 2 3400 160 0.05 3400 160 0.05 SBT 2 3400 220 0.06 * 3400 80 0.02 * SBR 1 1700 20 0.01 1700 0 0.00 EBL 0 0 * 0 EBT 3 5100 1,142 0.22 5100 1,436 0.28 * EBR 1 1700 878 0.52 * 1700 784 0.46 * WBL 2 3400 313 0.09 3400 519 0.15 * WBT 3 5100 1,717 0.34 * 5100 2,139 0.42 WBR 0 0 0 N/S Movements 0.11 0.10 E/W Movements 0.34 0.43 Rt. Turn Component 0.29 0.11 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.78 0.69 LEVEL OF SERVICE (LOS) C B Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 26 Anaheim Way / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 3400 577 0.17 * 2635 704 0.27 NBT 3 3400 415 0.12 4959 1,325 0.27 NBR 0.5 1700 438 0.26 * 906 242 0.27 SBL 0 0 0 SBT 0 0 0.00 * 0 0.00 SBR 0 0 0 EBL 2 3400 40 0.01 3400 40 0.01 EBT 3 5100 1,874 0.37 * 5100 1,902 0.37 * EBR 0 0 0 WBL 0 0 * 0 * WBT 3.5 6800 1,635 0.24 6800 2,171 0.32 WBR 1.5 1700 170 0.10 1700 390 0.23 N/S Movements 0.17 0.27 E/W Movements 0.37 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.59 0.69 Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) A B ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 71 Ox Road / Global Way (Cast) / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.33 2765 90 0.03 * 1710 230 0.13 NBT 0.34 0 0 0.00 74 10 0.13 * NBR 1.33 2335 76 0.03 3316 446 0.13 SBL 1.33 1700 30 0.02 1700 30 0.02 * SBT 0.34 567 10 0.02 * 0 0 0.00 SBR 0.33 1133 20 0.02 1700 30 0.02 * EBL 1 1700 30 0.02 1700 10 0.01 * EBT 3 5100 2,212 0.43 * 5100 1,635 0.32 EBR 1 1700 270 0.16 1700 160 0.09 WBL 2 3400 356 0.10 * 3400 126 0.04 WBT 3 5100 1,510 0.30 5100 1,971 0.39 * WBR 0 30 40 N/S Movements 0.05 0.15 E/W Movements 0.54 0.40 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.64 0.60 LEVEL OF SERVICE (LOS) B A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 73 Harbor Boulevard / Lincoln Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 111 0.07 * 1700 193 0.11 NBT 3 5100 645 0.14 5100 1,108 0.26 * NBR 0 80 210 SBL 1 1700 180 0.11 1700 150 0.09 * SBT 3 5100 1,014 0.20 * 5100 839 0.16 SBR 1 1700 130 0.08 1700 150 0.09 EBL 1 1700 130 0.08 1700 230 0.14 * EBT 2 3400 850 0.27 * 3400 720 0.25 EBR 0 53 132 WBL 1 1700 150 0.09 * 1700 200 0.12 WBT 2 3400 840 0.25 3400 1,000 0.29 * WBR 1 1700 60 0.04 1700 150 0.09 N/S Movements 0.26 0.35 E/W Movements 0.35 0.43 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.67 0.83 LEVEL OF SERVICE (LOS) B D Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 74 Harbor Boulevard / Broadway Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 110 0.06 NBT 2 3400 606 0.18 3400 1,160 0.34 * NBR 1 1700 110 0.06 1700 120 0.07 SBL 1 1700 100 0.06 1700 150 0.09 * SBT 2 3400 936 0.28 * 3400 791 0.23 SBR 1 1700 160 0.09 1700 190 0.11 EBL 1 1700 140 0.08 1700 150 0.09 * EBT 2 3400 550 0.18 * 3400 410 0.14 EBR 60 70 WBL 2 3400 90 0.03 * 3400 120 0.04 WBT 2 3400 360 0.11 3400 560 0.16 * WBR 1 1700 60 0.04 1700 150 0.09 N/S Movements 0.31 0.43 E/W Movements 0.21 0.25 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.57 0.73 LEVEL OF SERVICE (LOS) A C Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 75 Harbor Boulevard / Manchester Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 110 0.06 1700 130 0.08 NBT 3 5100 901 0.18 * 5100 1,369 0.28 * NBR 0 40 40 SBL 1 1700 184 0.11 * 1700 91 0.05 * SBT 4 6800 1,053 0.15 6800 1,075 0.16 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1 1700 30 0.02 * 1700 50 0.03 * WBT 0 0 0.00 0 0.00 WBR 1 1700 65 0.04 1700 285 0.17 * N/S Movements 0.29 0.33 E/W Movements 0.02 0.03 Rt. Turn Component 0.00 0.11 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.36 0.52 LEVEL OF SERVICE (LOS) A A Interim Year 2015 No Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 5 Disneyland Drive / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1222 140 0.11 1073 200 0.19 NBT 1 3099 355 0.11 3397 633 0.19 NBR 1.5 2479 284 0.11 2329 434 0.19 SBL 1.5 2861 536 0.19 1853 296 0.16 SBT 2.5 3939 599 0.19 4947 612 0.16 SBR 0 139 178 EBL 2 3400 272 0.08 3400 245 0.07 * EBT 3 5100 1,272 0.25 * 5100 1,005 0.20 EBR 1 1700 120 0.07 1700 130 0.08 WBL 2 3400 431 0.13 * 3400 473 0.14 WBT 3 5100 749 0.16 5100 1,448 0.33 * WBR 0 70 240 N/S Movements 0.30 0.35 E/W Movements 0.38 0.40 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.10 0.10 TOTAL CAPACITY UTILIZATION 0.78 0.85 LEVEL OF SERVICE (LOS) C D Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 6 Disneyland Drive / West Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 203 0.06 3400 237 0.07 NBT 2 3400 344 0.10 * 3400 350 0.10 * NBR 1 1700 220 0.13 1700 150 0.09 SBL 2 3400 392 0.12 * 3400 586 0.17 * SBT 2 3400 229 0.07 3400 417 0.12 SBR 1 1700 251 0.15 * 1700 303 0.18 * EBL 2 3400 164 0.05 3400 134 0.04 * EBT 3 5100 1,948 0.38 * 5100 1,054 0.21 EBR 1 1700 192 0.11 1700 155 0.09 WBL 2 3400 165 0.05 * 3400 125 0.04 WBT 3 5100 1,012 0.20 5100 1,887 0.37 * WBR 1 1700 305 0.18 1700 344 0.20 N/S Movements 0.22 0.28 E/W Movements 0.43 0.41 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.70 0.73 LEVEL OF SERVICE (LOS) B C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 7 Harbor Boulevard / Vermont Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 130 0.08 NBT 2 3400 656 0.19 3400 1,520 0.45 * NBR 1 1700 130 0.08 1700 140 0.08 SBL 1 1700 60 0.04 1700 60 0.04 * SBT 2 3400 1,316 0.39 * 3400 881 0.27 SBR 0 10 30 EBL 1 1700 20 0.01 1700 20 0.01 EBT 1 1700 110 0.15 * 1700 50 0.09 * EBR 0 140 100 WBL 1 1700 120 0.07 * 1700 170 0.10 * WBT 1 1700 70 0.06 1700 100 0.09 WBR 0 40 60 N/S Movements 0.43 0.48 E/W Movements 0.22 0.19 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.69 0.72 LEVEL OF SERVICE (LOS) B C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 8 Harbor Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 653 0.19 * 3400 732 0.22 * NBT 3 5100 876 0.17 5100 1,379 0.27 NBR 1 1700 280 0.16 1700 320 0.19 SBL 2 3400 190 0.06 3400 200 0.06 SBT 3 5100 1,523 0.30 * 5100 923 0.18 * SBR 1 1700 342 0.20 1700 282 0.17 EBL 2 3400 397 0.12 3400 468 0.14 * EBT 3 5100 1,293 0.25 * 5100 1,083 0.21 EBR 1 1700 668 0.39 1700 530 0.31 WBL 2 3400 209 0.06 * 3400 365 0.11 WBT 4 6800 1,070 0.18 6800 1,230 0.20 * WBR 0 130 120 N/S Movements 0.49 0.40 E/W Movements 0.32 0.34 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.86 0.78 LEVEL OF SERVICE (LOS) D C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 9 Harbor Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 0 0 * 0 NBT 3 5100 972 0.19 5100 1,444 0.28 * NBR (free) 50 85000 311 0.00 85000 742 0.01 SBL 1 1700 50 0.03 1700 60 0.04 * SBT 4 6800 2,312 0.34 * 6800 1,687 0.25 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1.5 1700 71 0.04 * 1700 91 0.05 * WBT 0 0 0 0.00 0 0 0.00 WBR 1.5 3400 751 0.22 * 3400 900 0.26 * N/S Movements 0.34 0.32 E/W Movements 0.04 0.05 Rt. Turn Component 0.19 0.23 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.62 0.65 LEVEL OF SERVICE (LOS) B B Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 10 Harbor Boulevard / I-5 SB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 81 0.05 NBT 4 6800 940 0.14 6800 1,853 0.27 * NBR 0 0 0 SBL 0 0 0 * SBT 3 5100 1,232 0.24 * 5100 1,008 0.20 SBR (free) 50 85000 1,110 0.01 85000 817 0.01 EBL 2 3400 369 0.11 * 3400 369 0.11 * EBT 0 0 0.00 0 0.00 EBR (free) 50 85000 514 0.01 85000 566 0.01 WBL 0 0 0 WBT 0 0 0.00 * 0 0.00 * WBR 0 0 0 N/S Movements 0.28 0.27 E/W Movements 0.11 0.11 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.44 0.43 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 11 Harbor Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 170 0.05 * 3400 50 0.01 NBT 3 5100 824 0.20 5100 1,438 0.29 * NBR 0 171 51 SBL 2 3400 264 0.08 3400 255 0.08 * SBT 3 5100 1,060 0.23 * 5100 1,232 0.25 SBR 0 120 40 EBL 1 1700 10 0.01 * 1700 40 0.02 * EBT 3 5100 0 0.00 5100 50 0.01 EBR 0 10 10 WBL 2 3400 126 0.04 3400 328 0.10 WBT 2 3400 140 0.10 * 3400 80 0.12 * WBR 0 186 334 N/S Movements 0.28 0.37 E/W Movements 0.10 0.15 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.43 0.56 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 12 Harbor Boulevard / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 234 0.07 * 3400 439 0.13 * NBT 3 5100 674 0.13 5100 1,109 0.22 NBR 1 1700 288 0.17 1700 414 0.24 SBL 2 3400 3 0.00 3400 112 0.03 SBT 3 5100 952 0.19 * 5100 767 0.15 * SBR 1 1700 161 0.09 1700 352 0.21 EBL 2 3400 234 0.07 3400 261 0.08 * EBT 3 5100 1,890 0.37 * 5100 1,255 0.25 EBR 1 1700 274 0.16 1700 337 0.20 WBL 2 3400 390 0.11 * 3400 545 0.16 WBT 3 5100 1,129 0.22 5100 1,831 0.36 * WBR 1 1700 31 0.02 1700 89 0.05 N/S Movements 0.26 0.28 E/W Movements 0.49 0.44 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.79 0.77 LEVEL OF SERVICE (LOS) C C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 13 Harbor Boulevard / Convention Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 165 0.05 3400 126 0.04 NBT 3 5100 1,067 0.25 * 5100 1,286 0.28 * NBR 0 213 132 SBL 2 3400 456 0.13 * 3400 223 0.07 * SBT 3 5100 1,032 0.20 5100 1,355 0.27 SBR 1 1700 73 0.04 1700 85 0.05 EBL 2 3400 117 0.03 * 3400 155 0.05 EBT 0.5 2009 130 0.06 1849 130 0.07 * EBR 1.5 1391 90 0.06 1551 109 0.07 WBL 1 1700 43 0.03 1700 144 0.08 * WBT 0.5 1455 86 0.06 * 850 50 0.06 WBR 1.5 1945 115 0.06 2550 333 0.13 * N/S Movements 0.39 0.34 E/W Movements 0.09 0.16 Rt. Turn Component 0.00 0.01 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.53 0.55 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 14 Harbor Boulevard / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 1700 130 0.08 NBT 3 5100 1,097 0.24 * 5100 1,283 0.29 * NBR 0 150 196 SBL 1 1700 83 0.05 * 1700 146 0.09 * SBT 3 5100 913 0.19 5100 1,316 0.28 SBR 0 40 100 EBL 1 1700 120 0.07 1700 70 0.04 * EBT 2 3400 780 0.26 * 3400 370 0.13 EBR 0 110 80 WBL 1 1700 142 0.08 * 1700 234 0.14 WBT 2 3400 260 0.13 3400 700 0.24 * WBR 0 168 131 N/S Movements 0.29 0.38 E/W Movements 0.35 0.29 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.69 0.71 LEVEL OF SERVICE (LOS) B C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 15 Clementine Street / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 70 0.04 1700 80 0.05 NBT 2 3400 82 0.03 * 3400 127 0.05 * NBR 0 30 50 SBL 2 3400 224 0.07 * 3400 278 0.08 * SBT 2 3400 58 0.03 3400 103 0.07 SBR 0 30 150 EBL 1 1700 80 0.05 * 1700 30 0.02 * EBT 3 5100 149 0.03 5100 164 0.03 EBR 1 1700 50 0.03 1700 70 0.04 WBL 1 1700 43 0.03 1700 32 0.02 WBT 3 5100 426 0.13 * 5100 394 0.13 * WBR 0 226 289 N/S Movements 0.10 0.13 E/W Movements 0.17 0.15 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.32 0.34 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 16 Clementine Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 -19 -0.01 1700 -15 -0.01 NBT 1 1700 60 0.04 * 1700 120 0.07 * NBR 1 1700 24 0.01 1700 141 0.08 * SBL 1 1700 53 0.03 * 1700 138 0.08 * SBT 1 1700 63 0.04 1700 32 0.02 SBR 1 1700 65 0.04 1700 125 0.07 * EBL 2 3400 64 0.02 3400 81 0.02 * EBT 3 5100 2,107 0.41 * 5100 1,714 0.34 EBR 1 1700 -13 -0.01 1700 -65 -0.04 WBL 2 3400 131 0.04 * 3400 30 0.01 WBT 3 5100 1,575 0.31 5100 2,531 0.50 * WBR 1 1700 67 0.04 1700 86 0.05 N/S Movements 0.07 0.15 E/W Movements 0.45 0.52 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.57 0.73 LEVEL OF SERVICE (LOS) A C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 17 I-5 SB Off Ramp / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 20 0.01 1700 20 0.01 NBT 0 0 0.00 * 0 0.00 * NBR 1 1700 30 0.02 1700 60 0.04 * SBL 1.33 3294 360 0.11 * 3294 360 0.11 * SBT 0.34 106 10 0.09 106 10 0.09 SBR 1.33 1700 109 0.06 1700 70 0.04 EBL 0 0 0 * EBT 3 5100 383 0.08 * 5100 432 0.09 EBR 0 10 10 WBL 1 1700 60 0.04 * 1700 50 0.03 WBT 3 5100 466 0.09 5100 695 0.14 * WBR 0 0 0 Split Phase N/S Movements 0.13 0.14 E/W Movements 0.11 0.14 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.29 0.33 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 18 Anaheim Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 216 0.06 * 3400 276 0.08 NBT 2 3400 480 0.14 3400 1,360 0.40 * NBR 1 1700 209 0.12 1700 174 0.10 SBL 2 3400 310 0.09 3400 220 0.06 * SBT 3 5100 1,080 0.21 * 5100 750 0.15 SBR 1 1700 200 0.12 1700 140 0.08 EBL 1 1700 160 0.09 1700 230 0.14 * EBT 3 5100 1,383 0.32 * 5100 1,303 0.31 EBR 0 259 262 WBL 1 1700 200 0.12 * 1700 187 0.11 WBT 3 5100 964 0.19 5100 1,684 0.33 * WBR 1 1700 100 0.06 1700 260 0.15 N/S Movements 0.28 0.46 E/W Movements 0.44 0.47 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.76 0.98 LEVEL OF SERVICE (LOS) C E Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 19 Anaheim Boulevard / Cerritos Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 100 0.06 1700 90 0.05 NBT 3 5100 865 0.17 * 5100 1,450 0.28 * NBR 1 1700 410 0.24 1700 400 0.24 SBL 1 1700 340 0.20 * 1700 170 0.10 * SBT 3 5100 1,229 0.25 5100 1,179 0.24 SBR 0 60 50 EBL 1 1700 30 0.02 1700 50 0.03 EBT 1 1700 20 0.04 * 1700 40 0.11 * EBR 0 40 140 WBL 1 1700 290 0.17 * 1700 560 0.33 * WBT 1 1700 20 0.01 1700 90 0.05 WBR 1 1700 110 0.06 1700 370 0.22 * N/S Movements 0.37 0.38 E/W Movements 0.21 0.44 Rt. Turn Component 0.07 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.70 0.87 Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) B D ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 20 Anaheim Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 216 0.06 * 3400 150 0.04 * NBT 3 5100 960 0.19 5100 1,195 0.23 NBR 0 0 0 SBL 0 0 0 SBT 3 5100 1,469 0.29 * 5100 1,629 0.32 * SBR 1 1700 110 0.06 1700 320 0.19 EBL 0 0 0 EBT 0 0 0.00 0 0.00 EBR 0 0 0 WBL 0.5 1020 30 0.03 268 80 0.30 WBT 1 680 20 0.03 1706 510 0.30 WBR 1.5 3400 435 0.13 * 3127 935 0.30 N/S Movements 0.35 0.36 E/W Movements 0.03 0.30 Rt. Turn Component 0.10 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.53 0.71 LEVEL OF SERVICE (LOS) A C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 21 Anaheim Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 40 0.02 1700 90 0.05 NBT 3 5100 851 0.17 * 5100 1,006 0.20 * NBR 0 10 10 SBL 2 3400 480 0.14 * 3400 572 0.17 * SBT 3 5100 829 0.19 5100 1,020 0.22 SBR 0 120 117 EBL 2 3400 364 0.11 * 3400 379 0.11 * EBT 4 6800 328 0.06 6800 283 0.07 EBR 0 100 180 WBL 0 0 0 WBT 3 5100 326 0.07 * 5100 468 0.09 * WBR 0 10 0 N/S Movements 0.31 0.37 E/W Movements 0.17 0.20 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.53 0.62 LEVEL OF SERVICE (LOS) A B Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 22 Anaheim Boulevard / Haster Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 187 0.06 3400 168 0.05 NBT 3 5100 556 0.11 * 5100 726 0.14 * NBR 1 1700 250 0.15 1700 240 0.14 SBL 2 3400 197 0.06 * 3400 224 0.07 * SBT 3 5100 413 0.08 5100 446 0.09 SBR 1 1700 220 0.13 1700 240 0.14 EBL 2 3400 190 0.06 3400 225 0.07 * EBT 4 6800 1,896 0.29 * 6800 1,638 0.26 EBR 0 68 159 WBL 2 3400 260 0.08 * 3400 360 0.11 WBT 3 5100 1,346 0.26 5100 2,149 0.42 * WBR 1 1700 55 0.03 1700 105 0.06 N/S Movements 0.17 0.21 E/W Movements 0.37 0.49 Rt. Turn Component 0.04 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.62 0.75 Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) B C ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 24 Haster Way / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 52 0.03 1700 131 0.08 NBT 2 3400 750 0.25 * 3400 1,010 0.33 * NBR 0 90 100 SBL 1 1700 110 0.06 * 1700 110 0.06 * SBT 2 3400 710 0.24 3400 920 0.30 SBR 0 120 110 EBL 1 1700 150 0.09 1700 130 0.08 * EBT 2 3400 793 0.26 * 3400 441 0.15 EBR 0 80 61 WBL 1 1700 90 0.05 * 1700 180 0.11 WBT 2 3400 308 0.13 3400 804 0.30 * WBR 0 120 200 N/S Movements 0.31 0.39 E/W Movements 0.31 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.67 0.81 LEVEL OF SERVICE (LOS) B D Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 25 Manchester Avenue / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1700 80 0.05 * 1109 80 0.07 * NBT 0 0 0 0.00 0 0 0.00 NBR 1.5 3400 608 0.18 * 3400 288 0.08 SBL 2 3400 160 0.05 3400 160 0.05 SBT 2 3400 220 0.06 * 3400 80 0.02 * SBR 1 1700 20 0.01 1700 0 0.00 EBL 0 0 * 0 EBT 3 5100 1,143 0.22 5100 1,442 0.28 * EBR 1 1700 881 0.52 * 1700 799 0.47 * WBL 2 3400 313 0.09 3400 519 0.15 * WBT 3 5100 1,758 0.34 * 5100 2,158 0.42 WBR 0 0 0 N/S Movements 0.11 0.10 E/W Movements 0.34 0.44 Rt. Turn Component 0.29 0.12 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.79 0.70 LEVEL OF SERVICE (LOS) C B Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 26 Anaheim Way / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 3400 606 0.18 * 2671 718 0.27 NBT 3 3400 415 0.12 4929 1,325 0.27 NBR 0.5 1700 438 0.26 * 900 242 0.27 SBL 0 0 0 SBT 0 0 0.00 * 0 0.00 SBR 0 0 0 EBL 2 3400 40 0.01 3400 40 0.01 EBT 3 5100 1,875 0.37 * 5100 1,908 0.37 * EBR 0 0 0 WBL 0 0 * 0 * WBT 3.5 6800 1,647 0.24 6800 2,176 0.32 WBR 1.5 1700 170 0.10 1700 390 0.23 N/S Movements 0.18 0.27 E/W Movements 0.37 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.60 0.69 Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR LEVEL OF SERVICE (LOS) A B ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 71 Ox Road / Global Way (Cast) / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.33 2765 90 0.03 * 1710 230 0.13 NBT 0.34 0 0 0.00 74 10 0.13 * NBR 1.33 2335 76 0.03 3316 446 0.13 SBL 1.33 1700 30 0.02 1700 30 0.02 * SBT 0.34 567 10 0.02 * 0 0 0.00 SBR 0.33 1133 20 0.02 1700 30 0.02 * EBL 1 1700 30 0.02 1700 10 0.01 * EBT 3 5100 2,212 0.43 * 5100 1,635 0.32 EBR 1 1700 270 0.16 1700 160 0.09 WBL 2 3400 356 0.10 * 3400 126 0.04 WBT 3 5100 1,510 0.30 5100 1,971 0.39 * WBR 0 30 40 N/S Movements 0.05 0.15 E/W Movements 0.54 0.40 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.64 0.60 LEVEL OF SERVICE (LOS) B A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 73 Harbor Boulevard / Lincoln Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 111 0.07 * 1700 193 0.11 NBT 3 5100 645 0.14 5100 1,108 0.26 * NBR 0 80 210 SBL 1 1700 180 0.11 1700 150 0.09 * SBT 3 5100 1,014 0.20 * 5100 839 0.16 SBR 1 1700 130 0.08 1700 150 0.09 EBL 1 1700 130 0.08 1700 230 0.14 * EBT 2 3400 850 0.27 * 3400 720 0.25 EBR 0 53 132 WBL 1 1700 150 0.09 * 1700 200 0.12 WBT 2 3400 840 0.25 3400 1,000 0.29 * WBR 1 1700 60 0.04 1700 150 0.09 N/S Movements 0.26 0.35 E/W Movements 0.35 0.43 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.67 0.83 LEVEL OF SERVICE (LOS) B D Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 74 Harbor Boulevard / Broadway Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 110 0.06 NBT 2 3400 606 0.18 3400 1,160 0.34 * NBR 1 1700 110 0.06 1700 120 0.07 SBL 1 1700 100 0.06 1700 150 0.09 * SBT 2 3400 936 0.28 * 3400 791 0.23 SBR 1 1700 160 0.09 1700 190 0.11 EBL 1 1700 140 0.08 1700 150 0.09 * EBT 2 3400 550 0.18 * 3400 410 0.14 EBR 60 70 WBL 2 3400 90 0.03 * 3400 120 0.04 WBT 2 3400 360 0.11 3400 560 0.16 * WBR 1 1700 60 0.04 1700 150 0.09 N/S Movements 0.31 0.43 E/W Movements 0.21 0.25 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.57 0.73 LEVEL OF SERVICE (LOS) A C Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 75 Harbor Boulevard / Manchester Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 110 0.06 1700 130 0.08 NBT 3 5100 905 0.19 * 5100 1,389 0.28 * NBR 0 40 40 SBL 1 1700 184 0.11 * 1700 91 0.05 * SBT 4 6800 1,091 0.16 6800 1,093 0.16 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1 1700 30 0.02 * 1700 50 0.03 * WBT 0 0 0.00 0 0.00 WBR 1 1700 65 0.04 1700 285 0.17 * N/S Movements 0.29 0.33 E/W Movements 0.02 0.03 Rt. Turn Component 0.00 0.11 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.36 0.53 LEVEL OF SERVICE (LOS) A A Interim Year 2015 With Project Scenario Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- General Plan Building Year 2030 With Project ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 5 Disneyland Drive / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1256 150 0.12 1004 210 0.21 NBT 1 2780 332 0.12 2974 622 0.21 NBR 1.5 2764 330 0.12 2821 590 0.21 SBL 1.5 2865 672 0.23 2192 343 0.16 SBT 2.5 3935 793 0.23 4608 551 0.16 SBR 0 130 170 EBL 2 3400 320 0.09 3400 230 0.07 * EBT 3 5100 1,337 0.26 * 5100 1,040 0.20 EBR 1 1700 140 0.08 1700 130 0.08 WBL 2 3400 550 0.16 * 3400 470 0.14 WBT 3 5100 827 0.18 5100 1,511 0.39 * WBR 0 70 490 N/S Movements 0.35 0.37 E/W Movements 0.42 0.46 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.10 0.10 TOTAL CAPACITY UTILIZATION 0.88 0.93 LEVEL OF SERVICE (LOS) D E Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 6 Disneyland Drive / West Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 230 0.07 3400 360 0.11 NBT 2 3400 410 0.12 * 3400 500 0.15 * NBR 1 1700 230 0.14 1700 150 0.09 SBL 2 3400 523 0.15 * 3400 771 0.23 * SBT 2 3400 270 0.08 3400 430 0.13 SBR 1 1700 330 0.19 * 1700 370 0.22 * EBL 2 3400 290 0.09 3400 160 0.05 * EBT 4 6800 3,006 0.47 * 6800 1,083 0.18 EBR 210 160 WBL 2 3400 180 0.05 * 3400 130 0.04 WBT 3 5100 921 0.18 5100 2,413 0.47 * WBR 1 1700 502 0.30 1700 562 0.33 N/S Movements 0.27 0.37 E/W Movements 0.53 0.52 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.85 0.94 LEVEL OF SERVICE (LOS) D E Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 7 Harbor Boulevard / Vermont Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 80 0.05 * 1700 130 0.08 NBT 3 5100 737 0.17 5100 2,439 0.51 * NBR 0 138 147 SBL 1 1700 100 0.06 1700 60 0.04 * SBT 3 5100 2,076 0.41 * 5100 899 0.18 SBR 0 30 30 EBL 1 1700 20 0.01 1700 20 0.01 EBT 1 1700 120 0.16 * 1700 50 0.09 * EBR 0 150 100 WBL 1 1700 140 0.08 * 1700 180 0.11 * WBT 1 1700 70 0.06 1700 100 0.09 WBR 0 40 60 N/S Movements 0.46 0.54 E/W Movements 0.24 0.19 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.75 0.79 LEVEL OF SERVICE (LOS) C C Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 8 Harbor Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 670 0.20 * 3400 790 0.23 * NBT 3 5100 846 0.17 5100 2,047 0.40 NBR 1 1700 300 0.18 1700 340 0.20 SBL 2 3400 206 0.06 3400 239 0.07 SBT 3 5100 2,219 0.44 * 5100 1,234 0.24 * SBR 1 1700 450 0.26 1700 330 0.19 EBL 2 3400 435 0.13 3400 659 0.19 * EBT 3 5100 1,680 0.33 * 5100 1,300 0.25 EBR 1 1700 880 0.52 1700 580 0.34 WBL 2 3400 276 0.08 * 3400 313 0.09 WBT 4 6800 1,169 0.20 6800 1,558 0.25 * WBR 0 180 140 N/S Movements 0.63 0.47 E/W Movements 0.41 0.44 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 1.09 0.97 LEVEL OF SERVICE (LOS) F E Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 9 Harbor Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 0 0 * 0 NBT 3 5100 940 0.18 5100 2,109 0.41 * NBR (free) 50 85000 203 0.00 85000 695 0.01 SBL 1 1700 90 0.05 1700 60 0.04 * SBT 4 6800 3,271 0.48 * 6800 1,959 0.29 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1.5 1700 70 0.04 * 1700 100 0.06 * WBT 0 0 0 0.00 0 0 0.00 WBR 1.5 3400 755 0.22 * 3400 918 0.27 * N/S Movements 0.48 0.45 E/W Movements 0.04 0.06 Rt. Turn Component 0.17 0.23 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.74 0.79 LEVEL OF SERVICE (LOS) C C Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 10 Harbor Boulevard / I-5 SB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 70 0.04 * 1700 100 0.06 NBT 4 6800 828 0.12 6800 2,576 0.38 * NBR 0 0 0 SBL 0 0 0 * SBT 3 5100 2,114 0.41 * 5100 1,270 0.25 SBR (free) 50 85000 1,187 0.01 85000 928 0.01 EBL 2 3400 355 0.10 * 3400 298 0.09 * EBT 0 0 0.00 0 0.00 EBR (free) 50 85000 379 0.00 85000 424 0.00 WBL 0 0 0 WBT 0 0 0.00 * 0 0.00 * WBR 0 0 0 N/S Movements 0.46 0.38 E/W Movements 0.10 0.09 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.61 0.52 LEVEL OF SERVICE (LOS) B A Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 11 Harbor Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 180 0.05 3400 50 0.01 NBT 3 5100 778 0.23 * 5100 1,776 0.36 * NBR 0 390 80 SBL 2 3400 380 0.11 * 3400 200 0.06 * SBT 3 5100 1,276 0.27 5100 1,345 0.27 SBR 0 120 40 EBL 2 3400 10 0.00 * 3400 40 0.01 EBT 1.5 1700 10 0.01 2833 50 0.02 * EBR 0.5 1700 10 0.01 567 10 0.02 WBL 2 3400 170 0.05 3400 630 0.19 * WBT 2 3400 150 0.08 * 3400 80 0.14 WBR 0 130 400 N/S Movements 0.34 0.42 E/W Movements 0.09 0.20 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.48 0.68 LEVEL OF SERVICE (LOS) A B Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 12 Harbor Boulevard / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 323 0.10 * 3400 646 0.19 * NBT 3 5100 668 0.13 5100 1,116 0.22 NBR 1 1700 165 0.10 1700 251 0.15 SBL 2 3400 160 0.05 3400 200 0.06 SBT 3 5100 927 0.18 * 5100 752 0.15 * SBR 1 1700 212 0.12 1700 590 0.35 * EBL 2 3400 477 0.14 3400 515 0.15 * EBT 4 6800 2,605 0.40 * 6800 1,734 0.28 EBR 0 130 184 WBL 2 3400 340 0.10 * 3400 428 0.13 WBT 4 6800 1,207 0.19 6800 2,338 0.37 * WBR 0 80 170 N/S Movements 0.28 0.34 E/W Movements 0.50 0.52 Rt. Turn Component 0.00 0.05 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.83 0.96 LEVEL OF SERVICE (LOS) D E Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 13 Harbor Boulevard / Convention Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 179 0.05 3400 121 0.04 NBT 3 5100 994 0.19 * 5100 1,276 0.25 * NBR 1 1700 605 0.36 * 1700 354 0.21 SBL 2 3400 293 0.09 * 3400 210 0.06 * SBT 3 5100 1,028 0.20 5100 1,247 0.24 SBR 1 1700 196 0.12 1700 115 0.07 EBL 1 1700 141 0.08 1700 190 0.11 EBT 2 3400 483 0.14 * 3400 633 0.19 * EBR 1 1700 115 0.07 1700 104 0.06 WBL 2 3400 221 0.07 * 3400 484 0.14 * WBT 2 3400 368 0.11 3400 313 0.09 WBR 1 1700 281 0.17 1700 527 0.31 * N/S Movements 0.28 0.31 E/W Movements 0.21 0.33 Rt. Turn Component 0.10 0.16 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.63 0.85 LEVEL OF SERVICE (LOS) B D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 14 Harbor Boulevard / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 80 0.05 1700 250 0.15 * NBT 3 5100 1,200 0.26 * 5100 1,589 0.35 NBR 0 140 190 SBL 1 1700 60 0.04 * 1700 101 0.06 SBT 3 5100 1,029 0.22 5100 1,410 0.33 * SBR 0 80 290 EBL 1 1700 300 0.18 1700 130 0.08 * EBT 2 3400 1,090 0.39 * 3400 450 0.16 EBR 0 220 110 WBL 1 1700 200 0.12 * 1700 330 0.19 WBT 2 3400 300 0.09 3400 1,000 0.29 * WBR 1 1700 122 0.07 1700 101 0.06 N/S Movements 0.30 0.48 E/W Movements 0.50 0.37 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.85 0.90 LEVEL OF SERVICE (LOS) D D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 15 Clementine Street / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 70 0.02 3400 80 0.02 NBT 2 3400 60 0.03 * 3400 130 0.05 * NBR 0 30 50 SBL 2 3400 557 0.16 * 3400 630 0.19 * SBT 2 3400 80 0.04 3400 110 0.12 SBR 0 70 310 EBL 1 1700 220 0.13 * 1700 90 0.05 * EBT 3 5100 370 0.07 5100 150 0.03 EBR 1 1700 60 0.04 1700 70 0.04 WBL 1 1700 140 0.08 1700 130 0.08 WBT 3 5100 490 0.20 * 5100 580 0.23 * WBR 0 520 610 N/S Movements 0.19 0.24 E/W Movements 0.33 0.29 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.57 0.57 LEVEL OF SERVICE (LOS) A A Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 16 Clementine Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 50 0.03 * 1700 120 0.07 NBT 1 1700 70 0.04 1700 120 0.07 * NBR 1 1700 120 0.07 1700 430 0.25 * SBL 1 1700 110 0.06 1700 300 0.18 * SBT 1 1700 160 0.09 * 1700 140 0.08 SBR 1 1700 70 0.04 1700 110 0.06 EBL 2 3400 90 0.03 3400 90 0.03 * EBT 4 6800 2,634 0.41 * 6800 1,961 0.30 EBR 0 120 70 WBL 2 3400 270 0.08 * 3400 160 0.05 WBT 4 6800 1,521 0.23 6800 2,929 0.44 * WBR 0 60 80 N/S Movements 0.12 0.25 E/W Movements 0.48 0.47 Rt. Turn Component 0.00 0.14 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.66 0.90 LEVEL OF SERVICE (LOS) B D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 17 I-5 SB Off Ramp / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 20 0.01 1700 20 0.01 * NBT 0 0 0.00 * 0 0.00 NBR 1 1700 40 0.02 1700 130 0.08 * SBL 1.33 3330 570 0.17 * 3260 450 0.14 SBT 0.34 70 10 0.14 140 20 0.14 * SBR 1.33 1700 150 0.09 1700 120 0.07 EBL 0 0 0 * EBT 3 5100 927 0.18 * 5100 680 0.14 EBR 0 10 10 WBL 1 1700 150 0.09 * 1700 90 0.05 WBT 3 5100 830 0.16 5100 1,250 0.25 * WBR 0 0 0 Split Phase N/S Movements 0.19 0.22 E/W Movements 0.27 0.25 Rt. Turn Component 0.00 0.01 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.52 0.53 LEVEL OF SERVICE (LOS) A A Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 18 Anaheim Boulevard / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 212 0.06 * 3400 320 0.09 NBT 3 5100 510 0.10 5100 1,798 0.35 * NBR 1 1700 210 0.12 1700 161 0.09 SBL 2 3400 520 0.15 3400 427 0.13 * SBT 3 5100 1,709 0.34 * 5100 885 0.17 SBR 1 1700 333 0.20 1700 145 0.09 EBL 2 3400 170 0.05 3400 238 0.07 * EBT 3 5100 1,636 0.32 * 5100 936 0.18 EBR 1 1700 328 0.19 1700 308 0.18 WBL 2 3400 180 0.05 * 3400 181 0.05 WBT 3 5100 1,018 0.20 5100 1,558 0.31 * WBR 1 1700 180 0.11 1700 502 0.30 N/S Movements 0.40 0.48 E/W Movements 0.37 0.38 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.82 0.90 LEVEL OF SERVICE (LOS) D D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 19 Anaheim Boulevard / Cerritos Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 130 0.04 * 3400 130 0.04 NBT 3 5100 899 0.18 5100 1,894 0.37 * NBR 1 1700 590 0.35 * 1700 500 0.29 SBL 2 3400 669 0.20 3400 332 0.10 * SBT 3 5100 1,698 0.35 * 5100 1,285 0.27 SBR 0 100 70 EBL 1 1700 40 0.02 1700 80 0.05 EBT 1 1700 40 0.07 * 1700 70 0.14 * EBR 0 80 170 WBL 2 3400 440 0.13 * 3400 680 0.20 * WBT 0.5 850 50 0.06 850 100 0.12 WBR 1.5 2550 201 0.08 2550 532 0.21 N/S Movements 0.39 0.47 E/W Movements 0.20 0.34 Rt. Turn Component 0.04 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.68 0.86 LEVEL OF SERVICE (LOS) B D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 20 Anaheim Boulevard / I-5 NB Ramps Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 260 0.08 * 3400 250 0.07 * NBT 3 5100 1,223 0.24 5100 1,775 0.35 NBR 0 0 0 SBL 0 0 0 SBT 4 6800 2,068 0.30 * 6800 2,085 0.31 * SBR 1 1700 160 0.09 1700 380 0.22 EBL 0 0 0 EBT 0 0 0.00 0 0.00 EBR 0 0 0 WBL 0.5 1020 30 0.03 190 80 0.42 WBT 1 680 20 0.03 1566 660 0.42 WBR 1.5 3400 426 0.13 * 3344 1,409 0.42 N/S Movements 0.38 0.38 E/W Movements 0.03 0.42 Rt. Turn Component 0.10 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.56 0.85 LEVEL OF SERVICE (LOS) A D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 21 Anaheim Boulevard / Disney Way Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 70 0.04 1700 260 0.15 * NBT 3 5100 1,043 0.21 * 5100 1,545 0.30 NBR 0 10 10 SBL 2 3400 550 0.16 * 3400 560 0.16 SBT 3 5100 1,298 0.30 5100 1,405 0.32 * SBR 0 210 230 EBL 2 3400 520 0.15 * 3400 550 0.16 * EBT 4 6800 1,037 0.16 6800 690 0.13 EBR 0 30 180 WBL 0 0 0 WBT 3 5100 670 0.13 * 5100 840 0.16 * WBR 0 10 0 N/S Movements 0.37 0.47 E/W Movements 0.29 0.33 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.71 0.85 LEVEL OF SERVICE (LOS) C D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 22 Anaheim Boulevard / Haster Street / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 250 0.07 3400 340 0.10 NBT 3 5100 743 0.15 * 5100 1,165 0.23 * NBR 1 1700 260 0.15 1700 360 0.21 SBL 2 3400 520 0.15 * 3400 430 0.13 * SBT 3 5100 528 0.10 5100 545 0.11 SBR 1 1700 330 0.19 * 1700 300 0.18 EBL 2 3400 270 0.08 3400 490 0.14 * EBT 4 6800 2,564 0.39 * 6800 2,061 0.33 EBR 0 60 150 WBL 2 3400 560 0.16 * 3400 580 0.17 WBT 4 6800 1,261 0.20 6800 2,409 0.37 * WBR 0 100 120 N/S Movements 0.30 0.35 E/W Movements 0.55 0.52 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.90 0.92 LEVEL OF SERVICE (LOS) D E Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 24 Haster Way / Orangewood Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 92 0.05 1700 261 0.15 NBT 3 5100 1,443 0.30 * 5100 1,835 0.38 * NBR 0 90 100 SBL 1 1700 180 0.11 * 1700 220 0.13 * SBT 3 5100 1,268 0.25 5100 1,655 0.32 SBR 1 1700 220 0.13 1700 120 0.07 EBL 2 3400 140 0.04 3400 130 0.04 * EBT 2 3400 900 0.30 * 3400 410 0.16 EBR 0 110 121 WBL 2 3400 110 0.03 * 3400 190 0.06 WBT 2 3400 250 0.07 3400 790 0.23 * WBR 1 1700 200 0.12 1700 370 0.22 N/S Movements 0.41 0.51 E/W Movements 0.33 0.27 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.79 0.83 LEVEL OF SERVICE (LOS) C D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 25 Manchester Avenue / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 1700 130 0.08 * 2488 200 0.08 NBT 0 0 0 0.00 0 0 0.00 * NBR 1.5 3400 810 0.24 * 2612 210 0.08 SBL 2 3400 430 0.13 3400 520 0.15 * SBT 2 3400 590 0.17 * 3400 150 0.04 SBR 1 1700 20 0.01 1700 0 0.00 EBL 0 0 0 EBT 4 6800 1,471 0.22 * 6800 1,916 0.28 * EBR 2 3400 1,303 0.38 * 3400 1,125 0.33 WBL 2 3400 520 0.15 * 3400 770 0.23 * WBT 4 6800 1,941 0.29 6800 2,459 0.36 WBR 0 0 0 N/S Movements 0.25 0.15 E/W Movements 0.37 0.51 Rt. Turn Component 0.10 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.77 0.71 LEVEL OF SERVICE (LOS) C C Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 26 Anaheim Way / Katella Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1.5 3400 729 0.21 * 2542 874 0.34 NBT 3 3400 426 0.13 4912 1,689 0.34 NBR 0.5 1700 630 0.37 * 1047 360 0.34 SBL 0 0 0 SBT 0 0 0.00 * 0 0.00 SBR 0 0 0 EBL 2 3400 40 0.01 3400 50 0.01 * EBT 4 6800 2,681 0.39 * 6800 2,586 0.38 EBR 0 0 0 WBL 0 0 * 0 WBT 4.5 8343 1,932 0.23 7640 2,835 0.37 * WBR 1.5 1857 430 0.23 2560 950 0.37 N/S Movements 0.21 0.34 E/W Movements 0.39 0.39 Rt. Turn Component 0.16 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.81 0.78 LEVEL OF SERVICE (LOS) D C Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 71 Ox Road / Global Way (Cast) / Ball Road Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 90 0.03 3400 230 0.07 NBT 2 3400 0 0.03 * 3400 10 0.14 * NBR 0 86 456 SBL 2 3400 40 0.01 * 3400 40 0.01 * SBT 0 10 0.00 0 0.00 SBR 1 1700 20 0.01 1700 60 0.04 * EBL 1 1700 60 0.04 1700 20 0.01 * EBT 3 5100 2,799 0.55 * 5100 2,043 0.40 EBR 1 1700 270 0.16 1700 160 0.09 WBL 2 3400 376 0.11 * 3400 136 0.04 WBT 3 5100 1,687 0.34 5100 2,351 0.47 * WBR 0 40 50 N/S Movements 0.04 0.15 E/W Movements 0.66 0.48 Rt. Turn Component 0.00 0.01 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.75 0.69 LEVEL OF SERVICE (LOS) C B Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 73 Harbor Boulevard / Lincoln Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 2 3400 140 0.04 * 3400 200 0.06 NBT 3 5100 649 0.15 5100 1,354 0.33 * NBR 0 99 353 SBL 2 3400 180 0.05 3400 150 0.04 * SBT 3 5100 1,303 0.28 * 5100 834 0.20 SBR 0 130 180 EBL 1 1700 130 0.08 1700 240 0.14 * EBT 3 5100 980 0.21 * 5100 820 0.19 EBR 0 80 160 WBL 1 1700 202 0.12 * 1700 263 0.15 WBT 3 5100 880 0.19 5100 1,150 0.25 * WBR 0 70 150 N/S Movements 0.32 0.38 E/W Movements 0.33 0.40 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.70 0.82 LEVEL OF SERVICE (LOS) B D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 74 Harbor Boulevard / Broadway Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 60 0.04 * 1700 110 0.06 NBT 2 3400 608 0.18 3400 1,407 0.41 * NBR 1 1700 110 0.06 1700 210 0.12 SBL 1 1700 120 0.07 1700 150 0.09 * SBT 2 3400 1,185 0.35 * 3400 827 0.24 SBR 1 1700 160 0.09 1700 200 0.12 EBL 1 1700 140 0.08 1700 150 0.09 * EBT 2 3400 570 0.19 * 3400 430 0.15 EBR 70 70 WBL 2 3400 180 0.05 * 3400 160 0.05 WBT 2 3400 380 0.11 3400 590 0.17 * WBR 1 1700 60 0.04 1700 160 0.09 N/S Movements 0.38 0.50 E/W Movements 0.24 0.26 Rt. Turn Component 0.00 0.00 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.68 0.81 LEVEL OF SERVICE (LOS) B D Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- sney ICU INTERSECTION CAPACITY UTILIZATION CALCULATION WORKSHEET PROJECT: ANALYSIS CONDITION: INTERSECTION: 75 Harbor Boulevard / Manchester Avenue Date 8/19/2014 MOVEMENT LANES CAPACITY VOLUME V/C CAPACITY VOLUME V/C NBL 1 1700 110 0.06 1700 120 0.07 NBT 3 5100 808 0.17 * 5100 1,246 0.25 * NBR 0 40 40 SBL 1 1700 307 0.18 * 1700 120 0.07 * SBT 4 6800 946 0.14 6800 985 0.14 SBR 0 0 0 EBL 0 0 0 EBT 0 0 0.00 * 0 0.00 * EBR 0 0 0 WBL 1 1700 30 0.02 * 1700 50 0.03 * WBT 0 0 0.00 0 0.00 WBR 1 1700 60 0.04 1700 480 0.28 * N/S Movements 0.35 0.32 E/W Movements 0.02 0.03 Rt. Turn Component 0.00 0.21 Yellow Clearance 0.05 0.05 TOTAL CAPACITY UTILIZATION 0.41 0.61 LEVEL OF SERVICE (LOS) A B Future Year 2030 With Project Toy Story Guest Parking Expansion AM PEAK HOUR PM PEAK HOUR ---PAGE BREAK--- Caltrans Ramp Termini Analysis Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 64 724 938 203 45 1877 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3011 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3011 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 68 770 957 207 47 1955 RTOR Reduction (vph) 287 287 0 0 0 0 Lane Group Flow (vph) 166 98 957 207 47 1955 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 9.2 9.2 40.7 70.0 5.9 50.3 Effective Green, g 9.2 9.2 40.7 70.0 5.9 50.3 Actuated g/C Ratio 0.13 0.13 0.58 1.00 0.08 0.72 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 143 4430 v/s Ratio Prot 0.20 0.03 c0.32 v/s Ratio Perm 0.06 c0.07 0.14 v/c Ratio 0.42 0.54 0.34 0.14 0.33 0.44 Uniform Delay, d1 28.0 28.4 7.6 0.0 30.2 4.1 Progression Factor 1.00 1.00 0.73 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.8 0.3 0.2 0.5 0.3 Delay 28.2 30.2 5.9 0.2 30.7 4.4 Level of Service C C A A C A Approach Delay 29.1 4.9 5.0 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length 70.0 Sum of lost time 14.2 Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 347 331 59 [PHONE REDACTED] Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 365 348 60 [PHONE REDACTED] RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 365 348 60 [PHONE REDACTED] Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 11.4 70.0 3.4 48.1 40.5 70.0 Effective Green, g 11.4 70.0 3.4 48.1 40.5 70.0 Actuated g/C Ratio 0.16 1.00 0.05 0.69 0.58 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 537 1524 82 4236 2830 1524 v/s Ratio Prot 0.11 0.04 0.13 0.17 v/s Ratio Perm 0.23 c0.72 v/c Ratio 0.68 0.23 0.73 0.19 0.30 0.72 Uniform Delay, d1 27.6 0.0 32.9 3.9 7.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.55 1.00 Incremental Delay, d2 2.7 0.3 24.8 0.1 0.2 2.8 Delay 30.3 0.3 57.7 4.0 4.4 2.8 Level of Service C A E A A A Approach Delay 15.7 7.7 3.5 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 103 12 17 257 0 18 0 20 300 5 67 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 0.98 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4819 1703 4893 1703 1524 1618 1549 1447 Flt Permitted 1.00 0.67 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4819 1195 4893 1703 1524 1618 1549 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 116 13 21 321 0 25 0 28 345 6 77 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 26 0 2 57 Lane Group Flow (vph) 0 124 0 21 321 0 25 0 2 179 178 12 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 53.1 53.1 53.1 6.1 6.1 15.8 15.8 15.8 Effective Green, g 53.1 53.1 53.1 6.1 6.1 15.8 15.8 15.8 Actuated g/C Ratio 0.59 0.59 0.59 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2843 705 2886 115 103 284 271 254 v/s Ratio Prot 0.03 c0.07 c0.01 0.11 c0.12 v/s Ratio Perm 0.02 0.00 0.01 v/c Ratio 0.04 0.03 0.11 0.22 0.02 0.63 0.66 0.05 Uniform Delay, d1 7.8 7.7 8.1 39.7 39.2 34.4 34.6 30.8 Progression Factor 1.00 1.17 1.25 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.0 4.3 0.3 4.5 5.7 0.1 Delay 7.8 9.0 10.1 44.0 39.5 38.9 40.3 30.9 Level of Service A A B D D D D C Approach Delay 7.8 10.0 41.6 38.2 Approach LOS A B D D Intersection Summary HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.23 Actuated Cycle Length 90.0 Sum of lost time 15.0 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 24 17 423 171 805 0 0 1120 95 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.87 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 2839 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 2839 1386 3303 4893 4893 1524 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 29 20 504 180 847 0 0 1204 102 RTOR Reduction (vph) 0 0 0 0 165 165 0 0 0 0 0 39 Lane Group Flow (vph) 0 0 0 0 136 87 180 847 0 0 1204 63 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 11.2 11.2 9.3 68.8 55.3 55.3 Effective Green, g 11.2 11.2 9.3 68.8 55.3 55.3 Actuated g/C Ratio 0.12 0.12 0.10 0.76 0.61 0.61 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 353 [PHONE REDACTED] 3006 936 v/s Ratio Prot c0.05 0.17 c0.25 v/s Ratio Perm 0.05 c0.06 0.04 v/c Ratio 0.38 0.50 0.53 0.23 0.40 0.07 Uniform Delay, d1 36.2 36.8 38.3 3.0 8.9 7.0 Progression Factor 0.33 0.44 0.84 1.06 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.6 0.1 0.4 0.1 Delay 12.3 17.3 32.6 3.3 9.3 7.1 Level of Service B B C A A A Approach Delay 0.0 14.6 8.5 9.1 Approach LOS A B A A Intersection Summary HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length 90.0 Sum of lost time 14.2 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 269 62 102 0 165 8 20 750 7 441 579 51 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.91 0.99 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5590 4861 1703 4887 3303 4834 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5590 4861 1703 4887 3303 4834 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 274 63 104 0 192 9 21 798 7 474 623 55 RTOR Reduction (vph) 0 76 0 0 7 0 0 1 0 0 9 0 Lane Group Flow (vph) 274 91 0 0 194 0 21 804 0 474 669 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 11.6 24.3 8.0 7.3 32.5 17.5 42.7 Effective Green, g 11.6 24.3 8.0 7.3 32.5 17.5 42.7 Actuated g/C Ratio 0.13 0.27 0.09 0.08 0.36 0.19 0.47 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 425 1509 [PHONE REDACTED] 642 2293 v/s Ratio Prot c0.08 0.02 c0.04 0.01 c0.16 c0.14 0.14 v/s Ratio Perm v/c Ratio 0.64 0.06 0.45 0.15 0.46 0.74 0.29 Uniform Delay, d1 37.2 24.4 38.9 38.5 22.0 34.1 14.4 Progression Factor 1.14 2.75 1.00 1.00 1.00 1.59 0.66 Incremental Delay, d2 2.4 0.0 0.3 0.4 0.9 3.7 0.3 Delay 44.8 67.1 39.2 38.8 22.8 58.0 9.8 Level of Service D E D D C E A Approach Delay 53.2 39.2 23.2 29.6 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 90.0 Sum of lost time 20.4 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 882 [PHONE REDACTED] 0 55 0 483 22 91 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 919 [PHONE REDACTED] 0 74 0 653 26 108 19 RTOR Reduction (vph) 0 0 391 0 0 0 0 284 283 0 0 13 Lane Group Flow (vph) 0 919 [PHONE REDACTED] 0 67 50 43 26 108 6 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 34.1 34.1 9.4 47.7 14.5 14.5 14.5 33.0 33.0 33.0 Effective Green, g 34.1 34.1 9.4 47.7 14.5 14.5 14.5 33.0 33.0 33.0 Actuated g/C Ratio 0.31 0.31 0.09 0.43 0.13 0.13 0.13 0.30 0.30 0.30 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1576 [PHONE REDACTED] 221 [PHONE REDACTED] 1061 474 v/s Ratio Prot 0.18 0.04 c0.27 c0.04 0.03 0.01 c0.03 v/s Ratio Perm 0.11 0.03 0.00 v/c Ratio 0.58 0.36 0.43 0.61 0.30 0.26 0.22 0.03 0.10 0.01 Uniform Delay, d1 32.0 29.5 47.8 24.0 43.2 42.9 42.7 27.2 27.8 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 2.0 1.0 1.3 3.5 3.4 2.5 0.0 0.2 0.0 Delay 33.5 31.5 48.8 25.3 46.7 46.3 45.2 27.2 28.0 27.1 Level of Service C C D C D D D C C C Approach Delay 32.8 27.3 45.8 27.7 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 32.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 110.0 Sum of lost time 19.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1350 0 0 998 48 460 406 308 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5803 1234 1379 5456 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5803 1234 1379 5456 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1421 0 0 1040 50 505 446 338 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 29 0 6 0 0 0 0 Lane Group Flow (vph) 41 1421 0 0 1044 16 263 1020 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2065 2005 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.29 0.18 v/s Ratio Perm 0.01 c0.19 0.19 v/c Ratio 0.35 0.69 0.52 0.04 0.43 0.42 Uniform Delay, d1 42.4 21.2 23.5 19.5 17.2 17.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.9 1.0 0.2 2.2 0.5 Delay 43.0 23.1 24.5 19.7 19.4 17.6 Level of Service D C C B B B Approach Delay 23.6 24.3 18.0 0.0 Approach LOS C C B A Intersection Summary HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 90.0 Sum of lost time 15.7 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 901 14 125 0 0 447 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 948 15 132 0 0 471 RTOR Reduction (vph) 0 10 0 0 0 0 Lane Group Flow (vph) 948 5 132 0 0 471 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 12.4 12.4 12.2 12.2 Effective Green, g 12.4 12.4 12.2 12.2 Actuated g/C Ratio 0.36 0.36 0.35 0.35 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1711 543 1194 1194 v/s Ratio Prot c0.20 0.04 c0.14 v/s Ratio Perm 0.00 v/c Ratio 0.55 0.01 0.11 0.39 Uniform Delay, d1 9.0 7.2 7.6 8.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.2 1.0 Delay 9.3 7.2 7.8 9.5 Level of Service A A A A Approach Delay 9.3 7.8 9.5 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 34.8 Sum of lost time 10.2 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 90 869 1105 542 53 1493 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3020 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3020 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.94 0.94 0.98 0.98 0.96 0.96 Adj. Flow (vph) 96 924 1128 553 55 1555 RTOR Reduction (vph) 273 273 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 553 55 1555 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 12.1 12.1 40.0 70.0 3.7 47.4 Effective Green, g 12.1 12.1 40.0 70.0 3.7 47.4 Actuated g/C Ratio 0.17 0.17 0.57 1.00 0.05 0.68 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 90 4175 v/s Ratio Prot 0.23 0.03 0.25 v/s Ratio Perm 0.09 c0.14 c0.36 v/c Ratio 0.86dr 0.79 0.40 0.36 0.61 0.37 Uniform Delay, d1 26.4 27.7 8.4 0.0 32.4 4.9 Progression Factor 1.00 1.00 0.74 1.00 1.00 1.00 Incremental Delay, d2 0.6 15.2 0.4 0.6 8.3 0.3 Delay 27.1 42.9 6.6 0.6 40.8 5.1 Level of Service C D A A D A Approach Delay 34.3 4.6 6.4 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 70.0 Sum of lost time 14.2 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 350 395 81 1313 866 740 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.98 0.98 0.97 0.97 Adj. Flow (vph) 368 416 83 1340 893 763 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 368 416 83 1340 893 763 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 11.4 70.0 3.4 48.1 40.5 70.0 Effective Green, g 11.4 70.0 3.4 48.1 40.5 70.0 Actuated g/C Ratio 0.16 1.00 0.05 0.69 0.58 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 537 1524 82 4236 2830 1524 v/s Ratio Prot 0.11 0.05 0.22 0.18 v/s Ratio Perm 0.27 c0.50 v/c Ratio 0.69 0.27 1.01 0.32 0.32 0.50 Uniform Delay, d1 27.6 0.0 33.3 4.4 7.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.53 1.00 Incremental Delay, d2 2.9 0.4 102.8 0.2 0.3 1.1 Delay 30.5 0.4 136.1 4.6 4.3 1.1 Level of Service C A F A A A Approach Delay 14.6 12.2 2.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 70.0 Sum of lost time 14.7 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 276 9 31 366 0 15 0 37 322 1 39 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 4.0 4.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (prot) 4870 1703 4893 1703 1524 1618 1550 1447 Flt Permitted 1.00 0.55 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (perm) 4870 987 4893 1703 1524 1618 1550 1447 Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.72 0.72 0.72 0.87 0.87 0.87 Adj. Flow (vph) 0 310 10 39 458 0 21 0 51 370 1 45 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 49 0 1 34 Lane Group Flow (vph) 0 318 0 39 458 0 21 0 2 189 186 6 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 8 4 4 Permitted Phases 6 8 4 Actuated Green, G 86.6 86.6 86.6 6.0 6.0 20.2 20.2 20.2 Effective Green, g 86.6 86.6 86.6 6.0 6.0 20.2 20.2 20.2 Actuated g/C Ratio 0.68 0.68 0.68 0.05 0.05 0.16 0.16 0.16 Clearance Time 5.0 5.0 5.0 4.0 4.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3326 674 3341 80 72 257 246 230 v/s Ratio Prot 0.07 c0.09 c0.01 0.12 c0.12 v/s Ratio Perm 0.04 0.00 0.00 v/c Ratio 0.10 0.06 0.14 0.26 0.03 0.74 0.76 0.03 Uniform Delay, d1 6.8 6.6 7.0 58.3 57.6 50.8 51.0 45.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 1.8 0.2 10.4 12.5 0.0 Delay 6.9 6.7 7.0 60.0 57.8 61.2 63.4 45.1 Level of Service A A A E E E E D Approach Delay 6.9 7.0 58.5 60.6 Approach LOS A A E E Intersection Summary HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.25 Actuated Cycle Length 126.8 Sum of lost time 14.0 Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 74 434 723 113 904 0 0 1352 313 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.94 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3053 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3053 1386 3303 4893 4893 1524 Peak-hour factor, PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.95 0.95 0.95 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 88 517 861 119 952 0 0 1454 337 RTOR Reduction (vph) 0 0 0 0 60 60 0 0 0 0 0 119 Lane Group Flow (vph) 0 0 0 0 950 396 119 952 0 0 1454 218 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 44.3 44.3 8.7 65.7 52.8 52.8 Effective Green, g 44.3 44.3 8.7 65.7 52.8 52.8 Actuated g/C Ratio 0.37 0.37 0.07 0.55 0.44 0.44 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1127 [PHONE REDACTED] 2152 670 v/s Ratio Prot c0.04 0.19 c0.30 v/s Ratio Perm 0.31 0.29 0.14 v/c Ratio 0.84 0.78 0.50 0.36 0.68 0.33 Uniform Delay, d1 34.7 33.4 53.5 15.3 26.8 22.0 Progression Factor 1.00 1.00 0.75 1.29 1.00 1.00 Incremental Delay, d2 5.7 6.7 0.5 0.3 1.7 1.3 Delay 40.4 40.2 40.8 20.0 28.5 23.3 Level of Service D D D B C C Approach Delay 0.0 40.3 22.3 27.5 Approach LOS A D C C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 244 113 175 0 273 3 29 770 8 563 815 31 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.91 1.00 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5603 4887 1703 4885 3303 4867 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5603 4887 1703 4885 3303 4867 Peak-hour factor, PHF 0.98 0.98 0.98 0.86 0.86 0.86 0.94 0.94 0.94 0.93 0.93 0.93 Adj. Flow (vph) 249 115 179 0 317 3 31 819 9 605 876 33 RTOR Reduction (vph) 0 110 0 0 1 0 0 1 0 0 3 0 Lane Group Flow (vph) 249 184 0 0 319 0 31 827 0 605 906 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 13.4 29.8 12.2 8.0 45.8 28.2 66.5 Effective Green, g 13.4 29.8 12.2 8.0 45.8 28.2 66.5 Actuated g/C Ratio 0.11 0.25 0.10 0.07 0.38 0.23 0.55 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 368 1391 [PHONE REDACTED] 776 2697 v/s Ratio Prot c0.08 0.03 c0.07 0.02 c0.17 c0.18 0.19 v/s Ratio Perm v/c Ratio 0.68 0.13 0.64 0.27 0.44 0.78 0.34 Uniform Delay, d1 51.2 35.1 51.8 53.2 27.6 43.0 14.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.40 0.96 Incremental Delay, d2 3.8 0.0 2.1 1.0 0.8 3.4 0.2 Delay 55.1 35.1 54.0 54.2 28.4 20.7 14.3 Level of Service E D D D C C B Approach Delay 44.3 54.0 29.3 16.9 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 997 [PHONE REDACTED] 0 38 0 158 25 54 2 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1449 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1449 1504 3433 3539 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.74 0.74 0.74 0.84 0.84 0.84 Adj. Flow (vph) 0 1039 [PHONE REDACTED] 0 51 0 214 30 64 2 RTOR Reduction (vph) 0 0 124 0 0 0 0 100 103 0 0 2 Lane Group Flow (vph) 0 1039 [PHONE REDACTED] 0 46 10 6 30 64 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 69.5 69.5 17.0 90.7 6.5 6.5 6.5 6.0 6.0 6.0 Effective Green, g 69.5 69.5 17.0 90.7 6.5 6.5 6.5 6.0 6.0 6.0 Actuated g/C Ratio 0.59 0.59 0.14 0.77 0.06 0.06 0.06 0.05 0.05 0.05 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2994 [PHONE REDACTED] 92 79 82 174 179 80 v/s Ratio Prot 0.20 c0.10 0.34 c0.03 0.01 0.01 c0.02 v/s Ratio Perm c0.28 0.00 0.00 v/c Ratio 0.35 0.48 0.69 0.45 0.50 0.12 0.07 0.17 0.36 0.00 Uniform Delay, d1 12.5 13.9 48.0 4.8 54.2 53.0 52.9 53.6 54.1 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.8 4.2 0.4 18.1 3.2 1.7 2.1 5.5 0.0 Delay 12.8 15.7 52.2 5.2 72.3 56.3 54.6 55.8 59.6 53.2 Level of Service B B D A E E D E E D Approach Delay 13.9 12.9 58.4 58.3 Approach LOS B B E E Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 118.0 Sum of lost time 19.0 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1193 0 0 1506 [PHONE REDACTED] 86 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5801 1234 1379 5713 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5801 1234 1379 5713 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 1.00 1.00 1.00 Adj. Flow (vph) 41 1256 0 0 1569 [PHONE REDACTED] 95 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 61 0 9 0 0 0 0 Lane Group Flow (vph) 41 1256 0 0 1579 37 399 1628 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.2 38.0 31.1 31.1 40.0 40.0 Effective Green, g 3.2 38.0 31.1 31.1 40.0 40.0 Actuated g/C Ratio 0.04 0.42 0.35 0.35 0.44 0.44 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 117 2065 2004 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.26 c0.27 v/s Ratio Perm 0.03 c0.29 0.28 v/c Ratio 0.35 0.61 0.79 0.09 0.65 0.64 Uniform Delay, d1 42.4 20.2 26.5 19.9 19.6 19.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.3 3.2 0.4 5.3 1.3 Delay 43.0 21.6 29.7 20.3 24.9 20.7 Level of Service D C C C C C Approach Delay 22.2 29.2 21.5 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 90.0 Sum of lost time 15.7 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 725 48 292 0 0 277 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 763 51 307 0 0 292 RTOR Reduction (vph) 0 31 0 0 0 0 Lane Group Flow (vph) 763 20 307 0 0 292 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 12.4 12.4 9.8 9.8 Effective Green, g 12.4 12.4 9.8 9.8 Actuated g/C Ratio 0.39 0.39 0.31 0.31 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1896 601 1063 1063 v/s Ratio Prot c0.16 c0.09 0.09 v/s Ratio Perm 0.01 v/c Ratio 0.40 0.03 0.29 0.27 Uniform Delay, d1 6.8 5.8 8.2 8.1 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.7 0.6 Delay 7.0 5.9 8.9 8.8 Level of Service A A A A Approach Delay 7.0 8.9 8.8 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 7.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.35 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 71 751 971 308 50 2303 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3015 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3015 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 75 791 1022 324 53 2424 RTOR Reduction (vph) 291 291 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 324 53 2424 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 14.3 14.3 70.5 120.0 21.0 95.2 Effective Green, g 14.3 14.3 70.5 120.0 21.0 95.2 Actuated g/C Ratio 0.12 0.12 0.59 1.00 0.18 0.79 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 298 4891 v/s Ratio Prot 0.21 0.03 c0.39 v/s Ratio Perm 0.06 c0.08 0.21 v/c Ratio 0.50 0.63 0.36 0.21 0.18 0.50 Uniform Delay, d1 49.5 50.3 12.9 0.0 42.1 4.2 Progression Factor 1.00 1.00 0.83 1.00 1.00 1.00 Incremental Delay, d2 0.4 5.7 0.3 0.3 0.1 0.4 Delay 49.9 56.0 11.1 0.3 42.3 4.6 Level of Service D E B A D A Approach Delay 52.7 8.5 5.4 Approach LOS D A A Intersection Summary HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 369 485 60 936 1223 1110 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 388 511 63 985 1287 1168 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 388 511 63 985 1287 1168 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 18.5 120.0 7.8 91.0 79.0 120.0 Effective Green, g 18.5 120.0 7.8 91.0 79.0 120.0 Actuated g/C Ratio 0.15 1.00 0.06 0.76 0.66 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 509 1524 110 4675 3221 1524 v/s Ratio Prot 0.12 0.04 0.16 0.26 v/s Ratio Perm 0.34 c0.77 v/c Ratio 0.76 0.34 0.57 0.21 0.40 0.77 Uniform Delay, d1 48.6 0.0 54.5 4.2 9.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.61 1.00 Incremental Delay, d2 6.0 0.6 4.4 0.1 0.3 3.3 Delay 54.7 0.6 58.9 4.3 6.2 3.3 Level of Service D A E A A A Approach Delay 23.9 7.6 4.8 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 383 10 60 466 0 20 0 30 360 10 109 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4874 1703 4893 1703 1524 1618 1548 1447 Flt Permitted 1.00 0.50 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4874 896 4893 1703 1524 1618 1548 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 403 11 63 491 0 21 0 32 379 11 115 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 30 0 2 86 Lane Group Flow (vph) 0 412 0 63 491 0 21 0 2 201 199 17 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 8 4 4 Permitted Phases 6 3 4 Actuated Green, G 84.3 84.3 84.3 5.0 8.0 23.7 23.7 23.7 Effective Green, g 84.3 84.3 84.3 5.0 8.0 23.7 23.7 23.7 Actuated g/C Ratio 0.60 0.60 0.60 0.04 0.06 0.17 0.17 0.17 Clearance Time 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2934 539 2946 60 87 273 262 244 v/s Ratio Prot 0.08 c0.10 c0.01 0.12 c0.13 v/s Ratio Perm 0.07 c0.00 0.01 v/c Ratio 0.14 0.12 0.17 0.35 0.02 0.74 0.76 0.07 Uniform Delay, d1 12.1 11.9 12.3 65.9 62.3 55.2 55.4 48.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 3.5 0.4 9.9 12.2 0.1 Delay 12.2 12.0 12.3 69.4 62.7 65.1 67.7 49.0 Level of Service B B B E E E E D Approach Delay 12.2 12.3 65.4 62.8 Approach LOS B B E E Intersection Summary HCM 2000 Control Delay 30.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.28 Actuated Cycle Length 140.0 Sum of lost time 19.0 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 435 216 960 0 0 1469 110 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 0.99 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2849 1386 3303 4893 4842 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2849 1386 3303 4893 4842 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 [PHONE REDACTED] 0 0 1546 116 RTOR Reduction (vph) 0 0 0 0 142 142 0 0 0 0 5 0 Lane Group Flow (vph) 0 0 0 0 140 87 227 1011 0 0 1657 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 13.7 13.7 13.5 96.3 78.6 Effective Green, g 13.7 13.7 13.5 96.3 78.6 Actuated g/C Ratio 0.11 0.11 0.11 0.80 0.65 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 325 [PHONE REDACTED] 3171 v/s Ratio Prot c0.07 0.21 c0.34 v/s Ratio Perm 0.05 c0.06 v/c Ratio 0.43 0.55 0.61 0.26 0.52 Uniform Delay, d1 49.5 50.3 50.8 3.0 10.9 Progression Factor 1.25 1.21 0.86 2.82 1.00 Incremental Delay, d2 0.8 3.7 2.6 0.1 0.6 Delay 62.8 64.7 46.1 8.4 11.5 Level of Service E E D A B Approach Delay 0.0 63.6 15.4 11.5 Approach LOS A E B B Intersection Summary HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 364 328 100 0 326 10 40 851 10 480 829 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5950 4871 1703 4884 3303 4801 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5950 4871 1703 4884 3303 4801 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 383 345 105 0 343 11 42 896 11 505 873 126 RTOR Reduction (vph) 0 48 0 0 3 0 0 1 0 0 14 0 Lane Group Flow (vph) 383 402 0 0 351 0 42 906 0 505 985 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.8 34.9 12.4 6.2 46.6 22.8 63.2 Effective Green, g 17.8 34.9 12.4 6.2 46.6 22.8 63.2 Actuated g/C Ratio 0.15 0.29 0.10 0.05 0.39 0.19 0.53 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 489 1730 503 87 1896 627 2528 v/s Ratio Prot c0.12 0.07 c0.07 0.02 c0.19 c0.15 0.21 v/s Ratio Perm v/c Ratio 0.78 0.23 0.70 0.48 0.48 0.81 0.39 Uniform Delay, d1 49.2 32.4 52.0 55.3 27.6 46.5 16.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.81 0.50 Incremental Delay, d2 7.4 0.1 3.4 3.0 0.9 6.2 0.4 Delay 56.7 32.4 55.4 58.4 28.4 43.7 8.8 Level of Service E C E E C D A Approach Delay 43.6 55.4 29.8 20.5 Approach LOS D E C C Intersection Summary HCM 2000 Control Delay 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1142 [PHONE REDACTED] 0 80 0 608 160 220 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1202 [PHONE REDACTED] 0 84 0 640 168 232 21 RTOR Reduction (vph) 0 0 291 0 0 0 0 157 157 0 0 19 Lane Group Flow (vph) 0 1202 [PHONE REDACTED] 0 76 165 169 168 232 2 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 60.1 60.1 16.4 80.7 18.4 18.4 18.4 13.5 13.5 13.5 Effective Green, g 60.1 60.1 16.4 80.7 18.4 18.4 18.4 13.5 13.5 13.5 Actuated g/C Ratio 0.47 0.47 0.13 0.63 0.14 0.14 0.14 0.11 0.11 0.11 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2398 [PHONE REDACTED] 242 208 217 363 375 167 v/s Ratio Prot 0.24 c0.10 0.36 0.05 c0.11 0.05 c0.07 v/s Ratio Perm c0.40 0.11 0.00 v/c Ratio 0.50 0.85 0.75 0.56 0.31 0.79 0.78 0.46 0.62 0.01 Uniform Delay, d1 23.3 29.6 53.5 13.3 48.8 52.6 52.5 53.5 54.5 51.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 11.6 6.7 0.7 0.7 18.3 15.9 0.9 3.0 0.0 Delay 24.0 41.2 60.2 14.0 49.6 70.9 68.4 54.5 57.5 51.0 Level of Service C D E B D E E D E D Approach Delay 31.5 21.1 67.6 56.0 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 127.4 Sum of lost time 19.0 Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1874 0 0 1635 170 577 415 438 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5799 1234 1379 5404 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5799 1234 1379 5404 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1973 0 0 1721 179 607 437 461 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 86 0 4 0 0 0 0 Lane Group Flow (vph) 42 1973 0 0 1738 75 310 1191 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 4.2 64.0 56.1 56.1 44.0 44.0 Effective Green, g 4.2 64.0 56.1 56.1 44.0 44.0 Actuated g/C Ratio 0.04 0.53 0.47 0.47 0.37 0.37 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 115 2609 2711 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.40 0.30 v/s Ratio Perm 0.06 c0.22 0.22 v/c Ratio 0.37 0.76 0.64 0.13 0.61 0.86dr Uniform Delay, d1 56.6 21.9 24.3 18.1 31.1 30.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 2.1 1.2 0.5 5.5 1.4 Delay 57.3 24.0 25.5 18.6 36.5 32.2 Level of Service E C C B D C Approach Delay 24.7 24.9 33.1 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 No Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 991 10 130 0 0 650 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 1043 11 137 0 0 684 RTOR Reduction (vph) 0 8 0 0 0 0 Lane Group Flow (vph) 1043 3 137 0 0 684 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 11.0 11.0 15.0 15.0 Effective Green, g 11.0 11.0 15.0 15.0 Actuated g/C Ratio 0.30 0.30 0.41 0.41 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1459 463 1411 1411 v/s Ratio Prot c0.22 0.04 c0.20 v/s Ratio Perm 0.00 v/c Ratio 0.71 0.01 0.10 0.48 Uniform Delay, d1 11.2 8.8 6.5 7.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.1 1.2 Delay 12.8 8.8 6.6 9.0 Level of Service B A A A Approach Delay 12.7 6.6 9.0 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 36.2 Sum of lost time 10.2 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 91 900 1439 727 60 1683 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3018 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3018 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 96 947 1515 765 63 1772 RTOR Reduction (vph) 268 268 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 765 63 1772 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 22.6 22.6 75.4 120.0 7.8 86.9 Effective Green, g 22.6 22.6 75.4 120.0 7.8 86.9 Actuated g/C Ratio 0.19 0.19 0.63 1.00 0.06 0.72 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 110 4465 v/s Ratio Prot 0.31 0.04 0.29 v/s Ratio Perm 0.10 c0.15 c0.50 v/c Ratio 0.86dr 0.79 0.49 0.50 0.57 0.40 Uniform Delay, d1 43.9 46.4 12.0 0.0 54.5 6.4 Progression Factor 1.00 1.00 1.29 1.00 1.00 1.00 Incremental Delay, d2 0.5 13.3 0.5 1.1 4.4 0.3 Delay 44.4 59.7 16.0 1.1 58.9 6.7 Level of Service D E B A E A Approach Delay 51.4 11.0 8.5 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 18.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 369 552 81 1833 1004 817 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 388 581 85 1929 1057 860 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 388 581 85 1929 1057 860 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 18.5 120.0 9.2 91.0 77.6 120.0 Effective Green, g 18.5 120.0 9.2 91.0 77.6 120.0 Actuated g/C Ratio 0.15 1.00 0.08 0.76 0.65 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 509 1524 130 4675 3164 1524 v/s Ratio Prot c0.12 0.05 0.31 0.22 v/s Ratio Perm 0.38 c0.56 v/c Ratio 0.76 0.38 0.65 0.41 0.33 0.56 Uniform Delay, d1 48.6 0.0 53.9 5.1 9.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.00 Incremental Delay, d2 6.0 0.7 8.7 0.3 0.3 1.4 Delay 54.7 0.7 62.5 5.4 8.5 1.4 Level of Service D A E A A A Approach Delay 22.3 7.8 5.3 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 432 10 50 695 0 20 0 60 360 10 70 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4876 1703 4893 1703 1524 1618 1552 1447 Flt Permitted 1.00 0.47 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4876 839 4893 1703 1524 1618 1552 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 455 11 53 732 0 21 0 63 379 11 74 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 53 0 1 55 Lane Group Flow (vph) 0 464 0 53 732 0 21 0 11 197 199 12 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 63.9 63.9 63.9 20.0 20.0 21.1 21.1 21.1 Effective Green, g 63.9 63.9 63.9 20.0 20.0 21.1 21.1 21.1 Actuated g/C Ratio 0.53 0.53 0.53 0.17 0.17 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2596 446 2605 283 254 284 272 254 v/s Ratio Prot 0.10 c0.15 c0.01 0.12 c0.13 v/s Ratio Perm 0.06 0.01 0.01 v/c Ratio 0.18 0.12 0.28 0.07 0.04 0.69 0.73 0.05 Uniform Delay, d1 14.5 14.0 15.4 42.2 42.0 46.4 46.8 41.1 Progression Factor 1.00 0.47 0.45 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.0 0.5 0.3 7.1 9.7 0.1 Delay 14.6 6.7 7.0 42.7 42.3 53.6 56.5 41.2 Level of Service B A A D D D E D Approach Delay 14.6 7.0 42.4 53.1 Approach LOS B A D D Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 510 [PHONE REDACTED] 0 0 1629 320 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3037 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3037 1386 3303 4893 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 537 [PHONE REDACTED] 0 0 1715 337 RTOR Reduction (vph) 0 0 0 0 29 35 0 0 0 0 0 100 Lane Group Flow (vph) 0 0 0 0 1074 [PHONE REDACTED] 0 0 1715 237 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 45.5 45.5 10.1 64.5 50.2 50.2 Effective Green, g 45.5 45.5 10.1 64.5 50.2 50.2 Actuated g/C Ratio 0.38 0.38 0.08 0.54 0.42 0.42 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1151 [PHONE REDACTED] 2046 637 v/s Ratio Prot c0.05 0.26 c0.35 v/s Ratio Perm 0.35 0.34 0.16 v/c Ratio 0.93 0.89 0.57 0.48 0.84 0.37 Uniform Delay, d1 35.8 34.9 52.9 17.3 31.3 24.0 Progression Factor 0.47 0.42 0.79 1.22 1.00 1.00 Incremental Delay, d2 9.2 11.2 1.1 0.5 4.3 1.7 Delay 26.1 25.8 42.8 21.6 35.6 25.7 Level of Service C C D C D C Approach Delay 0.0 26.0 23.9 33.9 Approach LOS A C C C Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 379 283 180 0 468 0 90 1006 10 572 1020 117 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.94 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5807 4893 1703 4886 3303 4818 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5807 4893 1703 4886 3303 4818 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 399 298 189 0 493 0 95 1059 11 602 1074 123 RTOR Reduction (vph) 0 98 0 0 0 0 0 1 0 0 11 0 Lane Group Flow (vph) 399 389 0 0 493 0 95 1069 0 602 1186 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.8 37.5 15.5 11.3 40.3 26.0 55.5 Effective Green, g 17.8 37.5 15.5 11.3 40.3 26.0 55.5 Actuated g/C Ratio 0.15 0.31 0.13 0.09 0.34 0.22 0.46 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 489 1814 [PHONE REDACTED] 715 2228 v/s Ratio Prot c0.12 0.07 c0.10 0.06 c0.22 c0.18 0.25 v/s Ratio Perm v/c Ratio 0.82 0.21 0.78 0.59 0.65 0.84 0.53 Uniform Delay, d1 49.5 30.4 50.6 52.1 33.9 45.0 23.0 Progression Factor 0.97 0.36 1.00 1.00 1.00 0.41 0.93 Incremental Delay, d2 9.8 0.1 6.2 5.8 2.0 4.8 0.5 Delay 57.9 10.9 56.8 57.9 35.9 23.4 21.8 Level of Service E B E E D C C Approach Delay 32.1 56.8 37.7 22.4 Approach LOS C E D C Intersection Summary HCM 2000 Control Delay 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1436 [PHONE REDACTED] 0 80 0 288 160 80 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1450 1504 3433 3539 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1450 1504 3433 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1512 [PHONE REDACTED] 0 84 0 303 168 84 0 RTOR Reduction (vph) 0 0 133 0 0 0 0 138 145 0 0 0 Lane Group Flow (vph) 0 1512 [PHONE REDACTED] 0 76 18 10 168 84 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 62.4 62.4 21.7 88.3 7.9 7.9 7.9 6.1 6.1 Effective Green, g 62.4 62.4 21.7 88.3 7.9 7.9 7.9 6.1 6.1 Actuated g/C Ratio 0.53 0.53 0.19 0.75 0.07 0.07 0.07 0.05 0.05 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 Lane Grp Cap (vph) 2709 [PHONE REDACTED] 113 97 101 178 184 v/s Ratio Prot 0.30 c0.16 0.44 c0.05 0.01 c0.05 0.02 v/s Ratio Perm c0.44 0.01 v/c Ratio 0.56 0.82 0.86 0.59 0.67 0.19 0.10 0.94 0.46 Uniform Delay, d1 18.2 22.7 46.2 6.4 53.3 51.6 51.3 55.3 53.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 8.8 11.1 0.7 11.7 0.3 0.2 50.9 1.8 Delay 19.0 31.6 57.3 7.0 65.0 51.9 51.4 106.3 55.7 Level of Service B C E A E D D F E Approach Delay 23.4 16.8 54.3 89.4 Approach LOS C B D F Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length 117.1 Sum of lost time 19.0 Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1902 0 0 2171 [PHONE REDACTED] 242 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5792 1234 1379 5652 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5792 1234 1379 5652 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2002 0 0 2285 [PHONE REDACTED] 255 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 40 0 2 0 0 0 0 Lane Group Flow (vph) 42 2002 0 0 2324 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 2.6 57.0 50.7 50.7 51.0 51.0 Effective Green, g 2.6 57.0 50.7 50.7 51.0 51.0 Actuated g/C Ratio 0.02 0.48 0.42 0.42 0.42 0.42 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 71 2324 2447 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.41 c0.40 v/s Ratio Perm 0.27 c0.34 0.34 v/c Ratio 0.59 0.86 0.95 0.63 0.81 0.80 Uniform Delay, d1 58.2 28.0 33.4 27.3 30.2 30.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.5 4.5 9.7 5.7 11.5 2.9 Delay 66.7 32.5 43.2 33.1 41.7 32.9 Level of Service E C D C D C Approach Delay 33.2 41.8 34.6 0.0 Approach LOS C D C A Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 805 50 490 0 0 340 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 847 53 516 0 0 358 RTOR Reduction (vph) 0 36 0 0 0 0 Lane Group Flow (vph) 847 17 516 0 0 358 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.2 10.2 12.0 12.0 Effective Green, g 10.2 10.2 12.0 12.0 Actuated g/C Ratio 0.32 0.32 0.38 0.38 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1559 495 1301 1301 v/s Ratio Prot c0.18 c0.15 0.11 v/s Ratio Perm 0.01 v/c Ratio 0.54 0.03 0.40 0.28 Uniform Delay, d1 8.7 7.2 7.1 6.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 0.9 0.5 Delay 9.2 7.3 8.0 7.2 Level of Service A A A A Approach Delay 9.1 8.0 7.2 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 71 751 972 311 50 2312 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3015 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3015 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 75 791 1023 327 53 2434 RTOR Reduction (vph) 291 291 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 327 53 2434 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 14.3 14.3 70.5 120.0 21.0 95.2 Effective Green, g 14.3 14.3 70.5 120.0 21.0 95.2 Actuated g/C Ratio 0.12 0.12 0.59 1.00 0.18 0.79 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 298 4891 v/s Ratio Prot 0.21 0.03 c0.39 v/s Ratio Perm 0.06 c0.08 0.21 v/c Ratio 0.50 0.63 0.36 0.21 0.18 0.50 Uniform Delay, d1 49.5 50.3 12.9 0.0 42.1 4.2 Progression Factor 1.00 1.00 0.83 1.00 1.00 1.00 Incremental Delay, d2 0.4 5.7 0.3 0.3 0.1 0.4 Delay 49.9 56.0 11.1 0.3 42.3 4.6 Level of Service D E B A D A Approach Delay 52.7 8.5 5.4 Approach LOS D A A Intersection Summary HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 369 514 60 940 1232 1110 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 388 541 63 989 1297 1168 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 388 541 63 989 1297 1168 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 18.5 120.0 7.8 91.0 79.0 120.0 Effective Green, g 18.5 120.0 7.8 91.0 79.0 120.0 Actuated g/C Ratio 0.15 1.00 0.06 0.76 0.66 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 509 1524 110 4675 3221 1524 v/s Ratio Prot 0.12 0.04 0.16 0.27 v/s Ratio Perm 0.36 c0.77 v/c Ratio 0.76 0.35 0.57 0.21 0.40 0.77 Uniform Delay, d1 48.6 0.0 54.5 4.2 9.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.61 1.00 Incremental Delay, d2 6.0 0.6 4.4 0.1 0.3 3.3 Delay 54.7 0.6 58.9 4.3 6.2 3.3 Level of Service D A E A A A Approach Delay 23.2 7.5 4.8 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 383 10 60 466 0 20 0 30 360 10 109 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4874 1703 4893 1703 1524 1618 1548 1447 Flt Permitted 1.00 0.50 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4874 897 4893 1703 1524 1618 1548 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 403 11 63 491 0 21 0 32 379 11 115 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 30 0 2 85 Lane Group Flow (vph) 0 412 0 63 491 0 21 0 2 201 199 18 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 75.6 75.6 75.6 8.0 8.0 21.4 21.4 21.4 Effective Green, g 75.6 75.6 75.6 8.0 8.0 21.4 21.4 21.4 Actuated g/C Ratio 0.63 0.63 0.63 0.07 0.07 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3070 565 3082 113 101 288 276 258 v/s Ratio Prot 0.08 c0.10 c0.01 0.12 c0.13 v/s Ratio Perm 0.07 0.00 0.01 v/c Ratio 0.13 0.11 0.16 0.19 0.02 0.70 0.72 0.07 Uniform Delay, d1 9.0 8.8 9.1 52.9 52.3 46.3 46.5 41.0 Progression Factor 1.00 0.39 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 3.6 0.4 7.2 8.7 0.1 Delay 9.1 3.5 3.4 56.5 52.7 53.5 55.1 41.1 Level of Service A A A E D D E D Approach Delay 9.1 3.5 54.2 51.6 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.28 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 435 216 960 0 0 1469 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2849 1386 3303 4893 4893 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2849 1386 3303 4893 4893 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 [PHONE REDACTED] 0 0 1546 0 RTOR Reduction (vph) 0 0 0 0 142 142 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 140 87 227 1011 0 0 1546 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 13.7 13.7 13.5 96.3 78.6 Effective Green, g 13.7 13.7 13.5 96.3 78.6 Actuated g/C Ratio 0.11 0.11 0.11 0.80 0.65 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 325 [PHONE REDACTED] 3204 v/s Ratio Prot c0.07 0.21 c0.32 v/s Ratio Perm 0.05 c0.06 v/c Ratio 0.43 0.55 0.61 0.26 0.48 Uniform Delay, d1 49.5 50.3 50.8 3.0 10.4 Progression Factor 1.28 1.24 0.86 2.81 1.00 Incremental Delay, d2 0.8 3.6 2.6 0.1 0.5 Delay 64.0 66.1 46.1 8.4 11.0 Level of Service E E D A B Approach Delay 0.0 64.9 15.4 11.0 Approach LOS A E B B Intersection Summary HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 364 328 100 0 326 10 40 851 10 480 829 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5950 4871 1703 4884 3303 4801 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5950 4871 1703 4884 3303 4801 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 383 345 105 0 343 11 42 896 11 505 873 126 RTOR Reduction (vph) 0 48 0 0 3 0 0 1 0 0 14 0 Lane Group Flow (vph) 383 402 0 0 351 0 42 906 0 505 985 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.8 34.9 12.4 6.2 46.6 22.8 63.2 Effective Green, g 17.8 34.9 12.4 6.2 46.6 22.8 63.2 Actuated g/C Ratio 0.15 0.29 0.10 0.05 0.39 0.19 0.53 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 489 1730 503 87 1896 627 2528 v/s Ratio Prot c0.12 0.07 c0.07 0.02 c0.19 c0.15 0.21 v/s Ratio Perm v/c Ratio 0.78 0.23 0.70 0.48 0.48 0.81 0.39 Uniform Delay, d1 49.2 32.4 52.0 55.3 27.6 46.5 16.9 Progression Factor 0.84 0.52 1.00 1.00 1.00 0.79 0.52 Incremental Delay, d2 7.2 0.1 3.4 3.0 0.9 6.4 0.4 Delay 48.5 17.0 55.4 58.4 28.4 43.0 9.2 Level of Service D B E E C D A Approach Delay 31.5 55.4 29.8 20.6 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1143 [PHONE REDACTED] 0 80 0 608 160 220 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1445 1504 3433 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1203 [PHONE REDACTED] 0 84 0 640 168 232 21 RTOR Reduction (vph) 0 0 291 0 0 0 0 157 157 0 0 19 Lane Group Flow (vph) 0 1203 [PHONE REDACTED] 0 76 165 169 168 232 2 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 60.1 60.1 16.4 80.7 18.4 18.4 18.4 13.5 13.5 13.5 Effective Green, g 60.1 60.1 16.4 80.7 18.4 18.4 18.4 13.5 13.5 13.5 Actuated g/C Ratio 0.47 0.47 0.13 0.63 0.14 0.14 0.14 0.11 0.11 0.11 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2398 [PHONE REDACTED] 242 208 217 363 375 167 v/s Ratio Prot 0.24 c0.10 0.36 0.05 c0.11 0.05 c0.07 v/s Ratio Perm c0.40 0.11 0.00 v/c Ratio 0.50 0.85 0.75 0.57 0.31 0.79 0.78 0.46 0.62 0.01 Uniform Delay, d1 23.3 29.7 53.5 13.5 48.8 52.6 52.5 53.5 54.5 51.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 11.8 6.7 0.8 0.7 18.3 15.9 0.9 3.0 0.0 Delay 24.0 41.6 60.2 14.2 49.6 70.9 68.4 54.5 57.5 51.0 Level of Service C D E B D E E D E D Approach Delay 31.7 21.2 67.6 56.0 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length 127.4 Sum of lost time 19.0 Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1875 0 0 1647 170 606 415 438 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5799 1234 1379 5407 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5799 1234 1379 5407 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1974 0 0 1734 179 638 437 461 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 86 0 4 0 0 0 0 Lane Group Flow (vph) 42 1974 0 0 1751 75 319 1213 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 4.2 64.0 56.1 56.1 44.0 44.0 Effective Green, g 4.2 64.0 56.1 56.1 44.0 44.0 Actuated g/C Ratio 0.04 0.53 0.47 0.47 0.37 0.37 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 115 2609 2711 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.40 0.30 v/s Ratio Perm 0.06 c0.23 0.22 v/c Ratio 0.37 0.76 0.65 0.13 0.63 0.86dr Uniform Delay, d1 56.6 21.9 24.4 18.1 31.3 31.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 2.1 1.2 0.5 5.9 1.4 Delay 57.3 24.0 25.6 18.6 37.2 32.4 Level of Service E C C B D C Approach Delay 24.7 25.0 33.4 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 1014 10 130 0 0 650 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 1067 11 137 0 0 684 RTOR Reduction (vph) 0 8 0 0 0 0 Lane Group Flow (vph) 1067 3 137 0 0 684 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 11.1 11.1 14.9 14.9 Effective Green, g 11.1 11.1 14.9 14.9 Actuated g/C Ratio 0.31 0.31 0.41 0.41 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1472 467 1401 1401 v/s Ratio Prot c0.22 0.04 c0.20 v/s Ratio Perm 0.00 v/c Ratio 0.72 0.01 0.10 0.49 Uniform Delay, d1 11.2 8.7 6.5 7.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.0 0.1 1.2 Delay 12.9 8.7 6.7 9.1 Level of Service B A A A Approach Delay 12.8 6.7 9.1 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 36.2 Sum of lost time 10.2 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 91 900 1444 742 60 1687 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3018 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3018 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 96 947 1520 781 63 1776 RTOR Reduction (vph) 268 268 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 781 63 1776 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 22.6 22.6 75.4 120.0 7.8 86.9 Effective Green, g 22.6 22.6 75.4 120.0 7.8 86.9 Actuated g/C Ratio 0.19 0.19 0.63 1.00 0.06 0.72 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 110 4465 v/s Ratio Prot 0.31 0.04 0.29 v/s Ratio Perm 0.10 c0.15 c0.51 v/c Ratio 0.86dr 0.79 0.49 0.51 0.57 0.40 Uniform Delay, d1 43.9 46.4 12.0 0.0 54.5 6.4 Progression Factor 1.00 1.00 1.28 1.00 1.00 1.00 Incremental Delay, d2 0.5 13.3 0.5 1.1 4.4 0.3 Delay 44.4 59.7 15.9 1.1 58.9 6.7 Level of Service D E B A E A Approach Delay 51.4 10.9 8.5 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 18.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 369 566 81 1853 1008 817 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 388 596 85 1951 1061 860 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 388 596 85 1951 1061 860 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 18.5 120.0 9.2 91.0 77.6 120.0 Effective Green, g 18.5 120.0 9.2 91.0 77.6 120.0 Actuated g/C Ratio 0.15 1.00 0.08 0.76 0.65 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 509 1524 130 4675 3164 1524 v/s Ratio Prot c0.12 0.05 0.32 0.22 v/s Ratio Perm 0.39 c0.56 v/c Ratio 0.76 0.39 0.65 0.42 0.34 0.56 Uniform Delay, d1 48.6 0.0 53.9 5.1 9.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.00 Incremental Delay, d2 6.0 0.8 8.7 0.3 0.3 1.4 Delay 54.7 0.8 62.5 5.4 8.5 1.4 Level of Service D A E A A A Approach Delay 22.0 7.8 5.3 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 432 10 50 695 0 20 0 60 360 10 70 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4876 1703 4893 1703 1524 1618 1552 1447 Flt Permitted 1.00 0.47 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4876 839 4893 1703 1524 1618 1552 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 455 11 53 732 0 21 0 63 379 11 74 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 53 0 1 55 Lane Group Flow (vph) 0 464 0 53 732 0 21 0 11 197 199 12 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 63.9 63.9 63.9 20.0 20.0 21.1 21.1 21.1 Effective Green, g 63.9 63.9 63.9 20.0 20.0 21.1 21.1 21.1 Actuated g/C Ratio 0.53 0.53 0.53 0.17 0.17 0.18 0.18 0.18 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2596 446 2605 283 254 284 272 254 v/s Ratio Prot 0.10 c0.15 c0.01 0.12 c0.13 v/s Ratio Perm 0.06 0.01 0.01 v/c Ratio 0.18 0.12 0.28 0.07 0.04 0.69 0.73 0.05 Uniform Delay, d1 14.5 14.0 15.4 42.2 42.0 46.4 46.8 41.1 Progression Factor 1.00 0.47 0.45 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.0 0.5 0.3 7.1 9.7 0.1 Delay 14.6 6.7 7.0 42.7 42.3 53.6 56.5 41.2 Level of Service B A A D D D E D Approach Delay 14.6 7.0 42.4 53.1 Approach LOS B A D D Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 510 [PHONE REDACTED] 0 0 1629 320 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3037 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3037 1386 3303 4893 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 537 [PHONE REDACTED] 0 0 1715 337 RTOR Reduction (vph) 0 0 0 0 29 35 0 0 0 0 0 100 Lane Group Flow (vph) 0 0 0 0 1074 [PHONE REDACTED] 0 0 1715 237 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 45.5 45.5 10.1 64.5 50.2 50.2 Effective Green, g 45.5 45.5 10.1 64.5 50.2 50.2 Actuated g/C Ratio 0.38 0.38 0.08 0.54 0.42 0.42 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1151 [PHONE REDACTED] 2046 637 v/s Ratio Prot c0.05 0.26 c0.35 v/s Ratio Perm 0.35 0.34 0.16 v/c Ratio 0.93 0.89 0.57 0.48 0.84 0.37 Uniform Delay, d1 35.8 34.9 52.9 17.3 31.3 24.0 Progression Factor 0.47 0.42 0.79 1.22 1.00 1.00 Incremental Delay, d2 9.1 11.1 1.1 0.5 4.3 1.7 Delay 26.0 25.8 42.8 21.6 35.6 25.7 Level of Service C C D C D C Approach Delay 0.0 26.0 23.9 33.9 Approach LOS A C C C Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 379 283 180 0 468 0 90 1006 10 572 1020 117 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.94 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5807 4893 1703 4886 3303 4818 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5807 4893 1703 4886 3303 4818 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 399 298 189 0 493 0 95 1059 11 602 1074 123 RTOR Reduction (vph) 0 98 0 0 0 0 0 1 0 0 11 0 Lane Group Flow (vph) 399 389 0 0 493 0 95 1069 0 602 1186 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 17.8 37.5 15.5 11.3 40.3 26.0 55.5 Effective Green, g 17.8 37.5 15.5 11.3 40.3 26.0 55.5 Actuated g/C Ratio 0.15 0.31 0.13 0.09 0.34 0.22 0.46 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 489 1814 [PHONE REDACTED] 715 2228 v/s Ratio Prot c0.12 0.07 c0.10 0.06 c0.22 c0.18 0.25 v/s Ratio Perm v/c Ratio 0.82 0.21 0.78 0.59 0.65 0.84 0.53 Uniform Delay, d1 49.5 30.4 50.6 52.1 33.9 45.0 23.0 Progression Factor 0.97 0.36 1.00 1.00 1.00 0.41 0.93 Incremental Delay, d2 9.8 0.1 6.2 5.8 2.0 4.8 0.5 Delay 57.9 10.9 56.8 57.9 35.9 23.4 21.8 Level of Service E B E E D C C Approach Delay 32.1 56.8 37.7 22.4 Approach LOS C E D C Intersection Summary HCM 2000 Control Delay 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1442 [PHONE REDACTED] 0 80 0 288 160 80 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.91 1.00 0.97 0.91 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.86 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5085 1583 3433 5085 1681 1450 1504 3433 3539 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 5085 1583 3433 5085 1681 1450 1504 3433 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1518 [PHONE REDACTED] 0 84 0 303 168 84 0 RTOR Reduction (vph) 0 0 133 0 0 0 0 138 145 0 0 0 Lane Group Flow (vph) 0 1518 [PHONE REDACTED] 0 76 18 10 168 84 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 62.4 62.4 21.7 88.3 7.9 7.9 7.9 6.1 6.1 Effective Green, g 62.4 62.4 21.7 88.3 7.9 7.9 7.9 6.1 6.1 Actuated g/C Ratio 0.53 0.53 0.19 0.75 0.07 0.07 0.07 0.05 0.05 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 Lane Grp Cap (vph) 2709 [PHONE REDACTED] 113 97 101 178 184 v/s Ratio Prot 0.30 c0.16 0.45 c0.05 0.01 c0.05 0.02 v/s Ratio Perm c0.45 0.01 v/c Ratio 0.56 0.84 0.86 0.59 0.67 0.19 0.10 0.94 0.46 Uniform Delay, d1 18.2 23.1 46.2 6.4 53.3 51.6 51.3 55.3 53.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 9.9 11.1 0.7 11.7 0.3 0.2 50.9 1.8 Delay 19.1 33.0 57.3 7.1 65.0 51.9 51.4 106.3 55.7 Level of Service B C E A E D D F E Approach Delay 24.0 16.8 54.3 89.4 Approach LOS C B D F Intersection Summary HCM 2000 Control Delay 25.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 117.1 Sum of lost time 19.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 1908 0 0 2176 [PHONE REDACTED] 242 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5792 1234 1379 5651 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5792 1234 1379 5651 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2008 0 0 2291 [PHONE REDACTED] 255 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 40 0 2 0 0 0 0 Lane Group Flow (vph) 42 2008 0 0 2330 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 2.6 57.0 50.7 50.7 51.0 51.0 Effective Green, g 2.6 57.0 50.7 50.7 51.0 51.0 Actuated g/C Ratio 0.02 0.48 0.42 0.42 0.42 0.42 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 71 2324 2447 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.41 c0.40 v/s Ratio Perm 0.27 c0.35 0.34 v/c Ratio 0.59 0.86 0.95 0.63 0.81 0.80 Uniform Delay, d1 58.2 28.0 33.5 27.3 30.3 30.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.5 4.6 10.0 5.7 11.7 3.0 Delay 66.7 32.6 43.5 33.1 42.0 33.1 Level of Service E C D C D C Approach Delay 33.3 42.1 34.8 0.0 Approach LOS C D C A Intersection Summary HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 816 50 490 0 0 340 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 859 53 516 0 0 358 RTOR Reduction (vph) 0 36 0 0 0 0 Lane Group Flow (vph) 859 17 516 0 0 358 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.2 10.2 12.0 12.0 Effective Green, g 10.2 10.2 12.0 12.0 Actuated g/C Ratio 0.32 0.32 0.38 0.38 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1559 495 1301 1301 v/s Ratio Prot c0.18 c0.15 0.11 v/s Ratio Perm 0.01 v/c Ratio 0.55 0.03 0.40 0.28 Uniform Delay, d1 8.7 7.2 7.1 6.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 0.9 0.5 Delay 9.2 7.3 8.0 7.2 Level of Service A A A A Approach Delay 9.1 8.0 7.2 Approach LOS A A A Intersection Summary HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 31.4 Sum of lost time 9.2 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Future Year 2030 With Project ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 70 755 940 203 90 3271 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.87 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3014 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3014 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 795 989 214 95 3443 RTOR Reduction (vph) 290 290 0 0 0 0 Lane Group Flow (vph) 182 107 989 214 95 3443 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 14.5 14.5 65.0 120.0 26.3 95.0 Effective Green, g 14.5 14.5 65.0 120.0 26.3 95.0 Actuated g/C Ratio 0.12 0.12 0.54 1.00 0.22 0.79 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 373 4881 v/s Ratio Prot 0.20 0.06 c0.56 v/s Ratio Perm 0.06 c0.08 0.14 v/c Ratio 0.50 0.64 0.37 0.14 0.25 0.71 Uniform Delay, d1 49.4 50.3 15.8 0.0 38.7 5.9 Progression Factor 1.00 1.00 0.84 1.00 1.00 1.00 Incremental Delay, d2 0.4 5.8 0.4 0.2 0.1 0.9 Delay 49.8 56.1 13.6 0.2 38.9 6.8 Level of Service D E B A D A Approach Delay 52.6 11.2 7.6 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 355 379 70 828 2114 1187 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 374 399 74 872 2225 1249 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 374 399 74 872 2225 1249 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 17.9 120.0 8.5 91.6 78.9 120.0 Effective Green, g 17.9 120.0 8.5 91.6 78.9 120.0 Actuated g/C Ratio 0.15 1.00 0.07 0.76 0.66 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 492 1524 120 4706 3217 1524 v/s Ratio Prot 0.11 0.04 0.14 0.45 v/s Ratio Perm 0.26 c0.82 v/c Ratio 0.76 0.26 0.62 0.19 0.69 0.82 Uniform Delay, d1 49.0 0.0 54.2 3.9 12.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.58 1.00 Incremental Delay, d2 6.1 0.4 6.5 0.1 0.9 3.6 Delay 55.1 0.4 60.6 4.0 8.4 3.6 Level of Service E A E A A A Approach Delay 26.9 8.4 6.7 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 927 10 150 830 0 20 0 40 570 10 150 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4885 1703 4893 1703 1524 1618 1548 1447 Flt Permitted 1.00 0.25 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4885 440 4893 1703 1524 1618 1548 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 976 11 158 874 0 21 0 42 600 11 158 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 39 0 2 108 Lane Group Flow (vph) 0 986 0 158 874 0 21 0 3 312 313 34 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 68.3 68.3 68.3 8.0 8.0 28.7 28.7 28.7 Effective Green, g 68.3 68.3 68.3 8.0 8.0 28.7 28.7 28.7 Actuated g/C Ratio 0.57 0.57 0.57 0.07 0.07 0.24 0.24 0.24 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2780 250 2784 113 101 386 370 346 v/s Ratio Prot 0.20 0.18 c0.01 0.19 c0.20 v/s Ratio Perm c0.36 0.00 0.02 v/c Ratio 0.35 0.63 0.31 0.19 0.03 0.81 0.85 0.10 Uniform Delay, d1 14.0 17.4 13.6 52.9 52.4 43.1 43.6 35.6 Progression Factor 1.00 0.84 0.47 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 2.5 0.0 3.6 0.5 11.8 16.2 0.1 Delay 14.3 17.1 6.5 56.5 52.9 54.8 59.8 35.7 Level of Service B B A E D D E D Approach Delay 14.3 8.1 54.1 53.3 Approach LOS B A D D Intersection Summary HCM 2000 Control Delay 23.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 30 20 [PHONE REDACTED] 0 0 2068 160 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 Frt 0.88 0.85 1.00 1.00 0.99 Flt Protected 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2850 1386 3303 4893 4841 Flt Permitted 0.99 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2850 1386 3303 4893 4841 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 32 21 [PHONE REDACTED] 0 0 2177 168 RTOR Reduction (vph) 0 0 0 0 78 78 0 0 0 0 6 0 Lane Group Flow (vph) 0 0 0 0 199 [PHONE REDACTED] 0 0 2339 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Protected Phases 8 5 2 6 Permitted Phases 8 8 Actuated Green, G 17.9 17.9 15.1 92.1 72.8 Effective Green, g 17.9 17.9 15.1 92.1 72.8 Actuated g/C Ratio 0.15 0.15 0.13 0.77 0.61 Clearance Time 5.0 5.0 4.2 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 425 [PHONE REDACTED] 2936 v/s Ratio Prot c0.08 0.26 c0.48 v/s Ratio Perm 0.07 c0.11 v/c Ratio 0.47 0.71 0.66 0.34 0.80 Uniform Delay, d1 46.7 48.6 50.0 4.4 18.0 Progression Factor 1.39 1.41 0.77 3.27 1.00 Incremental Delay, d2 0.5 7.1 2.3 0.1 2.3 Delay 65.3 75.5 40.9 14.6 20.3 Level of Service E E D B C Approach Delay 0.0 69.9 19.2 20.3 Approach LOS A E B C Intersection Summary HCM 2000 Control Delay 25.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 520 1037 30 0 670 10 70 1043 10 550 1298 210 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 6140 4882 1703 4886 3303 4791 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 6140 4882 1703 4886 3303 4791 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 547 1092 32 0 705 11 74 1098 11 579 1366 221 RTOR Reduction (vph) 0 3 0 0 2 0 0 1 0 0 18 0 Lane Group Flow (vph) 547 1121 0 0 714 0 74 1108 0 579 1569 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 22.2 45.0 18.1 6.6 35.5 23.8 52.7 Effective Green, g 22.2 45.0 18.1 6.6 35.5 23.8 52.7 Actuated g/C Ratio 0.18 0.38 0.15 0.05 0.30 0.20 0.44 Clearance Time 4.7 5.0 5.0 4.7 6.0 4.7 6.0 Vehicle Extension 2.0 3.0 2.0 2.5 4.0 2.2 4.0 Lane Grp Cap (vph) 611 2302 736 93 1445 655 2104 v/s Ratio Prot c0.17 0.18 c0.15 0.04 0.23 c0.18 c0.33 v/s Ratio Perm v/c Ratio 0.90 0.49 0.97 0.80 0.77 0.88 0.75 Uniform Delay, d1 47.8 28.7 50.7 56.0 38.5 46.8 28.1 Progression Factor 1.05 0.75 1.00 1.00 1.00 0.86 0.54 Incremental Delay, d2 13.9 0.1 25.8 35.1 4.0 8.4 1.4 Delay 64.3 21.7 76.5 91.2 42.4 48.4 16.5 Level of Service E C E F D D B Approach Delay 35.6 76.5 45.5 25.1 Approach LOS D E D C Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & 1/Katella Avenue 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1471 1303 520 1941 0 130 0 810 430 590 20 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Lane Util. Factor 0.86 0.88 0.97 0.86 0.95 0.91 0.95 0.97 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 6408 2787 3433 6408 1681 1447 1504 3433 3539 1583 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 6408 2787 3433 6408 1681 1447 1504 3433 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1548 1372 547 2043 0 137 0 853 453 621 21 RTOR Reduction (vph) 0 0 405 0 0 0 0 216 216 0 0 17 Lane Group Flow (vph) 0 1548 [PHONE REDACTED] 0 123 216 219 453 621 4 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 43.7 43.7 18.8 66.7 18.9 18.9 18.9 20.3 20.3 20.3 Effective Green, g 43.7 43.7 18.8 66.7 18.9 18.9 18.9 20.3 20.3 20.3 Actuated g/C Ratio 0.36 0.36 0.16 0.55 0.16 0.16 0.16 0.17 0.17 0.17 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2320 1009 534 3541 263 226 235 577 595 266 v/s Ratio Prot 0.24 c0.16 0.32 0.07 c0.15 0.13 c0.18 v/s Ratio Perm c0.35 0.15 0.00 v/c Ratio 0.67 0.96 1.02 0.58 0.47 0.96 0.93 0.79 1.04 0.01 Uniform Delay, d1 32.4 37.6 51.0 17.7 46.3 50.5 50.3 48.1 50.2 41.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 19.9 45.3 0.7 1.3 47.1 40.3 6.9 48.8 0.0 Delay 33.9 57.5 96.2 18.4 47.6 97.6 90.6 55.0 99.0 41.9 Level of Service C E F B D F F E F D Approach Delay 45.0 34.9 88.3 79.7 Approach LOS D C F E Intersection Summary HCM 2000 Control Delay 52.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length 120.7 Sum of lost time 19.0 Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 40 2681 0 0 1932 430 729 426 630 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5789 1234 1379 5352 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5789 1234 1379 5352 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 2822 0 0 2034 453 767 448 663 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 69 0 1 0 0 0 0 Lane Group Flow (vph) 42 2822 0 0 2077 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 3.4 73.0 65.9 65.9 35.0 35.0 Effective Green, g 3.4 73.0 65.9 65.9 35.0 35.0 Actuated g/C Ratio 0.03 0.61 0.55 0.55 0.29 0.29 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 93 2976 3179 [PHONE REDACTED] v/s Ratio Prot 0.01 c0.58 0.36 v/s Ratio Perm 0.27 0.28 0.28 v/c Ratio 0.45 0.95 0.65 0.50 0.95 1.57dr Uniform Delay, d1 57.4 21.8 19.0 16.8 41.7 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 8.2 1.1 2.6 34.5 14.6 Delay 58.7 29.9 20.1 19.4 76.1 56.3 Level of Service E C C B E E Approach Delay 30.4 20.0 60.4 0.0 Approach LOS C B E A Intersection Summary HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 955 10 130 0 0 1080 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.6 5.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 1005 11 137 0 0 1137 RTOR Reduction (vph) 0 8 0 0 0 0 Lane Group Flow (vph) 1005 3 137 0 0 1137 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 11.0 11.0 15.0 15.0 Effective Green, g 11.0 11.0 15.0 15.0 Actuated g/C Ratio 0.30 0.30 0.41 0.41 Clearance Time 5.6 5.6 4.6 4.6 Vehicle Extension 2.5 2.5 4.0 4.0 Lane Grp Cap (vph) 1459 463 1411 1411 v/s Ratio Prot c0.21 0.04 c0.33 v/s Ratio Perm 0.00 v/c Ratio 0.69 0.01 0.10 0.81 Uniform Delay, d1 11.1 8.8 6.5 9.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.0 0.1 5.0 Delay 12.3 8.8 6.6 14.3 Level of Service B A A B Approach Delay 12.3 6.6 14.3 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 36.2 Sum of lost time 10.2 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) [PHONE REDACTED] 695 60 1959 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 5.0 4.0 3.7 5.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.86 Frt 0.88 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3022 1386 4893 1524 1703 6166 Flt Permitted 0.99 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3022 1386 4893 1524 1703 6166 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) [PHONE REDACTED] 732 63 2062 RTOR Reduction (vph) 265 265 0 0 0 0 Lane Group Flow (vph) [PHONE REDACTED] 732 63 2062 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Perm Perm NA Free Prot NA Protected Phases 2 1 6 Permitted Phases 8 8 Free Actuated Green, G 23.7 23.7 74.3 120.0 7.8 85.8 Effective Green, g 23.7 23.7 74.3 120.0 7.8 85.8 Actuated g/C Ratio 0.20 0.20 0.62 1.00 0.06 0.71 Clearance Time 5.5 5.5 5.0 3.7 5.0 Vehicle Extension 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) [PHONE REDACTED] 1524 110 4408 v/s Ratio Prot c0.45 0.04 0.33 v/s Ratio Perm 0.11 c0.16 c0.48 v/c Ratio 0.85dr 0.80 0.73 0.48 0.57 0.47 Uniform Delay, d1 43.3 45.9 15.9 0.0 54.5 7.3 Progression Factor 1.00 1.00 1.18 1.00 1.00 1.00 Incremental Delay, d2 0.5 14.1 1.4 0.9 4.4 0.4 Delay 43.8 60.0 20.2 0.9 58.9 7.7 Level of Service D E C A E A Approach Delay 51.1 15.4 9.2 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 298 [PHONE REDACTED] 1270 928 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 4.0 4.2 5.0 5.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.86 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3303 1524 1703 6166 4893 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3303 1524 1703 6166 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 314 [PHONE REDACTED] 1337 977 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 314 [PHONE REDACTED] 1337 977 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Free Prot NA NA Free Protected Phases 4 5 2 6 Permitted Phases Free Free Actuated Green, G 15.8 120.0 11.8 93.7 77.7 120.0 Effective Green, g 15.8 120.0 11.8 93.7 77.7 120.0 Actuated g/C Ratio 0.13 1.00 0.10 0.78 0.65 1.00 Clearance Time 5.5 4.2 5.0 5.0 Vehicle Extension 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 434 1524 167 4814 3168 1524 v/s Ratio Prot 0.10 0.06 0.44 0.27 v/s Ratio Perm 0.29 c0.64 v/c Ratio 0.72 0.29 0.63 0.56 0.42 0.64 Uniform Delay, d1 50.0 0.0 52.0 5.1 10.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 0.91 1.00 Incremental Delay, d2 5.0 0.5 5.2 0.5 0.4 1.9 Delay 55.0 0.5 57.2 5.6 9.7 1.9 Level of Service E A E A A A Approach Delay 23.0 7.6 6.4 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 120.0 Sum of lost time 14.7 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 680 10 90 1250 0 20 0 130 450 20 120 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 1.00 0.91 1.00 1.00 0.95 0.91 0.95 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 4882 1703 4893 1703 1524 1618 1551 1447 Flt Permitted 1.00 0.31 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 4882 564 4893 1703 1524 1618 1551 1447 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 716 11 95 1316 0 21 0 137 474 21 126 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 68 0 2 90 Lane Group Flow (vph) 0 726 0 95 1316 0 21 0 69 256 250 23 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type NA Perm NA Prot Perm Split NA Perm Protected Phases 2 6 3 4 4 Permitted Phases 6 3 4 Actuated Green, G 51.4 51.4 51.4 29.0 29.0 24.6 24.6 24.6 Effective Green, g 51.4 51.4 51.4 29.0 29.0 24.6 24.6 24.6 Actuated g/C Ratio 0.43 0.43 0.43 0.24 0.24 0.21 0.21 0.21 Clearance Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2091 241 2095 411 368 331 317 296 v/s Ratio Prot 0.15 c0.27 0.01 0.16 c0.16 v/s Ratio Perm 0.17 c0.05 0.02 v/c Ratio 0.35 0.39 0.63 0.05 0.19 0.77 0.79 0.08 Uniform Delay, d1 23.0 23.6 26.8 34.9 36.1 45.1 45.2 38.5 Progression Factor 1.00 0.68 0.68 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.1 0.2 1.1 10.7 12.3 0.1 Delay 23.5 16.0 18.3 35.2 37.3 55.8 57.6 38.7 Level of Service C B B D D E E D Approach Delay 23.5 18.2 37.0 53.4 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 120.0 Sum of lost time 15.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 80 660 1409 250 1775 0 0 2085 380 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.0 5.0 4.2 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 0.97 0.91 0.91 1.00 Frt 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3015 1386 3303 4893 4893 1524 Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3015 1386 3303 4893 4893 1524 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 84 695 1483 263 1868 0 0 2195 400 RTOR Reduction (vph) 0 0 0 0 3 32 0 0 0 0 0 67 Lane Group Flow (vph) 0 0 0 0 1518 [PHONE REDACTED] 0 0 2195 333 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Perm NA Perm Prot NA NA Perm Protected Phases 8 5 2 6 Permitted Phases 8 8 6 Actuated Green, G 51.0 51.0 6.8 59.0 48.0 48.0 Effective Green, g 51.0 51.0 6.8 59.0 48.0 48.0 Actuated g/C Ratio 0.42 0.42 0.06 0.49 0.40 0.40 Clearance Time 5.0 5.0 4.2 5.0 5.0 5.0 Vehicle Extension 2.2 2.2 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1281 [PHONE REDACTED] 1957 609 v/s Ratio Prot c0.08 0.38 c0.45 v/s Ratio Perm 0.50 c0.51 0.22 v/c Ratio 1.18 1.20 1.41 0.78 1.12 0.55 Uniform Delay, d1 34.5 34.5 56.6 25.1 36.0 27.7 Progression Factor 0.51 0.47 0.73 1.18 1.00 1.00 Incremental Delay, d2 83.9 93.1 185.8 0.2 62.2 3.5 Delay 101.6 109.2 227.4 29.7 98.2 31.2 Level of Service F F F C F C Approach Delay 0.0 104.1 54.1 87.9 Approach LOS A F D F Intersection Summary HCM 2000 Control Delay 82.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length 120.0 Sum of lost time 14.2 Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 550 690 180 0 840 0 260 1545 10 560 1405 230 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Lane Util. Factor 0.97 0.86 0.91 1.00 0.91 0.97 0.91 Frt 1.00 0.97 1.00 1.00 1.00 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3303 5975 4893 1703 4888 3303 4790 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3303 5975 4893 1703 4888 3303 4790 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 579 726 189 0 884 0 274 1626 11 589 1479 242 RTOR Reduction (vph) 0 39 0 0 0 0 0 1 0 0 19 0 Lane Group Flow (vph) 579 876 0 0 884 0 274 1636 0 589 1702 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases Actuated Green, G 19.8 45.0 21.0 16.1 37.2 21.6 43.2 Effective Green, g 19.8 45.0 21.0 16.1 37.2 21.6 43.2 Actuated g/C Ratio 0.17 0.38 0.18 0.13 0.31 0.18 0.36 Clearance Time 4.2 5.0 5.0 4.7 6.0 5.2 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 2240 [PHONE REDACTED] 594 1724 v/s Ratio Prot c0.18 0.15 c0.18 c0.16 c0.33 0.18 c0.36 v/s Ratio Perm v/c Ratio 1.06 0.39 1.03 1.20 1.08 0.99 0.99 Uniform Delay, d1 50.1 27.5 49.5 51.9 41.4 49.1 38.1 Progression Factor 1.08 0.56 1.00 1.00 1.00 0.54 0.95 Incremental Delay, d2 55.6 0.1 39.5 125.0 48.1 9.2 4.2 Delay 109.8 15.4 89.0 176.9 89.5 35.9 40.5 Level of Service F B F F F D D Approach Delay 52.0 89.0 102.0 39.3 Approach LOS D F F D Intersection Summary HCM 2000 Control Delay 67.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length 120.0 Sum of lost time 20.4 Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 1916 1125 770 2459 0 200 0 210 520 150 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Lane Util. Factor 0.86 0.88 0.97 0.86 0.95 0.91 0.95 0.97 0.95 Frt 1.00 0.85 1.00 1.00 1.00 0.91 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (prot) 6408 2787 3433 6408 1681 1516 1504 3433 3539 Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (perm) 6408 2787 3433 6408 1681 1516 1504 3433 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 2017 1184 811 2588 0 211 0 221 547 158 0 RTOR Reduction (vph) 0 0 370 0 0 0 0 85 122 0 0 0 Lane Group Flow (vph) 0 2017 [PHONE REDACTED] 0 150 60 15 547 158 0 Turn Type NA Perm Prot NA Split NA Perm Split NA Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 8 4 Actuated Green, G 49.4 49.4 31.4 85.0 14.4 14.4 14.4 16.0 16.0 Effective Green, g 49.4 49.4 31.4 85.0 14.4 14.4 14.4 16.0 16.0 Actuated g/C Ratio 0.38 0.38 0.24 0.65 0.11 0.11 0.11 0.12 0.12 Clearance Time 5.3 5.3 4.2 5.3 4.5 4.5 4.5 5.0 5.0 Vehicle Extension 2.0 2.0 3.0 3.0 2.0 2.0 2.0 3.0 3.0 Lane Grp Cap (vph) 2431 1057 827 4183 185 167 166 421 434 v/s Ratio Prot c0.31 c0.24 0.40 c0.09 0.04 c0.16 0.04 v/s Ratio Perm 0.29 0.01 v/c Ratio 0.83 0.77 0.98 0.62 0.81 0.36 0.09 1.30 0.36 Uniform Delay, d1 36.6 35.4 49.1 13.2 56.6 53.6 52.0 57.1 52.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 5.4 26.4 0.7 21.8 0.5 0.1 151.2 0.5 Delay 40.0 40.8 75.5 13.9 78.4 54.1 52.1 208.3 53.0 Level of Service D D E B E D D F D Approach Delay 40.3 28.6 61.9 173.5 Approach LOS D C E F Intersection Summary HCM 2000 Control Delay 48.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 130.2 Sum of lost time 19.0 Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 50 2586 0 0 2835 [PHONE REDACTED] 360 0 0 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.7 6.0 5.0 5.0 6.0 6.0 Lane Util. Factor 0.97 0.91 0.81 0.81 0.81 0.81 Frt 1.00 1.00 0.99 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (prot) 3303 4893 5730 1234 1379 5638 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 Satd. Flow (perm) 3303 4893 5730 1234 1379 5638 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 53 2722 0 0 2984 1000 920 1778 379 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 34 0 1 0 0 0 0 Lane Group Flow (vph) 53 2722 0 0 3272 [PHONE REDACTED] 0 0 0 0 Heavy Vehicles 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Turn Type Prot NA NA Perm Perm NA Protected Phases 5 2 6 8 Permitted Phases 6 8 Actuated Green, G 2.4 67.0 60.9 60.9 41.0 41.0 Effective Green, g 2.4 67.0 60.9 60.9 41.0 41.0 Actuated g/C Ratio 0.02 0.56 0.51 0.51 0.34 0.34 Clearance Time 4.7 6.0 5.0 5.0 6.0 6.0 Vehicle Extension 2.0 4.0 3.0 3.0 2.2 2.2 Lane Grp Cap (vph) 66 2731 2907 [PHONE REDACTED] v/s Ratio Prot 0.02 c0.56 c0.57 v/s Ratio Perm 0.55 c0.44 0.44 v/c Ratio 0.80 1.00 1.13 1.08 1.29 1.28 Uniform Delay, d1 58.6 26.4 29.6 29.6 39.5 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 46.6 16.5 61.5 59.2 145.2 131.1 Delay 105.2 42.9 91.1 88.7 184.7 170.6 Level of Service F D F F F F Approach Delay 44.0 90.7 173.4 0.0 Approach LOS D F F A Intersection Summary HCM 2000 Control Delay 103.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length 120.0 Sum of lost time 15.7 Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 734 50 910 0 0 460 Ideal Flow 1900 1900 1900 1900 1900 1900 Total Lost time 4.6 4.6 4.6 4.6 Lane Util. Factor 0.94 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4802 1524 3406 3406 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4802 1524 3406 3406 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 773 53 958 0 0 484 RTOR Reduction (vph) 0 39 0 0 0 0 Lane Group Flow (vph) 773 14 958 0 0 484 Heavy Vehicles 6% 6% 6% 6% 6% 6% Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 Actuated Green, G 10.2 10.2 19.0 19.0 Effective Green, g 10.2 10.2 19.0 19.0 Actuated g/C Ratio 0.27 0.27 0.49 0.49 Clearance Time 4.6 4.6 4.6 4.6 Vehicle Extension 4.0 4.0 4.0 2.5 Lane Grp Cap (vph) 1275 404 1685 1685 v/s Ratio Prot c0.16 c0.28 0.14 v/s Ratio Perm 0.01 v/c Ratio 0.61 0.03 0.57 0.29 Uniform Delay, d1 12.3 10.5 6.8 5.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.0 1.4 0.4 Delay 13.3 10.5 8.2 6.1 Level of Service B B A A Approach Delay 13.1 8.2 6.1 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 38.4 Sum of lost time 9.2 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- Caltrans Ramp Termini Queuing Analysis Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 453 385 957 207 47 1955 v/c Ratio 0.66 0.82 0.34 0.14 0.33 0.44 Control Delay 12.9 21.2 6.0 0.2 47.6 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 21.2 6.0 0.2 47.6 4.9 Queue Length 50th (ft) 25 24 54 0 19 74 Queue Length 95th (ft) 59 #120 63 0 #91 134 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) [PHONE REDACTED] 1524 142 4428 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.70 0.34 0.14 0.33 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 365 348 60 [PHONE REDACTED] v/c Ratio 0.68 0.23 0.73 0.19 0.30 0.72 Control Delay 34.1 0.4 89.4 4.3 4.5 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 0.4 89.4 4.3 4.5 10.1 Queue Length 50th (ft) 76 0 26 31 23 238 Queue Length 95th (ft) 115 0 #106 44 30 484 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 618 1524 82 4235 2830 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.23 0.73 0.19 0.30 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 129 21 321 25 28 179 180 69 v/c Ratio 0.05 0.03 0.11 0.22 0.15 0.63 0.66 0.21 Control Delay 8.1 11.3 11.2 44.6 1.8 43.7 45.1 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 11.3 11.2 44.6 1.8 43.7 45.1 6.4 Queue Length 50th (ft) 9 8 46 14 0 101 105 0 Queue Length 95th (ft) 20 23 66 31 0 151 159 23 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2848 705 2886 115 182 395 379 417 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.11 0.22 0.15 0.45 0.47 0.17 Intersection Summary ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 301 252 [PHONE REDACTED] 102 v/c Ratio 0.58 0.75 0.53 0.23 0.40 0.10 Control Delay 8.7 17.9 36.9 4.0 10.7 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 17.9 36.9 4.0 10.7 2.9 Queue Length 50th (ft) 12 37 54 42 113 0 Queue Length 95th (ft) 14 57 92 90 205 25 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 865 [PHONE REDACTED] 3006 975 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.51 0.36 0.23 0.40 0.10 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 274 167 201 21 805 474 678 v/c Ratio 0.65 0.11 0.46 0.15 0.46 0.74 0.29 Control Delay 49.1 26.5 40.5 41.0 24.5 60.5 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.1 26.5 40.5 41.0 24.5 60.5 10.1 Queue Length 50th (ft) 85 18 38 11 126 152 32 Queue Length 95th (ft) 125 30 58 34 193 203 52 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 524 2848 1409 138 1765 1038 2302 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.06 0.14 0.15 0.46 0.46 0.29 Intersection Summary ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 919 [PHONE REDACTED] 67 334 326 26 108 19 v/c Ratio 0.58 0.64 0.43 0.61 0.30 0.70 0.68 0.03 0.10 0.03 Control Delay 34.1 6.4 51.9 25.5 47.4 14.3 12.7 27.4 28.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 6.4 51.9 25.5 47.4 14.3 12.7 27.4 28.2 0.1 Queue Length 50th (ft) 199 0 44 263 45 4 0 6 28 0 Queue Length 95th (ft) 254 90 73 312 74 32 27 15 47 0 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 1574 [PHONE REDACTED] 221 [PHONE REDACTED] 1061 551 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.64 0.14 0.61 0.30 0.70 0.68 0.03 0.10 0.03 Intersection Summary ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1421 1045 45 263 1026 v/c Ratio 0.22 0.69 0.49 0.09 0.43 0.42 Control Delay 43.4 23.3 23.8 0.9 19.9 17.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 23.3 23.8 0.9 19.9 17.6 Queue Length 50th (ft) 11 234 150 0 122 117 Queue Length 95th (ft) 28 286 186 4 204 147 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 194 2065 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.69 0.49 0.09 0.43 0.42 Intersection Summary ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 with Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 948 15 132 471 v/c Ratio 0.55 0.03 0.11 0.40 Control Delay 9.9 3.4 9.3 10.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.9 3.4 9.3 10.7 Queue Length 50th (ft) 47 0 8 33 Queue Length 95th (ft) 54 5 22 68 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 2842 908 1190 1190 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.33 0.02 0.11 0.40 Intersection Summary ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 553 55 1555 v/c Ratio 0.86dr 0.90 0.40 0.36 0.61 0.37 Control Delay 15.6 32.0 6.7 1.1 75.7 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 32.0 6.7 1.1 75.7 5.5 Queue Length 50th (ft) 43 54 68 1 ~36 79 Queue Length 95th (ft) 90 #236 78 21 #103 98 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) [PHONE REDACTED] 1524 90 4178 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.84 0.40 0.36 0.61 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 368 416 83 1340 893 763 v/c Ratio 0.68 0.27 1.02 0.32 0.32 0.50 Control Delay 34.2 0.4 151.6 4.8 4.4 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.2 0.4 151.6 4.8 4.4 4.1 Queue Length 50th (ft) 77 0 ~45 57 27 94 Queue Length 95th (ft) 116 0 #138 76 35 200 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 618 1524 81 4233 2830 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.27 1.02 0.32 0.32 0.50 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 320 39 458 21 51 189 187 40 v/c Ratio 0.10 0.06 0.14 0.22 0.36 0.74 0.76 0.15 Control Delay 7.6 8.9 7.9 62.0 18.2 67.1 69.3 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.6 8.9 7.9 62.0 18.2 67.1 69.3 8.6 Queue Length 50th (ft) 30 10 45 17 0 156 162 0 Queue Length 95th (ft) 50 24 63 35 17 225 232 22 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 3358 679 3373 214 244 329 316 335 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.06 0.14 0.10 0.21 0.57 0.59 0.12 Intersection Summary ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 1010 456 [PHONE REDACTED] 337 v/c Ratio 0.85 0.80 0.50 0.36 0.68 0.43 Control Delay 38.9 37.5 46.5 20.8 29.8 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.9 37.5 46.5 20.8 29.8 11.0 Queue Length 50th (ft) 350 271 47 222 332 60 Queue Length 95th (ft) 385 364 75 258 416 148 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1278 [PHONE REDACTED] 2152 789 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.75 0.34 0.36 0.68 0.43 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 249 294 320 31 828 605 909 v/c Ratio 0.68 0.20 0.65 0.27 0.44 0.78 0.34 Control Delay 60.4 17.0 57.7 62.0 30.5 22.7 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 17.0 57.7 62.0 30.5 22.7 14.4 Queue Length 50th (ft) 96 25 88 23 172 156 231 Queue Length 95th (ft) 136 42 113 #91 256 151 237 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 517 1874 [PHONE REDACTED] 1783 2702 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.16 0.52 0.27 0.44 0.34 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1039 [PHONE REDACTED] 46 110 109 30 64 2 v/c Ratio 0.35 0.54 0.70 0.45 0.50 0.61 0.59 0.17 0.36 0.01 Control Delay 13.3 8.8 55.5 5.2 73.0 26.2 23.5 56.0 60.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 8.8 55.5 5.2 73.0 26.2 23.5 56.0 60.0 0.0 Queue Length 50th (ft) 141 105 129 145 36 3 0 11 25 0 Queue Length 95th (ft) 186 218 172 167 65 38 33 25 46 0 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2995 1056 634 3908 92 180 185 174 179 177 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.54 0.54 0.45 0.50 0.61 0.59 0.17 0.36 0.01 Intersection Summary ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 41 1256 1580 98 399 1637 v/c Ratio 0.22 0.61 0.74 0.19 0.65 0.64 Control Delay 43.4 21.8 28.3 6.6 25.7 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 21.8 28.3 6.6 25.7 20.7 Queue Length 50th (ft) 11 197 256 2 212 213 Queue Length 95th (ft) 28 244 306 44 340 255 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 194 2065 2128 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.61 0.74 0.19 0.65 0.64 Intersection Summary ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Existing Year 2008 with Project PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 763 51 307 292 v/c Ratio 0.40 0.08 0.29 0.27 Control Delay 7.1 2.1 10.0 10.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.1 2.1 10.0 10.0 Queue Length 50th (ft) 28 0 19 18 Queue Length 95th (ft) 34 7 42 40 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 2355 773 1062 1062 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.32 0.07 0.29 0.27 Intersection Summary ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 327 53 2434 v/c Ratio 0.72 0.87 0.35 0.21 0.17 0.50 Control Delay 20.6 28.8 13.6 0.3 39.6 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 20.6 28.8 13.6 0.3 39.6 5.9 Queue Length 50th (ft) 54 52 158 0 33 132 Queue Length 95th (ft) 93 170 288 0 70 301 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1236 686 2901 1524 373 4889 Starvation Cap Reductn 0 0 0 0 0 1234 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.58 0.35 0.21 0.14 0.67 Intersection Summary ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 388 541 63 989 1297 1168 v/c Ratio 0.76 0.35 0.51 0.21 0.40 0.77 Control Delay 58.7 0.6 66.7 4.5 6.7 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 0.6 66.7 4.5 6.7 12.7 Queue Length 50th (ft) 150 0 48 54 74 414 Queue Length 95th (ft) 194 0 92 79 85 760 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 729 1524 224 4677 3256 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.35 0.28 0.21 0.40 0.77 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 414 63 491 21 32 201 201 103 v/c Ratio 0.13 0.11 0.16 0.19 0.20 0.70 0.72 0.30 Control Delay 9.8 4.6 3.8 57.0 5.3 58.2 59.6 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 4.6 3.8 57.0 5.3 58.2 59.6 9.3 Queue Length 50th (ft) 43 5 14 16 0 155 160 0 Queue Length 95th (ft) 72 m13 28 43 8 221 230 46 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 3071 565 3081 113 161 431 415 461 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.11 0.16 0.19 0.20 0.47 0.48 0.22 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 282 [PHONE REDACTED] 1546 v/c Ratio 0.60 0.76 0.61 0.26 0.48 Control Delay 30.7 34.6 49.5 10.0 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 34.6 49.5 10.0 12.4 Queue Length 50th (ft) 40 65 91 97 199 Queue Length 95th (ft) 29 67 118 290 331 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 764 [PHONE REDACTED] 3203 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.53 0.44 0.26 0.48 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 383 450 354 42 907 505 999 v/c Ratio 0.78 0.25 0.71 0.41 0.48 0.81 0.39 Control Delay 52.4 14.4 59.6 66.2 30.0 45.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 14.4 59.6 66.2 30.0 45.9 9.3 Queue Length 50th (ft) 102 22 97 32 193 194 183 Queue Length 95th (ft) 152 47 133 70 264 137 146 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 586 1979 [PHONE REDACTED] 778 2580 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.23 0.66 0.36 0.48 0.65 0.39 Intersection Summary ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1203 [PHONE REDACTED] 76 322 326 168 232 21 v/c Ratio 0.50 0.89 0.74 0.58 0.31 0.88 0.87 0.46 0.62 0.08 Control Delay 24.4 24.6 65.2 15.5 50.2 46.7 45.5 57.2 61.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.4 24.6 65.2 15.5 50.2 46.7 45.5 57.2 61.6 0.7 Queue Length 50th (ft) 249 338 139 326 57 124 122 68 97 0 Queue Length 95th (ft) 292 #699 #271 406 106 #273 #262 103 140 0 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2393 1036 443 3217 310 416 427 431 444 281 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.89 0.74 0.58 0.25 0.77 0.76 0.39 0.52 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1974 1752 [PHONE REDACTED] v/c Ratio 0.30 0.76 0.64 0.24 0.63 0.86dr Control Delay 61.2 24.3 25.4 3.8 38.1 32.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.2 24.3 25.4 3.8 38.1 32.5 Queue Length 50th (ft) 16 420 317 0 249 234 Queue Length 95th (ft) 36 483 361 46 377 275 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 145 2609 2754 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.76 0.64 0.24 0.63 0.61 Intersection Summary dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 1067 11 137 684 v/c Ratio 0.73 0.02 0.10 0.49 Control Delay 14.5 5.6 7.0 9.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.5 5.6 7.0 9.4 Queue Length 50th (ft) 63 0 8 48 Queue Length 95th (ft) 93 6 17 78 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1512 487 1405 1405 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.71 0.02 0.10 0.49 Intersection Summary ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 765 63 1772 v/c Ratio 0.86dr 0.90 0.49 0.50 0.51 0.40 Control Delay 21.2 33.3 19.7 2.2 66.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.2 33.3 19.7 2.2 66.7 8.2 Queue Length 50th (ft) 88 129 283 39 48 133 Queue Length 95th (ft) 121 245 443 142 92 254 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1461 774 3104 1524 175 4466 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.61 0.49 0.50 0.36 0.40 Intersection Summary dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 388 581 85 1929 1057 860 v/c Ratio 0.76 0.38 0.58 0.41 0.33 0.56 Control Delay 58.7 0.7 67.4 5.7 9.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 0.7 67.4 5.7 9.3 7.1 Queue Length 50th (ft) 150 0 64 130 105 184 Queue Length 95th (ft) 194 0 114 179 127 534 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 784 1524 323 4677 3199 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.38 0.26 0.41 0.33 0.56 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 466 53 732 21 63 197 200 67 v/c Ratio 0.18 0.12 0.28 0.07 0.21 0.69 0.73 0.22 Control Delay 15.5 8.2 7.6 43.1 12.0 58.3 61.3 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 8.2 7.6 43.1 12.0 58.3 61.3 10.4 Queue Length 50th (ft) 64 9 43 14 0 152 162 0 Queue Length 95th (ft) 100 m14 55 38 39 218 232 38 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2596 446 2604 283 307 417 401 423 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.12 0.28 0.07 0.21 0.47 0.50 0.16 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 1103 [PHONE REDACTED] 1715 337 v/c Ratio 0.94 0.90 0.57 0.48 0.84 0.46 Control Delay 27.6 28.3 47.3 21.8 36.3 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 28.3 47.3 21.8 36.3 14.4 Queue Length 50th (ft) 142 98 64 313 432 85 Queue Length 95th (ft) m#559 m#564 m94 376 523 176 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1191 [PHONE REDACTED] 2048 738 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.89 0.44 0.48 0.84 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 399 487 493 95 1070 602 1197 v/c Ratio 0.81 0.25 0.78 0.59 0.65 0.84 0.53 Control Delay 61.6 7.9 60.2 66.8 37.0 25.0 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.6 7.9 60.2 66.8 37.0 25.0 22.2 Queue Length 50th (ft) 136 12 136 71 265 152 350 Queue Length 95th (ft) #191 27 178 127 325 m189 m399 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 517 1983 [PHONE REDACTED] 792 2241 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.25 0.76 0.49 0.65 0.76 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1512 [PHONE REDACTED] 76 156 155 168 84 v/c Ratio 0.56 0.85 0.86 0.59 0.67 0.66 0.63 0.94 0.46 Control Delay 19.5 25.0 60.2 7.2 81.4 24.0 20.3 109.8 62.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 25.0 60.2 7.2 81.4 24.0 20.3 109.8 62.2 Queue Length 50th (ft) 275 372 205 241 60 6 0 66 33 Queue Length 95th (ft) 321 #674 #282 275 #130 #82 69 #135 60 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2708 [PHONE REDACTED] 122 242 252 178 184 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.85 0.82 0.59 0.62 0.64 0.62 0.94 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2002 2326 [PHONE REDACTED] v/c Ratio 0.47 0.86 0.93 0.65 0.81 0.80 Control Delay 74.2 32.9 41.2 28.5 42.8 33.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 32.9 41.2 28.5 42.8 33.1 Queue Length 50th (ft) 17 491 532 229 390 391 Queue Length 95th (ft) 36 563 #635 375 #617 443 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 90 2324 2491 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.86 0.93 0.65 0.81 0.80 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 No Project PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 847 53 516 358 v/c Ratio 0.54 0.10 0.40 0.27 Control Delay 10.2 3.4 8.2 7.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.2 3.4 8.2 7.5 Queue Length 50th (ft) 37 0 30 20 Queue Length 95th (ft) 57 11 51 35 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1590 540 1303 1303 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.53 0.10 0.40 0.27 Intersection Summary ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 327 53 2434 v/c Ratio 0.72 0.87 0.35 0.21 0.17 0.50 Control Delay 20.6 28.8 13.6 0.3 39.6 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 20.6 28.8 13.6 0.3 39.6 5.9 Queue Length 50th (ft) 54 52 158 0 33 132 Queue Length 95th (ft) 93 170 288 0 70 301 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1236 686 2901 1524 373 4889 Starvation Cap Reductn 0 0 0 0 0 1234 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.58 0.35 0.21 0.14 0.67 Intersection Summary ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 388 541 63 989 1297 1168 v/c Ratio 0.76 0.35 0.51 0.21 0.40 0.77 Control Delay 58.7 0.6 66.7 4.5 6.7 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 0.6 66.7 4.5 6.7 12.7 Queue Length 50th (ft) 150 0 48 54 74 414 Queue Length 95th (ft) 194 0 92 79 85 760 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 729 1524 224 4677 3256 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.35 0.28 0.21 0.40 0.77 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 414 63 491 21 32 201 201 103 v/c Ratio 0.13 0.11 0.16 0.19 0.20 0.70 0.72 0.30 Control Delay 9.8 4.6 3.8 57.0 5.3 58.2 59.6 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 4.6 3.8 57.0 5.3 58.2 59.6 9.3 Queue Length 50th (ft) 43 5 14 16 0 155 160 0 Queue Length 95th (ft) 72 m13 28 43 8 221 230 46 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 3071 565 3081 113 161 431 415 461 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.11 0.16 0.19 0.20 0.47 0.48 0.22 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 282 [PHONE REDACTED] 1546 v/c Ratio 0.60 0.76 0.61 0.26 0.48 Control Delay 30.7 34.6 49.5 10.0 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 34.6 49.5 10.0 12.4 Queue Length 50th (ft) 40 65 91 97 199 Queue Length 95th (ft) 29 67 118 290 331 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 764 [PHONE REDACTED] 3203 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.53 0.44 0.26 0.48 Intersection Summary ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 383 450 354 42 907 505 999 v/c Ratio 0.78 0.25 0.71 0.41 0.48 0.81 0.39 Control Delay 52.4 14.4 59.6 66.2 30.0 45.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 14.4 59.6 66.2 30.0 45.9 9.3 Queue Length 50th (ft) 102 22 97 32 193 194 183 Queue Length 95th (ft) 152 47 133 70 264 137 146 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 586 1979 [PHONE REDACTED] 778 2580 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.23 0.66 0.36 0.48 0.65 0.39 Intersection Summary ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1203 [PHONE REDACTED] 76 322 326 168 232 21 v/c Ratio 0.50 0.89 0.74 0.58 0.31 0.88 0.87 0.46 0.62 0.08 Control Delay 24.4 24.6 65.2 15.5 50.2 46.7 45.5 57.2 61.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.4 24.6 65.2 15.5 50.2 46.7 45.5 57.2 61.6 0.7 Queue Length 50th (ft) 249 338 139 326 57 124 122 68 97 0 Queue Length 95th (ft) 292 #699 #271 406 106 #273 #262 103 140 0 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2393 1036 443 3217 310 416 427 431 444 281 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.89 0.74 0.58 0.25 0.77 0.76 0.39 0.52 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 1974 1752 [PHONE REDACTED] v/c Ratio 0.30 0.76 0.64 0.24 0.63 0.86dr Control Delay 61.2 24.3 25.4 3.8 38.1 32.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.2 24.3 25.4 3.8 38.1 32.5 Queue Length 50th (ft) 16 420 317 0 249 234 Queue Length 95th (ft) 36 483 361 46 377 275 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 145 2609 2754 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.76 0.64 0.24 0.63 0.61 Intersection Summary dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 With Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 1067 11 137 684 v/c Ratio 0.73 0.02 0.10 0.49 Control Delay 14.5 5.6 7.0 9.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.5 5.6 7.0 9.4 Queue Length 50th (ft) 63 0 8 48 Queue Length 95th (ft) 93 6 17 78 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1512 487 1405 1405 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.71 0.02 0.10 0.49 Intersection Summary ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 781 63 1776 v/c Ratio 0.86dr 0.90 0.49 0.51 0.51 0.40 Control Delay 21.2 33.3 19.7 2.3 66.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.2 33.3 19.7 2.3 66.7 8.2 Queue Length 50th (ft) 88 129 284 43 48 133 Queue Length 95th (ft) 121 245 445 154 92 255 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1461 774 3104 1524 175 4466 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.61 0.49 0.51 0.36 0.40 Intersection Summary dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 388 596 85 1951 1061 860 v/c Ratio 0.76 0.39 0.58 0.42 0.33 0.56 Control Delay 58.7 0.8 67.4 5.7 9.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 0.8 67.4 5.7 9.3 7.1 Queue Length 50th (ft) 150 0 64 132 105 184 Queue Length 95th (ft) 194 0 114 181 128 534 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 784 1524 323 4677 3199 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.39 0.26 0.42 0.33 0.56 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 466 53 732 21 63 197 200 67 v/c Ratio 0.18 0.12 0.28 0.07 0.21 0.69 0.73 0.22 Control Delay 15.5 8.2 7.6 43.1 12.0 58.3 61.3 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 8.2 7.6 43.1 12.0 58.3 61.3 10.4 Queue Length 50th (ft) 64 9 43 14 0 152 162 0 Queue Length 95th (ft) 100 m14 55 38 39 218 232 38 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2596 446 2604 283 307 417 401 423 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.12 0.28 0.07 0.21 0.47 0.50 0.16 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 1103 [PHONE REDACTED] 1715 337 v/c Ratio 0.94 0.90 0.57 0.48 0.84 0.46 Control Delay 27.5 28.3 47.3 21.8 36.3 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.5 28.3 47.3 21.8 36.3 14.4 Queue Length 50th (ft) 142 98 64 313 432 85 Queue Length 95th (ft) m#559 m#559 m94 376 523 176 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1191 [PHONE REDACTED] 2048 738 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.89 0.44 0.48 0.84 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 399 487 493 95 1070 602 1197 v/c Ratio 0.81 0.25 0.78 0.59 0.65 0.84 0.53 Control Delay 61.6 7.9 60.2 66.8 37.0 25.0 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.6 7.9 60.2 66.8 37.0 25.0 22.2 Queue Length 50th (ft) 136 12 136 71 265 152 350 Queue Length 95th (ft) #191 27 178 127 325 m189 m399 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 517 1983 [PHONE REDACTED] 792 2241 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.25 0.76 0.49 0.65 0.76 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 1518 [PHONE REDACTED] 76 156 155 168 84 v/c Ratio 0.56 0.86 0.86 0.59 0.67 0.66 0.63 0.94 0.46 Control Delay 19.5 26.4 60.2 7.2 81.4 24.0 20.3 109.8 62.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 26.4 60.2 7.2 81.4 24.0 20.3 109.8 62.2 Queue Length 50th (ft) 278 391 205 244 60 6 0 66 33 Queue Length 95th (ft) 323 #701 #282 278 #130 #82 69 #135 60 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2708 [PHONE REDACTED] 122 242 252 178 184 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.86 0.82 0.59 0.62 0.64 0.62 0.94 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2008 2332 [PHONE REDACTED] v/c Ratio 0.47 0.86 0.94 0.65 0.81 0.80 Control Delay 74.2 33.0 41.5 28.5 43.1 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 33.0 41.5 28.5 43.1 33.3 Queue Length 50th (ft) 17 494 535 229 392 395 Queue Length 95th (ft) 36 566 #638 375 #622 448 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 90 2324 2491 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.86 0.94 0.65 0.81 0.80 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Interim Year 2015 With Project PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 859 53 516 358 v/c Ratio 0.55 0.10 0.40 0.27 Control Delay 10.2 3.4 8.2 7.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.2 3.4 8.2 7.5 Queue Length 50th (ft) 38 0 30 20 Queue Length 95th (ft) 58 11 51 35 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1590 540 1303 1303 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.54 0.10 0.40 0.27 Intersection Summary ---PAGE BREAK--- Future Year 2030 With Project ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 472 397 989 214 95 3443 v/c Ratio 0.72 0.87 0.37 0.14 0.25 0.71 Control Delay 20.5 29.1 14.8 0.2 40.9 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.6 Total Delay 20.5 29.1 14.8 0.2 40.9 9.0 Queue Length 50th (ft) 54 54 157 0 61 261 Queue Length 95th (ft) 94 171 280 0 111 577 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1236 686 2651 1524 373 4882 Starvation Cap Reductn 0 0 0 0 0 882 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.58 0.37 0.14 0.25 0.86 Intersection Summary ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 374 399 74 872 2225 1249 v/c Ratio 0.76 0.26 0.54 0.19 0.68 0.82 Control Delay 59.0 0.4 67.1 4.3 9.1 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 Total Delay 59.0 0.4 67.1 4.3 9.2 13.2 Queue Length 50th (ft) 144 0 56 45 261 642 Queue Length 95th (ft) 189 0 104 67 161 474 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 729 1524 224 4704 3249 1524 Starvation Cap Reductn 0 0 0 0 186 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.26 0.33 0.19 0.73 0.82 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 987 158 874 21 42 312 315 142 v/c Ratio 0.35 0.63 0.31 0.19 0.26 0.81 0.85 0.31 Control Delay 14.8 23.7 6.8 57.0 9.8 59.3 64.1 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 23.7 6.8 57.0 9.8 59.3 64.1 7.5 Queue Length 50th (ft) 151 47 50 16 0 233 248 0 Queue Length 95th (ft) 185 m64 m56 43 20 344 #390 52 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2781 250 2785 113 161 431 414 490 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.63 0.31 0.19 0.26 0.72 0.76 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT Lane Group Flow (vph) 277 [PHONE REDACTED] 2345 v/c Ratio 0.55 0.79 0.66 0.34 0.80 Control Delay 44.2 52.1 43.1 16.7 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 52.1 43.1 16.7 22.4 Queue Length 50th (ft) 75 112 113 261 480 Queue Length 95th (ft) m85 m135 m122 439 #759 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 712 [PHONE REDACTED] 2941 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.39 0.58 0.53 0.34 0.80 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 547 1124 716 74 1109 579 1587 v/c Ratio 0.90 0.49 0.97 0.67 0.77 0.88 0.74 Control Delay 67.1 22.2 77.6 82.6 43.1 50.4 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.1 22.2 77.6 82.6 43.1 50.4 16.2 Queue Length 50th (ft) 197 124 ~217 57 291 181 413 Queue Length 95th (ft) #297 167 #304 #126 347 #275 326 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 641 2306 [PHONE REDACTED] 696 2157 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.49 0.97 0.63 0.77 0.83 0.74 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & 1/Katella Avenue 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 1548 1372 547 2043 123 432 435 453 621 21 v/c Ratio 0.67 0.97 1.02 0.58 0.47 0.98 0.96 0.79 1.04 0.06 Control Delay 34.1 38.4 95.3 18.5 52.9 58.7 55.7 58.8 97.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 38.4 95.3 18.5 52.9 58.7 55.7 58.8 97.4 0.3 Queue Length 50th (ft) 292 377 ~234 290 92 167 161 176 ~275 0 Queue Length 95th (ft) 334 #571 #345 325 160 #403 #383 #237 #395 0 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2320 1414 534 3541 263 442 451 577 595 348 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.97 1.02 0.58 0.47 0.98 0.96 0.79 1.04 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 42 2822 2079 [PHONE REDACTED] v/c Ratio 0.36 0.95 0.64 0.54 0.95 1.57dr Control Delay 65.0 30.4 19.9 13.4 76.9 56.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.0 30.4 19.9 13.4 76.9 56.7 Queue Length 50th (ft) 16 695 340 148 359 350 Queue Length 95th (ft) 36 789 383 264 #601 #437 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 118 2976 3225 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.95 0.64 0.54 0.95 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 With Project AM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 1005 11 137 1137 v/c Ratio 0.69 0.02 0.10 0.80 Control Delay 13.9 5.6 7.0 16.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.9 5.6 7.0 16.1 Queue Length 50th (ft) 58 0 8 97 Queue Length 95th (ft) 86 6 17 #191 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1512 487 1413 1413 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.66 0.02 0.10 0.80 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 9: Harbor Blvd & I-5 NB Ramps 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) [PHONE REDACTED] 732 63 2062 v/c Ratio 0.85dr 0.90 0.73 0.48 0.51 0.47 Control Delay 21.6 33.4 23.9 1.1 66.7 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.6 33.4 23.9 1.1 66.7 9.4 Queue Length 50th (ft) 95 139 497 0 48 173 Queue Length 95th (ft) 125 254 #791 4 92 322 Internal Link Dist (ft) 482 25 567 Turn Bay Length (ft) Base Capacity (vph) 1462 774 3059 1524 175 4408 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.62 0.73 0.48 0.36 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. ---PAGE BREAK--- Queues 10: Harbor Blvd & I-5 SB Ramps 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 314 [PHONE REDACTED] 1337 977 v/c Ratio 0.72 0.29 0.63 0.56 0.42 0.64 Control Delay 59.5 0.5 68.0 6.0 10.5 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.5 0.5 68.0 6.0 10.5 9.3 Queue Length 50th (ft) 122 0 79 198 135 263 Queue Length 95th (ft) 164 0 133 268 180 557 Internal Link Dist (ft) 456 2347 481 Turn Bay Length (ft) Base Capacity (vph) 784 1524 323 4813 3169 1524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.29 0.33 0.56 0.42 0.64 Intersection Summary ---PAGE BREAK--- Queues 17: Zeyn Street/I-5 SB Off-Ramp & Disney Way 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 3 Lane Group EBT WBL WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 727 95 1316 21 137 256 252 113 v/c Ratio 0.35 0.39 0.63 0.05 0.31 0.77 0.79 0.29 Control Delay 24.3 18.7 19.1 35.5 16.4 60.5 62.2 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 18.7 19.1 35.5 16.4 60.5 62.2 8.6 Queue Length 50th (ft) 137 29 148 13 29 196 201 0 Queue Length 95th (ft) 183 m28 m141 34 84 284 294 48 Internal Link Dist (ft) 74 600 483 Turn Bay Length (ft) Base Capacity (vph) 2094 242 2097 411 436 404 389 446 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.39 0.63 0.05 0.31 0.63 0.65 0.25 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 20: Anaheim Blvd & I-5 On-Ramp/Anaheim Way 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 4 Lane Group WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 1521 [PHONE REDACTED] 2195 400 v/c Ratio 1.18 1.19 1.41 0.78 1.12 0.59 Control Delay 104.4 107.5 219.5 30.1 96.6 24.1 Queue Delay 0.0 0.0 0.0 1.5 0.0 0.0 Total Delay 104.4 107.5 219.5 31.6 96.6 24.1 Queue Length 50th (ft) ~761 ~718 ~144 570 ~718 174 Queue Length 95th (ft) m315 m#241 m#129 m530 #812 280 Internal Link Dist (ft) 1246 583 848 Turn Bay Length (ft) Base Capacity (vph) 1284 [PHONE REDACTED] 1957 676 Starvation Cap Reductn 0 0 0 334 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.18 1.19 1.41 0.90 1.12 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 21: Disney Way/Anaheim Way & Anaheim Blvd 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 5 Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 579 915 [PHONE REDACTED] 589 1721 v/c Ratio 1.06 0.40 1.03 1.20 1.08 0.99 0.99 Control Delay 106.7 14.8 87.8 169.4 87.6 38.2 40.1 Queue Delay 13.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 120.4 14.8 87.8 169.4 87.6 38.2 40.1 Queue Length 50th (ft) ~260 55 ~269 ~258 ~519 198 516 Queue Length 95th (ft) #366 97 #359 #430 #619 m165 m458 Internal Link Dist (ft) [PHONE REDACTED] 583 Turn Bay Length (ft) Base Capacity (vph) 544 2280 [PHONE REDACTED] 594 1743 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 19 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.10 0.40 1.03 1.20 1.08 0.99 0.99 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ---PAGE BREAK--- Queues 25: I-5 SB Ramps/Manchester Avenue & Katella Avenue 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 6 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 2017 1184 811 2588 150 145 137 547 158 v/c Ratio 0.83 0.83 0.98 0.62 0.81 0.58 0.48 1.30 0.36 Control Delay 40.3 23.4 75.9 14.2 86.9 29.7 14.1 195.6 55.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.3 23.4 75.9 14.2 86.9 29.7 14.1 195.6 55.1 Queue Length 50th (ft) 444 277 ~377 358 130 41 0 ~303 65 Queue Length 95th (ft) 494 390 #504 390 #233 118 64 #418 102 Internal Link Dist (ft) 218 786 469 88 Turn Bay Length (ft) Base Capacity (vph) 2431 1427 828 4184 206 270 304 421 434 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.83 0.98 0.62 0.73 0.54 0.45 1.30 0.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 26: I-5 NB Off-Ramp/Anaheim Way & Katella Avenue 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 7 Lane Group EBL EBT WBT WBR NBL NBT Lane Group Flow (vph) 53 2722 3274 [PHONE REDACTED] v/c Ratio 0.65 1.00 1.11 1.06 1.29 1.28 Control Delay 91.5 43.1 83.1 79.4 179.4 165.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.5 43.1 83.1 79.4 179.4 165.2 Queue Length 50th (ft) 21 734 ~914 ~727 ~739 ~753 Queue Length 95th (ft) #54 #889 #983 #1020 #1016 #832 Internal Link Dist (ft) 23 821 291 Turn Bay Length (ft) Base Capacity (vph) 82 2731 2956 [PHONE REDACTED] Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.65 1.00 1.11 1.06 1.29 1.28 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- Queues 69: Disneyland Drive & I-5 SB Off-Ramp 8/18/2014 Future Year 2030 With Project PM 10/24/2013 7 - Report Page 8 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 773 53 958 484 v/c Ratio 0.60 0.12 0.57 0.29 Control Delay 14.6 5.0 8.6 6.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.6 5.0 8.6 6.4 Queue Length 50th (ft) 50 0 66 27 Queue Length 95th (ft) 76 16 104 47 Internal Link Dist (ft) 532 240 427 Turn Bay Length (ft) Base Capacity (vph) 1300 451 1681 1681 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.59 0.12 0.57 0.29 Intersection Summary ---PAGE BREAK--- Freeway Ramp Analysis Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 230 vph Volume on Freeway: 5,290 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 707 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 7 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.97 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 6,084 pc/h 809 pc/h 263 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 1,943 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,171 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,362 pc/h 9,600 pc/h No vR: 809 pc/h 3,800 pc/h No v3 or vav34: 1,614 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,068 pc/h Flow Entering Diverge Influence Area: 2,068 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.501 DR: 8.5 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 74.4 mi/h Level of Service: A Total Average Speed 65.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 320 vph Volume on Freeway: 8,110 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,100 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 7 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.97 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.95 Adjusted Volumes: 9,327 pc/h 1,259 pc/h 347 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,872 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,462 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,203 pc/h 9,600 pc/h No vR: 1,259 pc/h 3,800 pc/h No v3 or vav34: 2,295 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,985 pc/h Flow Entering Diverge Influence Area: 2,985 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.541 DR: 16.4 pc/mi/ln Speed in Ramp Influence Area (SR): 54.8 mi/h Speed in Outer Freeway Lanes (SO): 71.7 mi/h Level of Service: B Total Average Speed 64.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 707 vph Volume on Freeway: 4,580 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 230 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,318 pc/h 263 pc/h 809 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.185 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 984 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,581 pc/h 9,600 pc/h No v3 or vav34: 2,167 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,127 pc/h Flow Entering Diverge Influence Area: 2,127 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.322 DR: 20.2 pc/mi/ln Speed in Ramp Influence Area (SR): 61.0 mi/h Speed in Outer Freeway Lanes (SO): 66.1 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,100 vph Volume on Freeway: 6,990 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 320 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,689 pc/h 347 pc/h 1,193 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.174 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,341 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,036 pc/h 9,600 pc/h No v3 or vav34: 3,174 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,076 pc/h Flow Entering Diverge Influence Area: 3,076 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.399 DR: 28.3 pc/mi/ln Speed in Ramp Influence Area (SR): 58.8 mi/h Speed in Outer Freeway Lanes (SO): 63.4 mi/h Level of Service: D Total Average Speed 61.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 230 vph Volume on Freeway: 4,810 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 200 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,585 pc/h 229 pc/h 263 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.189 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,057 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,814 pc/h 9,600 pc/h No v3 or vav34: 2,264 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,234 pc/h Flow Entering Diverge Influence Area: 2,234 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.332 DR: 21.4 pc/mi/ln Speed in Ramp Influence Area (SR): 60.7 mi/h Speed in Outer Freeway Lanes (SO): 65.8 mi/h Level of Service: C Total Average Speed 63.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 320 vph Volume on Freeway: 7,310 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 280 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,488 pc/h 320 pc/h 366 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.178 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,509 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,808 pc/h 9,600 pc/h No v3 or vav34: 3,490 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,395 pc/h Flow Entering Diverge Influence Area: 3,395 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.446 DR: 31.2 pc/mi/ln Speed in Ramp Influence Area (SR): 57.5 mi/h Speed in Outer Freeway Lanes (SO): 62.0 mi/h Level of Service: D Total Average Speed 60.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 200 vph Volume on Freeway: 5,010 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 286 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,817 pc/h 327 pc/h 229 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.172 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,001 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,144 pc/h 9,600 pc/h No v3 or vav34: 2,408 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,327 pc/h Flow Entering Diverge Influence Area: 2,327 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.334 DR: 22.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.6 mi/h Speed in Outer Freeway Lanes (SO): 65.5 mi/h Level of Service: C Total Average Speed 63.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 280 vph Volume on Freeway: 7,590 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 858 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,813 pc/h 982 pc/h 320 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.085 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 747 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,795 pc/h 9,600 pc/h Yes v3 or vav34: 4,033 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,525 pc/h Flow Entering Diverge Influence Area: 3,525 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.633 DR: 36.4 pc/mi/ln Speed in Ramp Influence Area (SR): 52.3 mi/h Speed in Outer Freeway Lanes (SO): 61.4 mi/h Level of Service: F Total Average Speed 57.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 244 vph Volume on Freeway: 5,126 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 790 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,952 pc/h 904 pc/h 279 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,716 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,059 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,155 pc/h 9,600 pc/h No vR: 904 pc/h 1,900 pc/h No v3 or vav34: 1,172 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,716 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.509 DR: 23.1 pc/mi/ln Speed in Ramp Influence Area (SR): 55.7 mi/h Speed in Outer Freeway Lanes (SO): 76.1 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 593 vph Volume on Freeway: 8,048 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 960 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 9,345 pc/h 1,099 pc/h 679 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,879 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,476 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,377 pc/h 9,600 pc/h No vR: 1,099 pc/h 1,900 pc/h No v3 or vav34: 1,799 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,879 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.527 DR: 33.1 pc/mi/ln Speed in Ramp Influence Area (SR): 55.2 mi/h Speed in Outer Freeway Lanes (SO): 73.7 mi/h Level of Service: D Total Average Speed 62.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 790 vph Volume on Freeway: 4,366 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 244 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,069 pc/h 279 pc/h 904 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.185 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 938 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,348 pc/h 9,600 pc/h No v3 or vav34: 2,066 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,028 pc/h Flow Entering Diverge Influence Area: 2,028 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.318 DR: 19.6 pc/mi/ln Speed in Ramp Influence Area (SR): 61.1 mi/h Speed in Outer Freeway Lanes (SO): 66.3 mi/h Level of Service: B Total Average Speed 63.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 960 vph Volume on Freeway: 7,118 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 593 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,265 pc/h 679 pc/h 1,099 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.142 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,174 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,944 pc/h 9,600 pc/h No v3 or vav34: 3,546 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,306 pc/h Flow Entering Diverge Influence Area: 3,306 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.489 DR: 32.5 pc/mi/ln Speed in Ramp Influence Area (SR): 56.3 mi/h Speed in Outer Freeway Lanes (SO): 62.4 mi/h Level of Service: D Total Average Speed 59.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 244 vph Volume on Freeway: 4,610 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 459 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,071 pc/h 498 pc/h 265 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.164 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 830 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,569 pc/h 9,600 pc/h No v3 or vav34: 2,121 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,028 pc/h Flow Entering Diverge Influence Area: 2,028 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.328 DR: 21.2 pc/mi/ln Speed in Ramp Influence Area (SR): 60.8 mi/h Speed in Outer Freeway Lanes (SO): 66.3 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 593 vph Volume on Freeway: 7,711 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 687 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,482 pc/h 745 pc/h 643 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.142 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,204 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,227 pc/h 9,600 pc/h No v3 or vav34: 3,639 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,393 pc/h Flow Entering Diverge Influence Area: 3,393 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.523 DR: 33.6 pc/mi/ln Speed in Ramp Influence Area (SR): 55.3 mi/h Speed in Outer Freeway Lanes (SO): 62.0 mi/h Level of Service: D Total Average Speed 58.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 459 vph Volume on Freeway: 5,079 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 290 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 5,587 pc/h 314 pc/h 525 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.180 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,005 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,901 pc/h 9,600 pc/h No v3 or vav34: 2,291 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,235 pc/h Flow Entering Diverge Influence Area: 2,235 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.336 DR: 22.1 pc/mi/ln Speed in Ramp Influence Area (SR): 60.6 mi/h Speed in Outer Freeway Lanes (SO): 65.8 mi/h Level of Service: C Total Average Speed 63.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 687 vph Volume on Freeway: 8,398 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 409 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 9,238 pc/h 443 pc/h 786 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.165 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,523 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,681 pc/h 9,600 pc/h Yes v3 or vav34: 3,858 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,695 pc/h Flow Entering Diverge Influence Area: 3,695 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.530 DR: 34.4 pc/mi/ln Speed in Ramp Influence Area (SR): 55.1 mi/h Speed in Outer Freeway Lanes (SO): 60.6 mi/h Level of Service: F Total Average Speed 58.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 650 vph Volume on Freeway: 6,360 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 580 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 6,996 pc/h 629 pc/h 744 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,012 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,947 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,318 pc/h 9,600 pc/h No vR: 629 pc/h 3,800 pc/h No v3 or vav34: 1,968 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,379 pc/h Flow Entering Diverge Influence Area: 2,379 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.485 DR: 11.2 pc/mi/ln Speed in Ramp Influence Area (SR): 56.4 mi/h Speed in Outer Freeway Lanes (SO): 73.0 mi/h Level of Service: B Total Average Speed 65.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 900 vph Volume on Freeway: 7,704 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 750 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 8,474 pc/h 813 pc/h 1,030 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,364 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,779 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,966 pc/h 9,600 pc/h No vR: 813 pc/h 3,800 pc/h No v3 or vav34: 2,208 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,712 pc/h Flow Entering Diverge Influence Area: 2,712 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.501 DR: 14.1 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 72.1 mi/h Level of Service: B Total Average Speed 65.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 674 vph Volume on Freeway: 5,839 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 650 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 6,423 pc/h 705 pc/h 771 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.130 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 832 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,128 pc/h 9,600 pc/h No v3 or vav34: 2,796 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,569 pc/h Flow Entering Diverge Influence Area: 2,569 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.389 DR: 27.6 pc/mi/ln Speed in Ramp Influence Area (SR): 59.1 mi/h Speed in Outer Freeway Lanes (SO): 64.9 mi/h Level of Service: C Total Average Speed 62.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 744 vph Volume on Freeway: 6,991 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 900 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 7,690 pc/h 976 pc/h 851 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.096 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 737 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,666 pc/h 9,600 pc/h No v3 or vav34: 3,477 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,076 pc/h Flow Entering Diverge Influence Area: 3,076 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.510 DR: 33.5 pc/mi/ln Speed in Ramp Influence Area (SR): 55.7 mi/h Speed in Outer Freeway Lanes (SO): 63.4 mi/h Level of Service: D Total Average Speed 59.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,133 vph Volume on Freeway: 6,413 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 674 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 7,446 pc/h 771 pc/h 1,297 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,032 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,957 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,186 pc/h 9,600 pc/h No vR: 771 pc/h 1,900 pc/h No v3 or vav34: 1,463 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,032 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.497 DR: 25.8 pc/mi/ln Speed in Ramp Influence Area (SR): 56.1 mi/h Speed in Outer Freeway Lanes (SO): 75.0 mi/h Level of Service: C Total Average Speed 64.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 818 vph Volume on Freeway: 7,852 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 744 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 9,117 pc/h 851 pc/h 936 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,660 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,294 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,443 pc/h 9,600 pc/h No vR: 851 pc/h 1,900 pc/h No v3 or vav34: 1,817 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,660 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.505 DR: 31.2 pc/mi/ln Speed in Ramp Influence Area (SR): 55.9 mi/h Speed in Outer Freeway Lanes (SO): 73.6 mi/h Level of Service: D Total Average Speed 63.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 674 vph Volume on Freeway: 5,805 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,133 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 6,740 pc/h 1,297 pc/h 771 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.058 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 388 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,037 pc/h 9,600 pc/h No v3 or vav34: 3,176 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,696 pc/h Flow Entering Diverge Influence Area: 2,696 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.490 DR: 32.3 pc/mi/ln Speed in Ramp Influence Area (SR): 56.3 mi/h Speed in Outer Freeway Lanes (SO): 64.5 mi/h Level of Service: D Total Average Speed 60.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 744 vph Volume on Freeway: 7,158 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 818 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,311 pc/h 936 pc/h 851 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.105 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 871 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,247 pc/h 9,600 pc/h No v3 or vav34: 3,720 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,324 pc/h Flow Entering Diverge Influence Area: 3,324 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.555 DR: 34.5 pc/mi/ln Speed in Ramp Influence Area (SR): 54.5 mi/h Speed in Outer Freeway Lanes (SO): 62.3 mi/h Level of Service: D Total Average Speed 58.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 540 vph Volume on Freeway: 7,015 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 450 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,145 pc/h 515 pc/h 618 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,131 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,516 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,001 pc/h 9,600 pc/h No vR: 515 pc/h 1,900 pc/h No v3 or vav34: 1,693 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,131 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.474 DR: 26.7 pc/mi/ln Speed in Ramp Influence Area (SR): 56.7 mi/h Speed in Outer Freeway Lanes (SO): 74.1 mi/h Level of Service: C Total Average Speed 64.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 200 vph Volume on Freeway: 8,054 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 510 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 9,352 pc/h 584 pc/h 229 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,592 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,482 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,898 pc/h 9,600 pc/h No vR: 584 pc/h 1,900 pc/h No v3 or vav34: 1,945 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,592 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.481 DR: 30.6 pc/mi/ln Speed in Ramp Influence Area (SR): 56.5 mi/h Speed in Outer Freeway Lanes (SO): 73.1 mi/h Level of Service: D Total Average Speed 64.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 450 vph Volume on Freeway: 5,603 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 540 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 6,506 pc/h 618 pc/h 515 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 1,895 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,530 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,912 pc/h 9,600 pc/h No vR: 618 pc/h 3,800 pc/h No v3 or vav34: 1,818 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,212 pc/h Flow Entering Diverge Influence Area: 2,212 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.484 DR: 4.4 pc/mi/ln Speed in Ramp Influence Area (SR): 56.5 mi/h Speed in Outer Freeway Lanes (SO): 73.6 mi/h Level of Service: A Total Average Speed 66.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 510 vph Volume on Freeway: 6,958 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 200 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,079 pc/h 229 pc/h 584 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 1,850 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,463 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,234 pc/h 9,600 pc/h No vR: 229 pc/h 3,800 pc/h No v3 or vav34: 2,307 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,585 pc/h Flow Entering Diverge Influence Area: 2,585 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.449 DR: 7.6 pc/mi/ln Speed in Ramp Influence Area (SR): 57.4 mi/h Speed in Outer Freeway Lanes (SO): 71.7 mi/h Level of Service: A Total Average Speed 65.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 550 vph Volume on Freeway: 5,063 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 400 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 5,879 pc/h 458 pc/h 629 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.163 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 960 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,337 pc/h 9,600 pc/h No v3 or vav34: 2,460 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,352 pc/h Flow Entering Diverge Influence Area: 2,352 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.344 DR: 23.4 pc/mi/ln Speed in Ramp Influence Area (SR): 60.4 mi/h Speed in Outer Freeway Lanes (SO): 65.4 mi/h Level of Service: C Total Average Speed 63.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 230 vph Volume on Freeway: 6,758 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 572 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 7,847 pc/h 655 pc/h 263 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.142 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,113 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,502 pc/h 9,600 pc/h No v3 or vav34: 3,367 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,139 pc/h Flow Entering Diverge Influence Area: 3,139 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.452 DR: 31.0 pc/mi/ln Speed in Ramp Influence Area (SR): 57.3 mi/h Speed in Outer Freeway Lanes (SO): 63.1 mi/h Level of Service: D Total Average Speed 60.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 400 vph Volume on Freeway: 5,463 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 289 vph Type: On Length of First Lane: 600 ft Distance: 1,260 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 6,343 pc/h 331 pc/h 458 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.173 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,099 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,674 pc/h 9,600 pc/h No v3 or vav34: 2,622 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,537 pc/h Flow Entering Diverge Influence Area: 2,537 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.348 DR: 23.9 pc/mi/ln Speed in Ramp Influence Area (SR): 60.3 mi/h Speed in Outer Freeway Lanes (SO): 64.9 mi/h Level of Service: C Total Average Speed 62.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 572 vph Volume on Freeway: 7,331 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 343 vph Type: On Length of First Lane: 600 ft Distance: 1,260 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.90 0.90 0.90 Adjusted Volumes: 8,512 pc/h 393 pc/h 655 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.165 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,404 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,905 pc/h 9,600 pc/h No v3 or vav34: 3,554 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,405 pc/h Flow Entering Diverge Influence Area: 3,405 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.453 DR: 31.2 pc/mi/ln Speed in Ramp Influence Area (SR): 57.3 mi/h Speed in Outer Freeway Lanes (SO): 61.9 mi/h Level of Service: D Total Average Speed 59.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 5,290 vph Flow Rate (VP): 6,142 vph Peak Hour Factor: 0.90 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 21.6 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 6,142 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 8,110 vph Flow Rate (VP): 9,417 vph Peak Hour Factor: 0.90 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 33.1 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: D Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 9,417 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book5 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 5,603 vph Flow Rate (VP): 6,506 vph Peak Hour Factor: 0.90 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 22.9 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 6,506 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 6,958 vph Flow Rate (VP): 8,079 vph Peak Hour Factor: 0.90 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 28.4 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: D Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 8,079 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book5 ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 287 vph Volume on Freeway: 5,575 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 900 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,133 pc/h 976 pc/h 311 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,078 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,213 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,237 pc/h 9,600 pc/h No vR: 976 pc/h 3,800 pc/h No v3 or vav34: 1,568 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,085 pc/h Flow Entering Diverge Influence Area: 2,085 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.516 DR: 8.7 pc/mi/ln Speed in Ramp Influence Area (SR): 55.6 mi/h Speed in Outer Freeway Lanes (SO): 74.6 mi/h Level of Service: A Total Average Speed 65.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 405 vph Volume on Freeway: 11,608 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,421 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,769 pc/h 1,541 pc/h 439 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,796 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 10,215 pc/h 9,600 pc/h Yes vFO = vF ‐ vR: 8,674 pc/h 9,600 pc/h No vR: 1,541 pc/h 3,800 pc/h No v3 or vav34: 3,210 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,815 pc/h Flow Entering Diverge Influence Area: 4,815 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.567 DR: 32.2 pc/mi/ln Speed in Ramp Influence Area (SR): 54.1 mi/h Speed in Outer Freeway Lanes (SO): 68.2 mi/h Level of Service: F Total Average Speed 61.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 900 vph Volume on Freeway: 4,807 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 277 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,288 pc/h 300 pc/h 976 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.181 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 958 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,588 pc/h 9,600 pc/h No v3 or vav34: 2,165 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,115 pc/h Flow Entering Diverge Influence Area: 2,115 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.323 DR: 20.4 pc/mi/ln Speed in Ramp Influence Area (SR): 61.0 mi/h Speed in Outer Freeway Lanes (SO): 66.1 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,421 vph Volume on Freeway: 10,346 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 405 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,381 pc/h 439 pc/h 1,541 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.164 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,861 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,820 pc/h 9,600 pc/h Yes v3 or vav34: 4,760 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,552 pc/h Flow Entering Diverge Influence Area: 4,552 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.853 DR: 40.4 pc/mi/ln Speed in Ramp Influence Area (SR): 46.1 mi/h Speed in Outer Freeway Lanes (SO): 56.8 mi/h Level of Service: F Total Average Speed 52.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 287 vph Volume on Freeway: 5,063 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 330 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,569 pc/h 358 pc/h 311 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.188 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,047 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,927 pc/h 9,600 pc/h No v3 or vav34: 2,261 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,228 pc/h Flow Entering Diverge Influence Area: 2,228 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.338 DR: 22.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.8 mi/h Level of Service: C Total Average Speed 63.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 405 vph Volume on Freeway: 10,734 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 378 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,807 pc/h 410 pc/h 439 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.174 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 2,059 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,217 pc/h 9,600 pc/h Yes v3 or vav34: 4,874 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,723 pc/h Flow Entering Diverge Influence Area: 4,723 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.947 DR: 42.2 pc/mi/ln Speed in Ramp Influence Area (SR): 43.5 mi/h Speed in Outer Freeway Lanes (SO): 56.0 mi/h Level of Service: F Total Average Speed 50.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 330 vph Volume on Freeway: 5,393 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 346 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,932 pc/h 375 pc/h 358 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.169 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,003 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,307 pc/h 9,600 pc/h No v3 or vav34: 2,465 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,373 pc/h Flow Entering Diverge Influence Area: 2,373 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.340 DR: 23.0 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.4 mi/h Level of Service: C Total Average Speed 63.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 378 vph Volume on Freeway: 11,113 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 980 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,224 pc/h 1,063 pc/h 410 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.080 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 973 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 13,287 pc/h 9,600 pc/h Yes v3 or vav34: 5,626 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,890 pc/h Flow Entering Diverge Influence Area: 4,890 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.780 DR: 47.7 pc/mi/ln Speed in Ramp Influence Area (SR): 20.2 mi/h Speed in Outer Freeway Lanes (SO): 55.3 mi/h Level of Service: F Total Average Speed 34.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 355 vph Volume on Freeway: 5,536 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 821 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,090 pc/h 890 pc/h 385 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,759 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,177 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,287 pc/h 9,600 pc/h No vR: 890 pc/h 1,900 pc/h No v3 or vav34: 1,209 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,759 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.508 DR: 23.5 pc/mi/ln Speed in Ramp Influence Area (SR): 55.8 mi/h Speed in Outer Freeway Lanes (SO): 76.0 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 785 vph Volume on Freeway: 10,253 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 991 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,278 pc/h 1,074 pc/h 851 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 4,540 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 9,022 pc/h 9,600 pc/h No vFO = vF ‐ vR: 7,948 pc/h 9,600 pc/h No vR: 1,074 pc/h 1,900 pc/h No v3 or vav34: 2,241 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 4,540 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.525 DR: 38.8 pc/mi/ln Speed in Ramp Influence Area (SR): 55.3 mi/h Speed in Outer Freeway Lanes (SO): 72.0 mi/h Level of Service: E Total Average Speed 62.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 821 vph Volume on Freeway: 4,756 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 355 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,232 pc/h 385 pc/h 890 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.185 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 969 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,617 pc/h 9,600 pc/h No v3 or vav34: 2,132 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,093 pc/h Flow Entering Diverge Influence Area: 2,093 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.325 DR: 20.9 pc/mi/ln Speed in Ramp Influence Area (SR): 60.9 mi/h Speed in Outer Freeway Lanes (SO): 66.1 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 991 vph Volume on Freeway: 9,303 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 785 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 10,233 pc/h 851 pc/h 1,074 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.139 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,424 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,084 pc/h 9,600 pc/h Yes v3 or vav34: 4,405 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,093 pc/h Flow Entering Diverge Influence Area: 4,093 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.826 DR: 39.9 pc/mi/ln Speed in Ramp Influence Area (SR): 46.9 mi/h Speed in Outer Freeway Lanes (SO): 58.9 mi/h Level of Service: F Total Average Speed 53.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 355 vph Volume on Freeway: 5,113 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 469 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,624 pc/h 508 pc/h 385 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.162 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 912 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,132 pc/h 9,600 pc/h No v3 or vav34: 2,356 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,250 pc/h Flow Entering Diverge Influence Area: 2,250 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.340 DR: 23.0 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.7 mi/h Level of Service: C Total Average Speed 63.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 785 vph Volume on Freeway: 10,088 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 707 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,097 pc/h 767 pc/h 851 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.139 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,544 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,864 pc/h 9,600 pc/h Yes v3 or vav34: 4,777 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,439 pc/h Flow Entering Diverge Influence Area: 4,439 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.990 DR: 42.0 pc/mi/ln Speed in Ramp Influence Area (SR): 42.3 mi/h Speed in Outer Freeway Lanes (SO): 57.3 mi/h Level of Service: F Total Average Speed 50.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 469 vph Volume on Freeway: 5,594 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 341 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,153 pc/h 370 pc/h 508 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.179 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,099 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,523 pc/h 9,600 pc/h No v3 or vav34: 2,527 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,461 pc/h Flow Entering Diverge Influence Area: 2,461 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.352 DR: 24.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.1 mi/h Speed in Outer Freeway Lanes (SO): 65.2 mi/h Level of Service: C Total Average Speed 62.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 707 vph Volume on Freeway: 10,810 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 468 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,891 pc/h 507 pc/h 767 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.162 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,928 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,398 pc/h 9,600 pc/h Yes v3 or vav34: 4,982 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,756 pc/h Flow Entering Diverge Influence Area: 4,756 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.039 DR: 43.2 pc/mi/ln Speed in Ramp Influence Area (SR): 40.9 mi/h Speed in Outer Freeway Lanes (SO): 55.9 mi/h Level of Service: F Total Average Speed 48.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 680 vph Volume on Freeway: 7,039 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 650 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,743 pc/h 705 pc/h 737 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,132 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,194 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,489 pc/h 9,600 pc/h No vR: 705 pc/h 3,800 pc/h No v3 or vav34: 2,031 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,478 pc/h Flow Entering Diverge Influence Area: 2,478 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.491 DR: 12.1 pc/mi/ln Speed in Ramp Influence Area (SR): 56.2 mi/h Speed in Outer Freeway Lanes (SO): 72.8 mi/h Level of Service: B Total Average Speed 65.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 950 vph Volume on Freeway: 8,108 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 835 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,919 pc/h 905 pc/h 1,030 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,525 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,135 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,230 pc/h 9,600 pc/h No vR: 905 pc/h 3,800 pc/h No v3 or vav34: 2,305 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,854 pc/h Flow Entering Diverge Influence Area: 2,854 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.509 DR: 15.3 pc/mi/ln Speed in Ramp Influence Area (SR): 55.7 mi/h Speed in Outer Freeway Lanes (SO): 71.7 mi/h Level of Service: B Total Average Speed 64.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 854 vph Volume on Freeway: 6,508 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 670 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,159 pc/h 726 pc/h 926 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.127 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 909 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,885 pc/h 9,600 pc/h No v3 or vav34: 3,125 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,864 pc/h Flow Entering Diverge Influence Area: 2,864 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.427 DR: 30.0 pc/mi/ln Speed in Ramp Influence Area (SR): 58.0 mi/h Speed in Outer Freeway Lanes (SO): 64.1 mi/h Level of Service: D Total Average Speed 61.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 921 vph Volume on Freeway: 7,375 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 940 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,113 pc/h 1,019 pc/h 999 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.090 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 733 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,132 pc/h 9,600 pc/h No v3 or vav34: 3,690 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,245 pc/h Flow Entering Diverge Influence Area: 3,245 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.563 DR: 35.1 pc/mi/ln Speed in Ramp Influence Area (SR): 54.2 mi/h Speed in Outer Freeway Lanes (SO): 62.7 mi/h Level of Service: E Total Average Speed 58.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,170 vph Volume on Freeway: 6,962 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 854 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,658 pc/h 926 pc/h 1,269 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,194 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,126 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,200 pc/h 9,600 pc/h No vR: 926 pc/h 1,900 pc/h No v3 or vav34: 1,466 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,194 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.511 DR: 27.2 pc/mi/ln Speed in Ramp Influence Area (SR): 55.7 mi/h Speed in Outer Freeway Lanes (SO): 75.0 mi/h Level of Service: C Total Average Speed 63.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 897 vph Volume on Freeway: 8,119 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 921 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,931 pc/h 999 pc/h 973 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,679 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,145 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,146 pc/h 9,600 pc/h No vR: 999 pc/h 1,900 pc/h No v3 or vav34: 1,733 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,679 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.518 DR: 31.4 pc/mi/ln Speed in Ramp Influence Area (SR): 55.5 mi/h Speed in Outer Freeway Lanes (SO): 73.9 mi/h Level of Service: D Total Average Speed 63.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 854 vph Volume on Freeway: 6,324 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,170 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,956 pc/h 1,269 pc/h 926 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.062 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 431 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,225 pc/h 9,600 pc/h No v3 or vav34: 3,263 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,782 pc/h Flow Entering Diverge Influence Area: 2,782 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.503 DR: 32.7 pc/mi/ln Speed in Ramp Influence Area (SR): 55.9 mi/h Speed in Outer Freeway Lanes (SO): 64.3 mi/h Level of Service: D Total Average Speed 60.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 921 vph Volume on Freeway: 7,395 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 897 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,135 pc/h 973 pc/h 999 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.101 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 824 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,108 pc/h 9,600 pc/h No v3 or vav34: 3,656 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,254 pc/h Flow Entering Diverge Influence Area: 3,254 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.546 DR: 34.2 pc/mi/ln Speed in Ramp Influence Area (SR): 54.7 mi/h Speed in Outer Freeway Lanes (SO): 62.6 mi/h Level of Service: D Total Average Speed 59.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 660 vph Volume on Freeway: 7,535 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 520 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,289 pc/h 564 pc/h 716 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,209 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,631 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,067 pc/h 9,600 pc/h No vR: 564 pc/h 1,900 pc/h No v3 or vav34: 1,711 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,209 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.479 DR: 27.3 pc/mi/ln Speed in Ramp Influence Area (SR): 56.6 mi/h Speed in Outer Freeway Lanes (SO): 74.0 mi/h Level of Service: C Total Average Speed 64.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 260 vph Volume on Freeway: 8,593 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 480 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 9,452 pc/h 520 pc/h 282 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,591 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,562 pc/h 9,600 pc/h No vFO = vF ‐ vR: 7,042 pc/h 9,600 pc/h No vR: 520 pc/h 1,900 pc/h No v3 or vav34: 1,986 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,591 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.475 DR: 30.6 pc/mi/ln Speed in Ramp Influence Area (SR): 56.7 mi/h Speed in Outer Freeway Lanes (SO): 72.9 mi/h Level of Service: D Total Average Speed 64.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 520 vph Volume on Freeway: 6,426 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 660 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,069 pc/h 716 pc/h 564 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,000 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,655 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,939 pc/h 9,600 pc/h No vR: 716 pc/h 3,800 pc/h No v3 or vav34: 1,828 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,262 pc/h Flow Entering Diverge Influence Area: 2,262 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.492 DR: 4.8 pc/mi/ln Speed in Ramp Influence Area (SR): 56.2 mi/h Speed in Outer Freeway Lanes (SO): 73.6 mi/h Level of Service: A Total Average Speed 65.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 480 vph Volume on Freeway: 7,309 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 260 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,040 pc/h 282 pc/h 520 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 1,881 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,432 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,150 pc/h 9,600 pc/h No vR: 282 pc/h 3,800 pc/h No v3 or vav34: 2,276 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,573 pc/h Flow Entering Diverge Influence Area: 2,573 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.453 DR: 7.5 pc/mi/ln Speed in Ramp Influence Area (SR): 57.3 mi/h Speed in Outer Freeway Lanes (SO): 71.8 mi/h Level of Service: A Total Average Speed 65.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 520 vph Volume on Freeway: 5,766 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 428 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,343 pc/h 464 pc/h 564 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.164 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,038 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,807 pc/h 9,600 pc/h No v3 or vav34: 2,653 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,537 pc/h Flow Entering Diverge Influence Area: 2,537 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.357 DR: 24.9 pc/mi/ln Speed in Ramp Influence Area (SR): 60.0 mi/h Speed in Outer Freeway Lanes (SO): 64.9 mi/h Level of Service: C Total Average Speed 62.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 530 vph Volume on Freeway: 7,049 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 605 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,754 pc/h 656 pc/h 575 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.145 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,122 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,410 pc/h 9,600 pc/h No v3 or vav34: 3,316 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,102 pc/h Flow Entering Diverge Influence Area: 3,102 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.446 DR: 30.7 pc/mi/ln Speed in Ramp Influence Area (SR): 57.5 mi/h Speed in Outer Freeway Lanes (SO): 63.3 mi/h Level of Service: D Total Average Speed 60.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 428 vph Volume on Freeway: 6,194 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 640 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,813 pc/h 694 pc/h 464 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.149 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,013 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,507 pc/h 9,600 pc/h No v3 or vav34: 2,900 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,725 pc/h Flow Entering Diverge Influence Area: 2,725 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.398 DR: 28.1 pc/mi/ln Speed in Ramp Influence Area (SR): 58.9 mi/h Speed in Outer Freeway Lanes (SO): 64.4 mi/h Level of Service: D Total Average Speed 61.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 605 vph Volume on Freeway: 7,655 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 596 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,421 pc/h 646 pc/h 656 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.150 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,263 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,067 pc/h 9,600 pc/h No v3 or vav34: 3,579 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,368 pc/h Flow Entering Diverge Influence Area: 3,368 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.495 DR: 32.7 pc/mi/ln Speed in Ramp Influence Area (SR): 56.1 mi/h Speed in Outer Freeway Lanes (SO): 62.1 mi/h Level of Service: D Total Average Speed 59.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 5,575 vph Flow Rate (VP): 6,133 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 21.6 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 6,133 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 11,608 vph Flow Rate (VP): 12,769 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? Yes % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density n/a Heavy Vehicle Adj. (fHV): 0.96 Level of Service: F Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 12,769 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book6 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 6,426 vph Flow Rate (VP): 7,069 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 24.9 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 7,069 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 7,309 vph Flow Rate (VP): 8,040 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 28.3 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: D Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 8,040 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book6 ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 287 vph Volume on Freeway: 5,575 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 929 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,133 pc/h 1,007 pc/h 311 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,101 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,213 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,206 pc/h 9,600 pc/h No vR: 1,007 pc/h 3,800 pc/h No v3 or vav34: 1,556 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,101 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.519 DR: 8.8 pc/mi/ln Speed in Ramp Influence Area (SR): 55.5 mi/h Speed in Outer Freeway Lanes (SO): 74.6 mi/h Level of Service: A Total Average Speed 65.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 405 vph Volume on Freeway: 11,608 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,434 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,769 pc/h 1,555 pc/h 439 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,807 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 10,215 pc/h 9,600 pc/h Yes vFO = vF ‐ vR: 8,660 pc/h 9,600 pc/h No vR: 1,555 pc/h 3,800 pc/h No v3 or vav34: 3,204 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,815 pc/h Flow Entering Diverge Influence Area: 4,815 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.568 DR: 32.2 pc/mi/ln Speed in Ramp Influence Area (SR): 54.1 mi/h Speed in Outer Freeway Lanes (SO): 68.2 mi/h Level of Service: F Total Average Speed 61.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 929 vph Volume on Freeway: 4,807 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 277 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,288 pc/h 300 pc/h 1,007 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.181 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 958 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,588 pc/h 9,600 pc/h No v3 or vav34: 2,165 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,115 pc/h Flow Entering Diverge Influence Area: 2,115 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.323 DR: 20.4 pc/mi/ln Speed in Ramp Influence Area (SR): 61.0 mi/h Speed in Outer Freeway Lanes (SO): 66.1 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,434 vph Volume on Freeway: 10,346 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 405 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,381 pc/h 439 pc/h 1,555 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.164 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,861 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,820 pc/h 9,600 pc/h Yes v3 or vav34: 4,760 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,552 pc/h Flow Entering Diverge Influence Area: 4,552 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.853 DR: 40.4 pc/mi/ln Speed in Ramp Influence Area (SR): 46.1 mi/h Speed in Outer Freeway Lanes (SO): 56.8 mi/h Level of Service: F Total Average Speed 52.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 287 vph Volume on Freeway: 5,063 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 330 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,569 pc/h 358 pc/h 311 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.188 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,046 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,927 pc/h 9,600 pc/h No v3 or vav34: 2,262 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,228 pc/h Flow Entering Diverge Influence Area: 2,228 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.338 DR: 22.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.8 mi/h Level of Service: C Total Average Speed 63.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 405 vph Volume on Freeway: 10,734 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 378 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,807 pc/h 410 pc/h 439 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.174 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 2,059 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,217 pc/h 9,600 pc/h Yes v3 or vav34: 4,874 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,723 pc/h Flow Entering Diverge Influence Area: 4,723 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.947 DR: 42.2 pc/mi/ln Speed in Ramp Influence Area (SR): 43.5 mi/h Speed in Outer Freeway Lanes (SO): 56.0 mi/h Level of Service: F Total Average Speed 50.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 330 vph Volume on Freeway: 5,393 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 346 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,932 pc/h 375 pc/h 358 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.169 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,003 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,307 pc/h 9,600 pc/h No v3 or vav34: 2,465 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,373 pc/h Flow Entering Diverge Influence Area: 2,373 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.340 DR: 23.0 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.4 mi/h Level of Service: C Total Average Speed 63.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 378 vph Volume on Freeway: 11,113 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 980 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,224 pc/h 1,063 pc/h 410 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.080 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 972 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 13,287 pc/h 9,600 pc/h Yes v3 or vav34: 5,626 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,890 pc/h Flow Entering Diverge Influence Area: 4,890 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.780 DR: 47.7 pc/mi/ln Speed in Ramp Influence Area (SR): 20.2 mi/h Speed in Outer Freeway Lanes (SO): 55.3 mi/h Level of Service: F Total Average Speed 34.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 358 vph Volume on Freeway: 5,536 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 821 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,090 pc/h 890 pc/h 388 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,759 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,177 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,287 pc/h 9,600 pc/h No vR: 890 pc/h 1,900 pc/h No v3 or vav34: 1,209 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,759 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.508 DR: 23.5 pc/mi/ln Speed in Ramp Influence Area (SR): 55.8 mi/h Speed in Outer Freeway Lanes (SO): 76.0 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 800 vph Volume on Freeway: 10,253 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 991 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,278 pc/h 1,074 pc/h 867 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 4,540 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 9,022 pc/h 9,600 pc/h No vFO = vF ‐ vR: 7,948 pc/h 9,600 pc/h No vR: 1,074 pc/h 1,900 pc/h No v3 or vav34: 2,241 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 4,540 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.525 DR: 38.8 pc/mi/ln Speed in Ramp Influence Area (SR): 55.3 mi/h Speed in Outer Freeway Lanes (SO): 72.0 mi/h Level of Service: E Total Average Speed 62.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 821 vph Volume on Freeway: 4,756 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 358 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,232 pc/h 388 pc/h 890 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.180 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 942 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,620 pc/h 9,600 pc/h No v3 or vav34: 2,145 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,093 pc/h Flow Entering Diverge Influence Area: 2,093 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.326 DR: 20.9 pc/mi/ln Speed in Ramp Influence Area (SR): 60.9 mi/h Speed in Outer Freeway Lanes (SO): 66.1 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 991 vph Volume on Freeway: 9,303 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 800 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 10,233 pc/h 867 pc/h 1,074 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.125 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,277 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,100 pc/h 9,600 pc/h Yes v3 or vav34: 4,478 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,093 pc/h Flow Entering Diverge Influence Area: 4,093 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.835 DR: 40.0 pc/mi/ln Speed in Ramp Influence Area (SR): 46.6 mi/h Speed in Outer Freeway Lanes (SO): 58.9 mi/h Level of Service: F Total Average Speed 53.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 358 vph Volume on Freeway: 5,116 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 469 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,628 pc/h 508 pc/h 388 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.162 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 913 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,136 pc/h 9,600 pc/h No v3 or vav34: 2,358 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,251 pc/h Flow Entering Diverge Influence Area: 2,251 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.341 DR: 23.0 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.7 mi/h Level of Service: C Total Average Speed 63.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 800 vph Volume on Freeway: 10,103 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 707 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,113 pc/h 767 pc/h 867 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.139 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,547 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 11,880 pc/h 9,600 pc/h Yes v3 or vav34: 4,783 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,445 pc/h Flow Entering Diverge Influence Area: 4,445 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.994 DR: 42.0 pc/mi/ln Speed in Ramp Influence Area (SR): 42.2 mi/h Speed in Outer Freeway Lanes (SO): 57.3 mi/h Level of Service: F Total Average Speed 49.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 469 vph Volume on Freeway: 5,597 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 343 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,157 pc/h 372 pc/h 508 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.177 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,092 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,529 pc/h 9,600 pc/h No v3 or vav34: 2,533 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,463 pc/h Flow Entering Diverge Influence Area: 2,463 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.352 DR: 24.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.1 mi/h Speed in Outer Freeway Lanes (SO): 65.2 mi/h Level of Service: C Total Average Speed 62.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 707 vph Volume on Freeway: 10,825 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 480 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,908 pc/h 520 pc/h 767 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.161 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,921 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,428 pc/h 9,600 pc/h Yes v3 or vav34: 4,994 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,763 pc/h Flow Entering Diverge Influence Area: 4,763 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.054 DR: 43.3 pc/mi/ln Speed in Ramp Influence Area (SR): 40.5 mi/h Speed in Outer Freeway Lanes (SO): 55.8 mi/h Level of Service: F Total Average Speed 48.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 680 vph Volume on Freeway: 7,068 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 673 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,775 pc/h 730 pc/h 737 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,157 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,220 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,490 pc/h 9,600 pc/h No vR: 730 pc/h 3,800 pc/h No v3 or vav34: 2,032 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,488 pc/h Flow Entering Diverge Influence Area: 2,488 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.494 DR: 12.1 pc/mi/ln Speed in Ramp Influence Area (SR): 56.2 mi/h Speed in Outer Freeway Lanes (SO): 72.8 mi/h Level of Service: B Total Average Speed 65.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 950 vph Volume on Freeway: 8,121 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 846 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,933 pc/h 917 pc/h 1,030 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,537 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,146 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,229 pc/h 9,600 pc/h No vR: 917 pc/h 3,800 pc/h No v3 or vav34: 2,305 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,858 pc/h Flow Entering Diverge Influence Area: 2,858 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.511 DR: 15.3 pc/mi/ln Speed in Ramp Influence Area (SR): 55.7 mi/h Speed in Outer Freeway Lanes (SO): 71.7 mi/h Level of Service: B Total Average Speed 64.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 883 vph Volume on Freeway: 6,537 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 670 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,191 pc/h 726 pc/h 957 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.127 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 914 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,917 pc/h 9,600 pc/h No v3 or vav34: 3,139 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,876 pc/h Flow Entering Diverge Influence Area: 2,876 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.429 DR: 30.1 pc/mi/ln Speed in Ramp Influence Area (SR): 58.0 mi/h Speed in Outer Freeway Lanes (SO): 64.0 mi/h Level of Service: D Total Average Speed 61.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 934 vph Volume on Freeway: 7,388 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 940 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,127 pc/h 1,019 pc/h 1,013 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.090 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 735 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,146 pc/h 9,600 pc/h No v3 or vav34: 3,696 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,251 pc/h Flow Entering Diverge Influence Area: 3,251 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.565 DR: 35.2 pc/mi/ln Speed in Ramp Influence Area (SR): 54.2 mi/h Speed in Outer Freeway Lanes (SO): 62.6 mi/h Level of Service: E Total Average Speed 58.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,170 vph Volume on Freeway: 6,962 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 883 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,658 pc/h 957 pc/h 1,269 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,211 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,126 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,169 pc/h 9,600 pc/h No vR: 957 pc/h 1,900 pc/h No v3 or vav34: 1,458 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,211 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.514 DR: 27.4 pc/mi/ln Speed in Ramp Influence Area (SR): 55.6 mi/h Speed in Outer Freeway Lanes (SO): 75.0 mi/h Level of Service: C Total Average Speed 63.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 897 vph Volume on Freeway: 8,119 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 934 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,931 pc/h 1,013 pc/h 973 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,686 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,145 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,132 pc/h 9,600 pc/h No vR: 1,013 pc/h 1,900 pc/h No v3 or vav34: 1,730 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,686 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.519 DR: 31.5 pc/mi/ln Speed in Ramp Influence Area (SR): 55.5 mi/h Speed in Outer Freeway Lanes (SO): 73.9 mi/h Level of Service: D Total Average Speed 63.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 883 vph Volume on Freeway: 6,324 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,170 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,956 pc/h 1,269 pc/h 957 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.062 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 431 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,225 pc/h 9,600 pc/h No v3 or vav34: 3,263 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,782 pc/h Flow Entering Diverge Influence Area: 2,782 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.503 DR: 32.7 pc/mi/ln Speed in Ramp Influence Area (SR): 55.9 mi/h Speed in Outer Freeway Lanes (SO): 64.3 mi/h Level of Service: D Total Average Speed 60.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 934 vph Volume on Freeway: 7,395 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 897 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,135 pc/h 973 pc/h 1,013 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.101 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 824 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,108 pc/h 9,600 pc/h No v3 or vav34: 3,656 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,254 pc/h Flow Entering Diverge Influence Area: 3,254 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.546 DR: 34.2 pc/mi/ln Speed in Ramp Influence Area (SR): 54.7 mi/h Speed in Outer Freeway Lanes (SO): 62.6 mi/h Level of Service: D Total Average Speed 59.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 660 vph Volume on Freeway: 7,535 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 520 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,289 pc/h 564 pc/h 716 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,209 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,631 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,067 pc/h 9,600 pc/h No vR: 564 pc/h 1,900 pc/h No v3 or vav34: 1,711 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,209 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.479 DR: 27.3 pc/mi/ln Speed in Ramp Influence Area (SR): 56.6 mi/h Speed in Outer Freeway Lanes (SO): 74.0 mi/h Level of Service: C Total Average Speed 64.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 260 vph Volume on Freeway: 8,593 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 480 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 9,452 pc/h 520 pc/h 282 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,591 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,562 pc/h 9,600 pc/h No vFO = vF ‐ vR: 7,042 pc/h 9,600 pc/h No vR: 520 pc/h 1,900 pc/h No v3 or vav34: 1,986 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,591 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.475 DR: 30.6 pc/mi/ln Speed in Ramp Influence Area (SR): 56.7 mi/h Speed in Outer Freeway Lanes (SO): 72.9 mi/h Level of Service: D Total Average Speed 64.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 520 vph Volume on Freeway: 6,426 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 660 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,069 pc/h 716 pc/h 564 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,000 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,655 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,939 pc/h 9,600 pc/h No vR: 716 pc/h 3,800 pc/h No v3 or vav34: 1,828 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,262 pc/h Flow Entering Diverge Influence Area: 2,262 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.492 DR: 4.8 pc/mi/ln Speed in Ramp Influence Area (SR): 56.2 mi/h Speed in Outer Freeway Lanes (SO): 73.6 mi/h Level of Service: A Total Average Speed 65.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 480 vph Volume on Freeway: 7,309 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 260 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,040 pc/h 282 pc/h 520 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 1,881 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,432 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,150 pc/h 9,600 pc/h No vR: 282 pc/h 3,800 pc/h No v3 or vav34: 2,276 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,573 pc/h Flow Entering Diverge Influence Area: 2,573 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.453 DR: 7.5 pc/mi/ln Speed in Ramp Influence Area (SR): 57.3 mi/h Speed in Outer Freeway Lanes (SO): 71.8 mi/h Level of Service: A Total Average Speed 65.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 520 vph Volume on Freeway: 5,766 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 428 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,343 pc/h 464 pc/h 564 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.164 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,038 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,807 pc/h 9,600 pc/h No v3 or vav34: 2,653 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,537 pc/h Flow Entering Diverge Influence Area: 2,537 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.357 DR: 24.9 pc/mi/ln Speed in Ramp Influence Area (SR): 60.0 mi/h Speed in Outer Freeway Lanes (SO): 64.9 mi/h Level of Service: C Total Average Speed 62.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 530 vph Volume on Freeway: 7,049 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 605 vph Type: Off Length of First Lane: 600 ft Distance: 1,630 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,754 pc/h 656 pc/h 575 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.145 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,122 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,410 pc/h 9,600 pc/h No v3 or vav34: 3,316 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,102 pc/h Flow Entering Diverge Influence Area: 3,102 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.446 DR: 30.7 pc/mi/ln Speed in Ramp Influence Area (SR): 57.5 mi/h Speed in Outer Freeway Lanes (SO): 63.3 mi/h Level of Service: D Total Average Speed 60.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 428 vph Volume on Freeway: 6,194 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 643 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,813 pc/h 697 pc/h 464 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.147 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,004 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,510 pc/h 9,600 pc/h No v3 or vav34: 2,905 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,725 pc/h Flow Entering Diverge Influence Area: 2,725 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.398 DR: 28.1 pc/mi/ln Speed in Ramp Influence Area (SR): 58.8 mi/h Speed in Outer Freeway Lanes (SO): 64.4 mi/h Level of Service: D Total Average Speed 61.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 605 vph Volume on Freeway: 7,655 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 611 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,421 pc/h 662 pc/h 656 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.146 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,229 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,083 pc/h 9,600 pc/h No v3 or vav34: 3,596 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,368 pc/h Flow Entering Diverge Influence Area: 3,368 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.498 DR: 32.8 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 62.1 mi/h Level of Service: D Total Average Speed 59.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 5,575 vph Flow Rate (VP): 6,133 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 21.6 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 6,133 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 11,608 vph Flow Rate (VP): 12,769 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? Yes % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density n/a Heavy Vehicle Adj. (fHV): 0.96 Level of Service: F Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 12,769 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book7 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 6,426 vph Flow Rate (VP): 7,069 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 24.9 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 7,069 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 7,309 vph Flow Rate (VP): 8,040 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 28.3 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: D Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 8,040 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book7 ---PAGE BREAK--- Future Year 2030 With Project ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 340 vph Volume on Freeway: 5,815 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,085 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,397 pc/h 1,176 pc/h 369 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,284 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,437 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,261 pc/h 9,600 pc/h No vR: 1,176 pc/h 3,800 pc/h No v3 or vav34: 1,577 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,284 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.534 DR: 10.4 pc/mi/ln Speed in Ramp Influence Area (SR): 55.1 mi/h Speed in Outer Freeway Lanes (SO): 74.5 mi/h Level of Service: B Total Average Speed 64.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 570 vph Volume on Freeway: 12,718 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,762 vph Type: On Length of First Lane: 500 ft Distance: 1,970 ft Length of Second Lane: 500 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 13,990 pc/h 1,910 pc/h 618 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 4,323 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 11,192 pc/h 9,600 pc/h Yes vFO = vF ‐ vR: 9,282 pc/h 9,600 pc/h No vR: 1,910 pc/h 3,800 pc/h No v3 or vav34: 3,435 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 5,792 pc/h Flow Entering Diverge Influence Area: 5,792 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.600 DR: 40.6 pc/mi/ln Speed in Ramp Influence Area (SR): 53.2 mi/h Speed in Outer Freeway Lanes (SO): 67.3 mi/h Level of Service: F Total Average Speed 60.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,085 vph Volume on Freeway: 4,865 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 370 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,352 pc/h 401 pc/h 1,176 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.168 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 898 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,753 pc/h 9,600 pc/h No v3 or vav34: 2,227 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,141 pc/h Flow Entering Diverge Influence Area: 2,141 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.329 DR: 21.4 pc/mi/ln Speed in Ramp Influence Area (SR): 60.8 mi/h Speed in Outer Freeway Lanes (SO): 66.0 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐4. I‐5 Northbound On‐ramp from Anaheim Way / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,762 vph Volume on Freeway: 11,008 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 570 vph Type: Off Length of First Lane: 600 ft Distance: 1,970 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,109 pc/h 618 pc/h 1,910 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.141 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,703 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,727 pc/h 9,600 pc/h Yes v3 or vav34: 5,203 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,844 pc/h Flow Entering Diverge Influence Area: 4,844 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.198 DR: 44.0 pc/mi/ln Speed in Ramp Influence Area (SR): 36.5 mi/h Speed in Outer Freeway Lanes (SO): 55.5 mi/h Level of Service: F Total Average Speed 46.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 340 vph Volume on Freeway: 5,235 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 260 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,759 pc/h 282 pc/h 369 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.183 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,052 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,041 pc/h 9,600 pc/h No v3 or vav34: 2,354 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,304 pc/h Flow Entering Diverge Influence Area: 2,304 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.338 DR: 22.4 pc/mi/ln Speed in Ramp Influence Area (SR): 60.5 mi/h Speed in Outer Freeway Lanes (SO): 65.6 mi/h Level of Service: C Total Average Speed 63.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐5. I‐5 Northbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 570 vph Volume on Freeway: 11,548 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 410 vph Type: On Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,703 pc/h 445 pc/h 618 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.162 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 2,060 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 13,148 pc/h 9,600 pc/h Yes v3 or vav34: 5,322 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 5,081 pc/h Flow Entering Diverge Influence Area: 5,081 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.265 DR: 45.2 pc/mi/ln Speed in Ramp Influence Area (SR): 34.6 mi/h Speed in Outer Freeway Lanes (SO): 54.4 mi/h Level of Service: F Total Average Speed 44.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 260 vph Volume on Freeway: 5,495 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 440 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,045 pc/h 477 pc/h 282 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.158 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 956 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,522 pc/h 9,600 pc/h No v3 or vav34: 2,545 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,418 pc/h Flow Entering Diverge Influence Area: 2,418 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.350 DR: 24.1 pc/mi/ln Speed in Ramp Influence Area (SR): 60.2 mi/h Speed in Outer Freeway Lanes (SO): 65.3 mi/h Level of Service: C Total Average Speed 62.9 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐7. I‐5 Northbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 410 vph Volume on Freeway: 11,958 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,290 vph Type: On Length of First Lane: 600 ft Distance: 1,570 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 13,154 pc/h 1,399 pc/h 445 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.043 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 564 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 14,553 pc/h 9,600 pc/h Yes v3 or vav34: 6,295 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 5,262 pc/h Flow Entering Diverge Influence Area: 5,262 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 3.326 DR: 53.0 pc/mi/ln Speed in Ramp Influence Area (SR): ‐23.1 mi/h Speed in Outer Freeway Lanes (SO): 53.6 mi/h Level of Service: F Total Average Speed ‐526.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 293 vph Volume on Freeway: 5,780 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 825 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,358 pc/h 894 pc/h 318 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.85 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,861 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 5,404 pc/h 9,600 pc/h No vFO = vF ‐ vR: 4,510 pc/h 9,600 pc/h No vR: 894 pc/h 1,900 pc/h No v3 or vav34: 1,272 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 2,861 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.508 DR: 24.4 pc/mi/ln Speed in Ramp Influence Area (SR): 55.8 mi/h Speed in Outer Freeway Lanes (SO): 75.7 mi/h Level of Service: C Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐8. I‐5 Northbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 755 vph Volume on Freeway: 11,750 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,018 vph Type: On Length of First Lane: 500 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,925 pc/h 1,104 pc/h 819 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 5,131 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 10,340 pc/h 9,600 pc/h Yes vFO = vF ‐ vR: 9,236 pc/h 9,600 pc/h No vR: 1,104 pc/h 1,900 pc/h No v3 or vav34: 2,605 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 5,131 pc/h 4,400 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.527 DR: 43.9 pc/mi/ln Speed in Ramp Influence Area (SR): 55.2 mi/h Speed in Outer Freeway Lanes (SO): 70.5 mi/h Level of Service: F Total Average Speed 62.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 825 vph Volume on Freeway: 4,980 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 293 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,478 pc/h 318 pc/h 894 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.179 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 978 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 5,796 pc/h 9,600 pc/h No v3 or vav34: 2,250 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,191 pc/h Flow Entering Diverge Influence Area: 2,191 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.327 DR: 21.1 pc/mi/ln Speed in Ramp Influence Area (SR): 60.8 mi/h Speed in Outer Freeway Lanes (SO): 65.9 mi/h Level of Service: C Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐9. I‐5 Northbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,018 vph Volume on Freeway: 10,740 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 755 vph Type: Off Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 11,814 pc/h 819 pc/h 1,104 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.118 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,389 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 12,633 pc/h 9,600 pc/h Yes v3 or vav34: 5,213 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 4,726 pc/h Flow Entering Diverge Influence Area: 4,726 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.277 DR: 44.6 pc/mi/ln Speed in Ramp Influence Area (SR): 34.2 mi/h Speed in Outer Freeway Lanes (SO): 56.0 mi/h Level of Service: F Total Average Speed 45.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 293 vph Volume on Freeway: 5,253 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 446 vph Type: On Length of First Lane: 600 ft Distance: 1,330 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 5,778 pc/h 484 pc/h 318 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.157 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 907 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,262 pc/h 9,600 pc/h No v3 or vav34: 2,436 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,311 pc/h Flow Entering Diverge Influence Area: 2,311 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.343 DR: 23.3 pc/mi/ln Speed in Ramp Influence Area (SR): 60.4 mi/h Speed in Outer Freeway Lanes (SO): 65.6 mi/h Level of Service: C Total Average Speed 63.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐10. I‐5 Northbound On‐ramp from Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 755 vph Volume on Freeway: 11,495 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 681 vph Type: On Length of First Lane: 600 ft Distance: 1,250 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 12,645 pc/h 738 pc/h 819 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.127 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,606 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 13,383 pc/h 9,600 pc/h Yes v3 or vav34: 5,520 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 5,058 pc/h Flow Entering Diverge Influence Area: 5,058 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.562 DR: 46.6 pc/mi/ln Speed in Ramp Influence Area (SR): 26.3 mi/h Speed in Outer Freeway Lanes (SO): 54.5 mi/h Level of Service: F Total Average Speed 38.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 446 vph Volume on Freeway: 5,699 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 312 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,269 pc/h 338 pc/h 484 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.176 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,102 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 6,607 pc/h 9,600 pc/h No v3 or vav34: 2,584 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,508 pc/h Flow Entering Diverge Influence Area: 2,508 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.353 DR: 24.4 pc/mi/ln Speed in Ramp Influence Area (SR): 60.1 mi/h Speed in Outer Freeway Lanes (SO): 65.0 mi/h Level of Service: C Total Average Speed 62.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐11. I‐5 Northbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 681 vph Volume on Freeway: 12,176 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 502 vph Type: On Length of First Lane: 500 ft Distance: 2,850 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 13,394 pc/h 544 pc/h 738 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.151 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 2,029 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 13,938 pc/h 9,600 pc/h Yes v3 or vav34: 5,683 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 5,358 pc/h Flow Entering Diverge Influence Area: 5,358 pc/h 4,600 pc/h Yes LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 1.712 DR: 48.1 pc/mi/ln Speed in Ramp Influence Area (SR): 22.1 mi/h Speed in Outer Freeway Lanes (SO): 53.2 mi/h Level of Service: F Total Average Speed 34.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 720 vph Volume on Freeway: 7,714 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 565 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 0 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.90 Adjusted Volumes: 8,485 pc/h 613 pc/h 824 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,306 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,788 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,175 pc/h 9,600 pc/h No vR: 613 pc/h 1,900 pc/h No v3 or vav34: 1,741 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,306 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.483 DR: 28.2 pc/mi/ln Speed in Ramp Influence Area (SR): 56.5 mi/h Speed in Outer Freeway Lanes (SO): 73.9 mi/h Level of Service: D Total Average Speed 64.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐13. I‐5 Southbound Off‐ramp to Disneyland Drive / Ball Road PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,030 vph Volume on Freeway: 8,571 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 764 vph Type: On Length of First Lane: 500 ft Distance: 2,700 ft Length of Second Lane: 0 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 9,428 pc/h 828 pc/h 1,117 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,756 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,542 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,714 pc/h 9,600 pc/h No vR: 828 pc/h 1,900 pc/h No v3 or vav34: 1,893 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,756 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.503 DR: 32.1 pc/mi/ln Speed in Ramp Influence Area (SR): 55.9 mi/h Speed in Outer Freeway Lanes (SO): 73.3 mi/h Level of Service: D Total Average Speed 63.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 734 vph Volume on Freeway: 7,174 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 720 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,891 pc/h 781 pc/h 796 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.120 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 948 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,672 pc/h 9,600 pc/h No v3 or vav34: 3,472 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,156 pc/h Flow Entering Diverge Influence Area: 3,156 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.486 DR: 32.7 pc/mi/ln Speed in Ramp Influence Area (SR): 56.4 mi/h Speed in Outer Freeway Lanes (SO): 63.1 mi/h Level of Service: D Total Average Speed 60.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐14. I‐5 Southbound On‐ramp from Disneyland Drive PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 721 vph Volume on Freeway: 7,821 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 1,030 vph Type: Off Length of First Lane: 500 ft Distance: 1,400 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,603 pc/h 1,117 pc/h 782 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.078 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 672 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,720 pc/h 9,600 pc/h Yes v3 or vav34: 3,966 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,441 pc/h Flow Entering Diverge Influence Area: 3,441 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.658 DR: 37.4 pc/mi/ln Speed in Ramp Influence Area (SR): 51.6 mi/h Speed in Outer Freeway Lanes (SO): 61.8 mi/h Level of Service: F Total Average Speed 57.2 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,257 vph Volume on Freeway: 7,870 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 734 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,657 pc/h 796 pc/h 1,363 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,469 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,926 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,130 pc/h 9,600 pc/h No vR: 796 pc/h 1,900 pc/h No v3 or vav34: 1,729 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,469 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.500 DR: 29.6 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 73.9 mi/h Level of Service: D Total Average Speed 63.7 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐15. I‐5 Southbound Off‐ramp to Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 1,028 vph Volume on Freeway: 8,830 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 721 vph Type: On Length of First Lane: 500 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 9,713 pc/h 782 pc/h 1,115 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,829 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,770 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,988 pc/h 9,600 pc/h No vR: 782 pc/h 1,900 pc/h No v3 or vav34: 1,971 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,829 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.498 DR: 32.7 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 73.0 mi/h Level of Service: D Total Average Speed 63.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 734 vph Volume on Freeway: 7,170 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,257 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,887 pc/h 1,363 pc/h 796 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.047 Using Equation 0 4‐Lane Adjustment Factor: 0.72 Exhibit 25‐18 v12 = vF * PFM: 265 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,002 pc/h 9,600 pc/h No v3 or vav34: 2,687 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,256 pc/h Flow Entering Diverge Influence Area: 2,256 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.424 DR: 29.3 pc/mi/ln Speed in Ramp Influence Area (SR): 58.1 mi/h Speed in Outer Freeway Lanes (SO): 60.4 mi/h Level of Service: D Total Average Speed 59.5 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐16. I‐5 Southbound On‐ramp from Harbor Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 721 vph Volume on Freeway: 8,140 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 1,028 vph Type: Off Length of First Lane: 600 ft Distance: 1,300 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,954 pc/h 1,115 pc/h 782 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.080 Using Equation 0 4‐Lane Adjustment Factor: MAX Exhibit 25‐18 v12 = vF * PFM: 514 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,569 pc/h 9,600 pc/h No v3 or vav34: 2,970 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,582 pc/h Flow Entering Diverge Influence Area: 2,582 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.436 DR: 30.0 pc/mi/ln Speed in Ramp Influence Area (SR): 57.8 mi/h Speed in Outer Freeway Lanes (SO): 58.2 mi/h Level of Service: D Total Average Speed 58.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 940 vph Volume on Freeway: 8,427 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 730 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 9,270 pc/h 791 pc/h 1,019 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,680 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 7,416 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,625 pc/h 9,600 pc/h No vR: 791 pc/h 1,900 pc/h No v3 or vav34: 1,868 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,680 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.499 DR: 31.4 pc/mi/ln Speed in Ramp Influence Area (SR): 56.0 mi/h Speed in Outer Freeway Lanes (SO): 73.4 mi/h Level of Service: D Total Average Speed 63.6 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐17. I‐5 Southbound Off‐ramp to Disney Way / Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 410 vph Volume on Freeway: 9,158 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 590 vph Type: Off Length of First Lane: 500 ft Distance: 1,130 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 10,074 pc/h 640 pc/h 445 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.436 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 3,876 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 8,059 pc/h 9,600 pc/h No vFO = vF ‐ vR: 7,419 pc/h 9,600 pc/h No vR: 640 pc/h 1,900 pc/h No v3 or vav34: 2,092 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? No If yes, v12A = n/a pc/h Flow Entering Diverge Influence Area: 3,876 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.486 DR: 33.1 pc/mi/ln Speed in Ramp Influence Area (SR): 56.4 mi/h Speed in Outer Freeway Lanes (SO): 72.5 mi/h Level of Service: D Total Average Speed 63.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 730 vph Volume on Freeway: 6,857 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 940 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,543 pc/h 1,019 pc/h 791 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,323 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,034 pc/h 9,600 pc/h No vFO = vF ‐ vR: 5,015 pc/h 9,600 pc/h No vR: 1,019 pc/h 3,800 pc/h No v3 or vav34: 1,856 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,414 pc/h Flow Entering Diverge Influence Area: 2,414 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.520 DR: 6.1 pc/mi/ln Speed in Ramp Influence Area (SR): 55.4 mi/h Speed in Outer Freeway Lanes (SO): 73.5 mi/h Level of Service: A Total Average Speed 65.1 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data Off‐Ramp Data Adjacent Ramp Data Number of Lanes: 5 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 2 Volume: 590 vph Volume on Freeway: 7,778 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 410 vph Type: Off Length of First Lane: 700 ft Distance: 1,130 ft Length of Second Lane: 700 ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,556 pc/h 445 pc/h 640 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐8 or 25‐9) PFD: 0.260 Using Equation 0 4‐Lane Adjustment Factor: 0.80 Exhibit 25‐18 v12 = vR + (VF ‐ VR) * PFD: 2,109 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFI = vF: 6,845 pc/h 9,600 pc/h No vFO = vF ‐ vR: 6,400 pc/h 9,600 pc/h No vR: 445 pc/h 3,800 pc/h No v3 or vav34: 2,368 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? No Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,738 pc/h Flow Entering Diverge Influence Area: 2,738 pc/h 4,400 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 4.252 + 0.0086 v12 ‐ 0.009 LD DS: 0.468 DR: 8.9 pc/mi/ln Speed in Ramp Influence Area (SR): 56.9 mi/h Speed in Outer Freeway Lanes (SO): 71.5 mi/h Level of Service: A Total Average Speed 65.3 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 960 vph Volume on Freeway: 5,987 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 437 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 6,586 pc/h 474 pc/h 1,041 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.158 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,042 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 7,060 pc/h 9,600 pc/h No v3 or vav34: 2,772 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,634 pc/h Flow Entering Diverge Influence Area: 2,634 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.366 DR: 25.7 pc/mi/ln Speed in Ramp Influence Area (SR): 59.7 mi/h Speed in Outer Freeway Lanes (SO): 64.7 mi/h Level of Service: C Total Average Speed 62.4 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐20. I‐5 Southbound On‐ramp from Anaheim Boulevard PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 810 vph Volume on Freeway: 7,418 vph Free‐Flow Speed: 35.0 mph Position: Volume on Ramp: 600 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,160 pc/h 651 pc/h 878 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.138 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 1,124 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,811 pc/h 9,600 pc/h No v3 or vav34: 3,518 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,264 pc/h Flow Entering Diverge Influence Area: 3,264 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.475 DR: 32.0 pc/mi/ln Speed in Ramp Influence Area (SR): 56.7 mi/h Speed in Outer Freeway Lanes (SO): 62.6 mi/h Level of Service: D Total Average Speed 60.0 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue AM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 437 vph Volume on Freeway: 6,414 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 963 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 7,055 pc/h 1,044 pc/h 474 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.088 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 619 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 8,099 pc/h 9,600 pc/h No v3 or vav34: 3,218 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 2,822 pc/h Flow Entering Diverge Influence Area: 2,822 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.465 DR: 31.4 pc/mi/ln Speed in Ramp Influence Area (SR): 57.0 mi/h Speed in Outer Freeway Lanes (SO): 64.2 mi/h Level of Service: D Total Average Speed 60.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Merge (On‐Ramp) Worksheet R‐21. I‐5 Southbound On‐ramp from Katella Avenue PM Peak Hour FREEWAY AND RAMP DATA Freeway Data On‐Ramp Data Adjacent Ramp Data Number of Lanes: 4 Side of Freeway: Right Exists: Yes Free‐Flow Speed: 70.0 mph Number of Lanes: 1 Volume: 600 vph Volume on Freeway: 7,988 vph Free‐Flow Speed: 35.0 mph Position: Upstream Volume on Ramp: 825 vph Type: On Length of First Lane: 600 ft Distance: 1,520 ft Length of Second Lane: ft VOLUME ADJUSTMENTS Freeway Ramp Adjacent Ramp % Trucks & Buses (PT): 9 % 6 % 6 % % RVs (PR): 0 % 0 % 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 Peak Hour Factor: 0.95 0.95 0.95 Adjusted Volumes: 8,787 pc/h 894 pc/h 651 pc/h ESTIMATE OF UPSTREAM VOLUME IN LANES 1 AND 2 Equilibrium Distance (LEQ): (Equation 25‐2 or 25‐3) PFM: 0.108 Using Equation 0 4‐Lane Adjustment Factor: n/a Exhibit 25‐18 v12 = vF * PFM: 949 pc/h CAPACITY CHECKS Actual Maximum LOS F? vFO: 9,681 pc/h 9,600 pc/h Yes v3 or vav34: 3,919 pc/h/ln (Equation 25‐13) Is v3 or vav34 > 2,700 pc/h? Yes Is v3 or vav34 > 1.5 v12 / 2? Yes If yes, v12A = 3,515 pc/h Flow Entering Diverge Influence Area: 3,515 pc/h 4,600 pc/h No LEVEL OF SERVICE AND ESTIMATED SPEEDS DR = 5.475 + 0.00734 vR + 0.0078 v12 ‐ .00627 LA MS: 0.600 DR: 35.7 pc/mi/ln Speed in Ramp Influence Area (SR): 53.2 mi/h Speed in Outer Freeway Lanes (SO): 61.5 mi/h Level of Service: F Total Average Speed 57.8 mi/h Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. ---PAGE BREAK--- Printed 8/19/2014 FUUTRE YEAR 2030 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐3. I‐5 Northbound Off‐ramp to Anaheim Way / Katella Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 5,815 vph Flow Rate (VP): 6,397 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 22.5 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 6,397 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 12,718 vph Flow Rate (VP): 13,990 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? Yes % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density n/a Heavy Vehicle Adj. (fHV): 0.96 Level of Service: F Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 13,990 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book8 ---PAGE BREAK--- Printed 8/19/2014 FUUTRE YEAR 2030 WITH PROJECT Toy Story Guest Parking Epansion Highway Capacity Manual 2000 ‐ Ramp Major Diverge (Off‐Ramp) Worksheet R‐18. I‐5 Southbound Off‐ramp to Katella Avenue / Orangewood Avenue AM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 6,857 vph Flow Rate (VP): 7,543 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 26.5 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: C Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 7,543 vph PM PEAK HOUR Flow Inputs and Adjustments LOS and Performance Measures Volume on Freeway: 7,778 vph Flow Rate (VP): 8,556 vph Peak Hour Factor: 0.95 Maximum Upstream Flow (VF1): 11,750 vph % Trucks & Buses (PT): 9 % Over Capacity? No % RVs (PR): 0 % Density Factor: 0.01758 PCE for Trucks & Buses (ET): 1.5 Number of Lanes: 5 PCE for RVs (ER): 1.2 Density 30.1 Heavy Vehicle Adj. (fHV): 0.96 Level of Service: D Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 8,556 vph Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book8 ---PAGE BREAK--- Freeway Mainline Analysis Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Northbound AM PEAK HOUR Volume on Freeway: 5,830 vph Average Passenger Car Speed: 68.4 mi/h Number of Lanes: 5 Density 19.8 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,354 pc/h/ln PM PEAK HOUR Volume on Freeway: 9,255 vph Average Passenger Car Speed: 58.0 mi/h Number of Lanes: 5 Density 37.1 Peak Hour Factor: 0.90 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,149 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Southbound AM PEAK HOUR Volume on Freeway: 6,536 vph Average Passenger Car Speed: 59.9 mi/h Number of Lanes: 5 Density 25.3 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,518 pc/h/ln PM PEAK HOUR Volume on Freeway: 7,929 vph Average Passenger Car Speed: 67.6 mi/h Number of Lanes: 5 Density 27.2 Peak Hour Factor: 0.90 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,841 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Northbound AM PEAK HOUR Volume on Freeway: 5,160 vph Average Passenger Car Speed: 71.5 mi/h Number of Lanes: 5 Density 16.8 Peak Hour Factor: 0.90 Level of Service: B % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,198 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,120 vph Average Passenger Car Speed: 54.6 mi/h Number of Lanes: 5 Density 34.5 Peak Hour Factor: 0.90 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,886 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Southbound AM PEAK HOUR Volume on Freeway: 5,590 vph Average Passenger Car Speed: 59.0 mi/h Number of Lanes: 5 Density 22.0 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,298 pc/h/ln PM PEAK HOUR Volume on Freeway: 6,930 vph Average Passenger Car Speed: 64.6 mi/h Number of Lanes: 5 Density 24.9 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,609 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Northbound AM PEAK HOUR Volume on Freeway: 5,319 vph Average Passenger Car Speed: 68.5 mi/h Number of Lanes: 5 Density 18.0 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,235 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,057 vph Average Passenger Car Speed: 46.7 mi/h Number of Lanes: 5 Density 40.1 Peak Hour Factor: 0.90 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,871 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Southbound AM PEAK HOUR Volume on Freeway: 6,066 vph Average Passenger Car Speed: 55.2 mi/h Number of Lanes: 5 Density 25.5 Peak Hour Factor: 0.90 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,409 pc/h/ln PM PEAK HOUR Volume on Freeway: 7,751 vph Average Passenger Car Speed: 66.2 mi/h Number of Lanes: 5 Density 27.2 Peak Hour Factor: 0.90 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,800 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book1 ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Northbound AM PEAK HOUR Volume on Freeway: 6,229 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 21.1 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,370 pc/h/ln PM PEAK HOUR Volume on Freeway: 10,978 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 37.2 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,415 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,250 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 24.5 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,595 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,312 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 28.1 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,829 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Northbound AM PEAK HOUR Volume on Freeway: 5,620 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.0 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,236 pc/h/ln PM PEAK HOUR Volume on Freeway: 10,402 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 35.2 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,288 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Southbound AM PEAK HOUR Volume on Freeway: 6,438 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 21.8 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,416 pc/h/ln PM PEAK HOUR Volume on Freeway: 7,331 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 24.8 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,613 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Northbound AM PEAK HOUR Volume on Freeway: 5,740 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.4 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,263 pc/h/ln PM PEAK HOUR Volume on Freeway: 11,735 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 39.7 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,582 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,480 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 25.3 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,646 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,340 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 28.2 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,835 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book2 ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Northbound AM PEAK HOUR Volume on Freeway: 6,234 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 21.1 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,371 pc/h/ln PM PEAK HOUR Volume on Freeway: 11,005 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 37.2 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,421 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,302 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 24.7 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,606 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,336 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 28.2 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,834 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Northbound AM PEAK HOUR Volume on Freeway: 5,620 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.0 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,236 pc/h/ln PM PEAK HOUR Volume on Freeway: 10,402 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 35.2 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,288 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Southbound AM PEAK HOUR Volume on Freeway: 6,438 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 21.8 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,416 pc/h/ln PM PEAK HOUR Volume on Freeway: 7,331 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 24.8 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,613 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Northbound AM PEAK HOUR Volume on Freeway: 5,769 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.5 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,269 pc/h/ln PM PEAK HOUR Volume on Freeway: 11,748 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 39.8 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,585 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,483 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 25.3 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,646 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,355 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 28.3 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,838 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book3 ---PAGE BREAK--- Future Year 2030 With Project ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Northbound AM PEAK HOUR Volume on Freeway: 6,480 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 21.9 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,426 pc/h/ln PM PEAK HOUR Volume on Freeway: 12,405 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 42.0 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,729 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐4. I‐5 between Lincoln Avenue and Harbor Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,966 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 27.0 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,753 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,879 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 30.0 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,953 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Northbound AM PEAK HOUR Volume on Freeway: 5,780 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.6 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,272 pc/h/ln PM PEAK HOUR Volume on Freeway: 11,750 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 39.8 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,585 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐5. I‐5 between Harbor Boulevard and Katella Avenue Southbound AM PEAK HOUR Volume on Freeway: 6,860 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 23.2 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,509 pc/h/ln PM PEAK HOUR Volume on Freeway: 7,760 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 26.3 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,707 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Northbound AM PEAK HOUR Volume on Freeway: 5,869 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 19.9 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,291 pc/h/ln PM PEAK HOUR Volume on Freeway: 12,737 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 43.1 Peak Hour Factor: 0.95 Level of Service: E % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 2,802 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Freeway Mainline Analysis Worksheet F‐6. I‐5 between Katella Avenue and State College Boulevard Southbound AM PEAK HOUR Volume on Freeway: 7,626 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 25.8 Peak Hour Factor: 0.95 Level of Service: C % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,678 pc/h/ln PM PEAK HOUR Volume on Freeway: 8,671 vph Average Passenger Car Speed: 65.0 mi/h Number of Lanes: 5 Density 29.4 Peak Hour Factor: 0.95 Level of Service: D % Trucks & Buses (PT): 9 % % RVs (PR): 0 % PCE for Trucks & Buses (ET): 1.5 PCE for RVs (ER): 1.2 Heavy Vehicle Adj. (fHV): 0.96 Driver Population Factor (fp): 1.00 Terrain Type: Level Flow Rate (VF): 1,908 pc/h/ln Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. Gibson Transportation Consulting, Inc. Book4 ---PAGE BREAK--- Freeway Weaving Analysis Worksheets ---PAGE BREAK--- Existing Year 2008 With Project ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 69.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.12 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.39 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,110 10 420 272 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,408 3 119 75 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 5,933 12 481 311 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.39 0.13 Speed (Si): 57.55 67.30 mph Lanes for Unconstrained Op (Nw): 0.66 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 65.99 mph Base Capacity (cb): 11,835 pc/h Weaving Segment Density 20.42 pc/mi/ln 15‐min Capacity 11,326 pc/h Level of Service: B Hourly Capacity (ch): 10,193 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 792 4,000 pc/h Average Flow Rate: 1,347 2,390 pc/h/ln Volume Ratio (VR): 0.12 0.80 Weaving Ratio 0.39 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 58.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.11 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.39 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 8,222 20 600 382 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 2,281 6 167 103 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 9,546 23 687 437 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.52 0.19 Speed (Si): 46.55 55.33 mph Lanes for Unconstrained Op (Nw): 0.70 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 54.26 mph Base Capacity (cb): 11,327 pc/h Weaving Segment Density 39.42 pc/mi/ln 15‐min Capacity 10,840 pc/h Level of Service: E Hourly Capacity (ch): 9,756 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,124 4,000 pc/h Average Flow Rate: 2,139 2,280 pc/h/ln Volume Ratio (VR): 0.11 0.80 Weaving Ratio 0.39 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 60.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.19 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.46 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,150 30 686 580 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,461 8 172 142 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 5,979 35 785 664 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.77 0.22 Speed (Si): 33.08 55.87 mph Lanes for Unconstrained Op (Nw): 1.74 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 49.28 mph Base Capacity (cb): 11,327 pc/h Weaving Segment Density 30.29 pc/mi/ln 15‐min Capacity 10,840 pc/h Level of Service: C Hourly Capacity (ch): 9,756 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,449 2,800 pc/h Average Flow Rate: 1,493 2,280 pc/h/ln Volume Ratio (VR): 0.19 0.20 Weaving Ratio 0.46 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 68.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.19 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.42 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,351 50 900 650 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,775 14 236 164 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,374 58 1,030 744 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 2.16 0.29 Speed (Si): 33.36 59.89 mph Lanes for Unconstrained Op (Nw): 1.73 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.93 mph Base Capacity (cb): 10,763 pc/h Weaving Segment Density 35.45 pc/mi/ln 15‐min Capacity 10,300 pc/h Level of Service: D Hourly Capacity (ch): 9,270 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,774 2,800 pc/h Average Flow Rate: 1,841 2,380 pc/h/ln Volume Ratio (VR): 0.19 0.20 Weaving Ratio 0.42 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 72.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.26 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,066 20 770 266 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,139 6 206 83 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 4,721 23 881 304 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.11 0.13 Speed (Si): 44.38 69.70 mph Lanes for Unconstrained Op (Nw): 1.67 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 62.57 mph Base Capacity (cb): 11,523 pc/h Weaving Segment Density 18.95 pc/mi/ln 15‐min Capacity 11,028 pc/h Level of Service: B Hourly Capacity (ch): 9,925 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,185 2,800 pc/h Average Flow Rate: 1,186 2,400 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.26 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 55.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.21 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.47 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,248 50 910 798 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,753 14 244 244 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,254 58 1,041 913 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.75 0.25 Speed (Si): 31.38 51.08 mph Lanes for Unconstrained Op (Nw): 2.01 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 45.11 mph Base Capacity (cb): 9,703 pc/h Weaving Segment Density 41.08 pc/mi/ln 15‐min Capacity 9,286 pc/h Level of Service: F Hourly Capacity (ch): 8,357 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,954 2,800 pc/h Average Flow Rate: 1,853 2,250 pc/h/ln Volume Ratio (VR): 0.21 0.20 Weaving Ratio 0.47 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 69.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.16 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.22 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,398 10 687 190 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,189 3 194 56 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 5,106 12 786 217 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.33 0.13 Speed (Si): 59.22 67.42 mph Lanes for Unconstrained Op (Nw): 0.76 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 65.92 mph Base Capacity (cb): 11,850 pc/h Weaving Segment Density 18.57 pc/mi/ln 15‐min Capacity 11,340 pc/h Level of Service: B Hourly Capacity (ch): 10,206 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,003 4,000 pc/h Average Flow Rate: 1,224 2,390 pc/h/ln Volume Ratio (VR): 0.16 0.80 Weaving Ratio 0.22 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 47.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.18 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.25 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,570 20 1,090 360 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,819 6 306 100 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,628 23 1,247 412 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.46 0.21 Speed (Si): 40.33 45.69 mph Lanes for Unconstrained Op (Nw): 1.07 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 44.64 mph Base Capacity (cb): 10,748 pc/h Weaving Segment Density 41.72 pc/mi/ln 15‐min Capacity 10,286 pc/h Level of Service: F Hourly Capacity (ch): 9,257 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,659 4,000 pc/h Average Flow Rate: 1,862 pc/h/ln Volume Ratio (VR): 0.18 0.80 Weaving Ratio 0.25 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 55.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.11 Length of Weaving Segment: 1,830 ft Weaving Ratio 0.38 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,353 20 430 259 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,481 6 117 81 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,215 23 492 296 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.53 0.24 Speed (Si): 44.49 51.39 mph Lanes for Unconstrained Op (Nw): 1.17 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 50.51 mph Base Capacity (cb): 10,035 pc/h Weaving Segment Density 27.82 pc/mi/ln 15‐min Capacity 9,603 pc/h Level of Service: C Hourly Capacity (ch): 8,643 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 788 2,800 pc/h Average Flow Rate: 1,405 2,250 pc/h/ln Volume Ratio (VR): 0.11 0.20 Weaving Ratio 0.38 n/a Weaving Length: 1,830 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Printed 8/19/2014 EXISTING YEAR 2008 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 66.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.12 Length of Weaving Segment: 1,830 ft Weaving Ratio 0.35 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,866 20 600 323 vph Peak Hour Factor (PHF): 0.90 0.90 0.90 0.90 Peak 15‐min Volume (v15): 1,875 6 167 97 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,972 23 687 370 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.68 0.33 Speed (Si): 48.36 56.97 mph Lanes for Unconstrained Op (Nw): 1.15 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 55.81 mph Base Capacity (cb): 11,255 pc/h Weaving Segment Density 32.44 pc/mi/ln 15‐min Capacity 10,771 pc/h Level of Service: D Hourly Capacity (ch): 9,694 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,057 2,800 pc/h Average Flow Rate: 1,810 2,360 pc/h/ln Volume Ratio (VR): 0.12 0.20 Weaving Ratio 0.35 n/a Weaving Length: 1,830 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book13 ---PAGE BREAK--- Interim Year 2015 No Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.12 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.41 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,605 10 470 323 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,379 3 124 74 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,165 11 510 350 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.40 0.14 Speed (Si): 54.22 63.37 mph Lanes for Unconstrained Op (Nw): 0.73 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 62.09 mph Base Capacity (cb): 11,720 pc/h Weaving Segment Density 22.67 pc/mi/ln 15‐min Capacity 11,216 pc/h Level of Service: B Hourly Capacity (ch): 10,655 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 860 4,000 pc/h Average Flow Rate: 1,407 2,350 pc/h/ln Volume Ratio (VR): 0.12 0.80 Weaving Ratio 0.41 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.10 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.41 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 10,014 20 640 451 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,555 5 163 105 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 11,015 22 694 489 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.56 0.21 Speed (Si): 50.19 60.54 mph Lanes for Unconstrained Op (Nw): 0.53 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 59.36 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 41.17 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,183 4,000 pc/h Average Flow Rate: 2,444 2,350 pc/h/ln Volume Ratio (VR): 0.10 0.80 Weaving Ratio 0.41 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.42 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,828 30 856 610 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,492 8 168 142 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,410 33 928 661 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.82 0.44 Speed (Si): 45.25 53.32 mph Lanes for Unconstrained Op (Nw): 1.53 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.50 mph Base Capacity (cb): 10,559 pc/h Weaving Segment Density 31.19 pc/mi/ln 15‐min Capacity 10,105 pc/h Level of Service: C Hourly Capacity (ch): 9,600 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,589 2,800 pc/h Average Flow Rate: 1,606 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.42 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.38 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,705 50 1,087 670 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,679 13 234 161 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,375 55 1,178 726 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 2.23 0.31 Speed (Si): 32.01 57.03 mph Lanes for Unconstrained Op (Nw): 1.82 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 49.19 mph Base Capacity (cb): 10,433 pc/h Weaving Segment Density 37.95 pc/mi/ln 15‐min Capacity 9,984 pc/h Level of Service: E Hourly Capacity (ch): 9,485 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,904 2,800 pc/h Average Flow Rate: 1,867 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.38 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.29 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,416 20 801 326 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,116 5 200 89 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 4,857 22 868 353 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.14 0.14 Speed (Si): 40.68 63.31 mph Lanes for Unconstrained Op (Nw): 1.74 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 56.96 mph Base Capacity (cb): 10,813 pc/h Weaving Segment Density 21.42 pc/mi/ln 15‐min Capacity 10,348 pc/h Level of Service: B Hourly Capacity (ch): 9,831 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,221 2,800 pc/h Average Flow Rate: 1,220 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.29 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.18 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.46 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 8,333 50 1,011 860 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,174 13 255 239 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 9,166 55 1,096 932 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.99 0.29 Speed (Si): 33.37 57.73 mph Lanes for Unconstrained Op (Nw): 1.79 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.02 mph Base Capacity (cb): 10,941 pc/h Weaving Segment Density 44.10 pc/mi/ln 15‐min Capacity 10,471 pc/h Level of Service: F Hourly Capacity (ch): 9,947 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 2,028 2,800 pc/h Average Flow Rate: 2,250 2,350 pc/h/ln Volume Ratio (VR): 0.18 0.20 Weaving Ratio 0.46 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.19 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.18 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,583 10 890 200 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,153 3 208 55 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 5,041 11 965 217 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.36 0.15 Speed (Si): 55.58 63.00 mph Lanes for Unconstrained Op (Nw): 0.92 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 61.45 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 20.29 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: B Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,182 4,000 pc/h Average Flow Rate: 1,247 2,350 pc/h/ln Volume Ratio (VR): 0.19 0.80 Weaving Ratio 0.18 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.15 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.21 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 9,898 20 1,401 380 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,587 5 329 100 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 10,887 22 1,519 412 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.55 0.25 Speed (Si): 50.55 59.16 mph Lanes for Unconstrained Op (Nw): 0.68 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 57.68 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 44.52 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,931 4,000 pc/h Average Flow Rate: 2,568 2,350 pc/h/ln Volume Ratio (VR): 0.15 0.80 Weaving Ratio 0.21 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.14 Length of Weaving Segment: 1,870 ft Weaving Ratio 0.53 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,384 30 520 580 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,663 8 126 121 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,022 33 564 629 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.64 0.32 Speed (Si): 48.47 56.61 mph Lanes for Unconstrained Op (Nw): 1.31 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 55.27 mph Base Capacity (cb): 11,175 pc/h Weaving Segment Density 29.85 pc/mi/ln 15‐min Capacity 10,694 pc/h Level of Service: C Hourly Capacity (ch): 10,160 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,193 2,800 pc/h Average Flow Rate: 1,650 2,350 pc/h/ln Volume Ratio (VR): 0.14 0.20 Weaving Ratio 0.53 n/a Weaving Length: 1,870 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 NO PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.15 Length of Weaving Segment: 1,870 ft Weaving Ratio 0.44 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 7,080 10 710 566 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,803 8 174 124 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,787 11 770 614 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.72 0.38 Speed (Si): 46.93 54.92 mph Lanes for Unconstrained Op (Nw): 1.36 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 53.55 mph Base Capacity (cb): 11,088 pc/h Weaving Segment Density 34.30 pc/mi/ln 15‐min Capacity 10,611 pc/h Level of Service: D Hourly Capacity (ch): 10,081 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,384 2,800 pc/h Average Flow Rate: 1,836 2,350 pc/h/ln Volume Ratio (VR): 0.15 0.20 Weaving Ratio 0.44 n/a Weaving Length: 1,870 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book14 ---PAGE BREAK--- Interim Year 2015 With Project ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.12 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.41 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,608 10 470 325 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,389 3 121 74 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,168 11 510 352 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.40 0.14 Speed (Si): 54.21 63.36 mph Lanes for Unconstrained Op (Nw): 0.73 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 62.07 mph Base Capacity (cb): 11,723 pc/h Weaving Segment Density 22.69 pc/mi/ln 15‐min Capacity 11,219 pc/h Level of Service: B Hourly Capacity (ch): 10,658 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 862 4,000 pc/h Average Flow Rate: 1,408 2,350 pc/h/ln Volume Ratio (VR): 0.12 0.80 Weaving Ratio 0.41 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.10 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.42 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 10,029 20 640 463 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,555 5 163 105 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 11,031 22 694 502 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.56 0.21 Speed (Si): 50.15 60.49 mph Lanes for Unconstrained Op (Nw): 0.54 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 59.30 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 41.31 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,196 4,000 pc/h Average Flow Rate: 2,450 2,350 pc/h/ln Volume Ratio (VR): 0.10 0.80 Weaving Ratio 0.42 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.41 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,828 30 885 610 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,474 8 168 161 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,410 33 959 661 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.93 0.25 Speed (Si): 33.79 58.91 mph Lanes for Unconstrained Op (Nw): 1.76 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.25 mph Base Capacity (cb): 10,486 pc/h Weaving Segment Density 31.46 pc/mi/ln 15‐min Capacity 10,035 pc/h Level of Service: C Hourly Capacity (ch): 9,533 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,620 2,800 pc/h Average Flow Rate: 1,613 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.41 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.38 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,718 50 1,100 670 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,676 13 234 176 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,389 55 1,192 726 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 2.24 0.31 Speed (Si): 31.96 56.96 mph Lanes for Unconstrained Op (Nw): 1.82 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 49.09 mph Base Capacity (cb): 10,387 pc/h Weaving Segment Density 38.14 pc/mi/ln 15‐min Capacity 9,940 pc/h Level of Service: E Hourly Capacity (ch): 9,443 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,918 2,800 pc/h Average Flow Rate: 1,872 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.38 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.29 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,416 20 801 326 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,116 5 200 89 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 4,857 22 868 353 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.14 0.14 Speed (Si): 40.68 63.31 mph Lanes for Unconstrained Op (Nw): 1.74 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 56.96 mph Base Capacity (cb): 10,813 pc/h Weaving Segment Density 21.42 pc/mi/ln 15‐min Capacity 10,348 pc/h Level of Service: B Hourly Capacity (ch): 9,831 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,221 2,800 pc/h Average Flow Rate: 1,220 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.29 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.18 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.46 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 8,333 50 1,011 860 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,176 13 255 237 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 9,166 55 1,096 932 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.99 0.29 Speed (Si): 33.37 57.73 mph Lanes for Unconstrained Op (Nw): 1.79 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.02 mph Base Capacity (cb): 10,948 pc/h Weaving Segment Density 44.10 pc/mi/ln 15‐min Capacity 10,477 pc/h Level of Service: F Hourly Capacity (ch): 9,953 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 2,028 2,800 pc/h Average Flow Rate: 2,250 2,350 pc/h/ln Volume Ratio (VR): 0.18 0.20 Weaving Ratio 0.46 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.19 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.18 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,583 10 919 200 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,176 3 205 53 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 5,041 11 996 217 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.36 0.15 Speed (Si): 55.47 62.85 mph Lanes for Unconstrained Op (Nw): 0.94 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 61.27 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 20.45 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: B Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,213 4,000 pc/h Average Flow Rate: 1,253 2,350 pc/h/ln Volume Ratio (VR): 0.19 0.80 Weaving Ratio 0.18 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.15 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.21 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 9,898 20 1,414 380 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,584 5 332 100 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 10,887 22 1,533 412 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.55 0.25 Speed (Si): 50.52 59.11 mph Lanes for Unconstrained Op (Nw): 0.68 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 57.62 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 44.61 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,945 4,000 pc/h Average Flow Rate: 2,571 2,350 pc/h/ln Volume Ratio (VR): 0.15 0.80 Weaving Ratio 0.21 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.14 Length of Weaving Segment: 1,870 ft Weaving Ratio 0.53 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,384 30 520 583 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,661 8 129 121 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,022 33 564 632 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.64 0.32 Speed (Si): 48.45 56.60 mph Lanes for Unconstrained Op (Nw): 1.31 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 55.25 mph Base Capacity (cb): 11,165 pc/h Weaving Segment Density 29.87 pc/mi/ln 15‐min Capacity 10,685 pc/h Level of Service: C Hourly Capacity (ch): 10,151 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,196 2,800 pc/h Average Flow Rate: 1,650 2,350 pc/h/ln Volume Ratio (VR): 0.14 0.20 Weaving Ratio 0.53 n/a Weaving Length: 1,870 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Printed 8/19/2014 INTERIM YEAR 2015 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.15 Length of Weaving Segment: 1,870 ft Weaving Ratio 0.45 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 7,080 10 710 581 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,814 8 174 132 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,787 11 770 630 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.73 0.38 Speed (Si): 46.87 54.84 mph Lanes for Unconstrained Op (Nw): 1.36 Max Lanes (Nwmax): 1.40 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 53.46 mph Base Capacity (cb): 11,070 pc/h Weaving Segment Density 34.41 pc/mi/ln 15‐min Capacity 10,594 pc/h Level of Service: D Hourly Capacity (ch): 10,064 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,400 2,800 pc/h Average Flow Rate: 1,840 2,350 pc/h/ln Volume Ratio (VR): 0.15 0.20 Weaving Ratio 0.45 n/a Weaving Length: 1,870 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.15 0.0035 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book15 ---PAGE BREAK--- Future Year 2030 With Project ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.13 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.35 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 5,619 20 540 292 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,482 5 139 76 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,180 22 585 317 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.41 0.14 Speed (Si): 54.04 63.16 mph Lanes for Unconstrained Op (Nw): 0.75 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 61.84 mph Base Capacity (cb): 11,716 pc/h Weaving Segment Density 22.98 pc/mi/ln 15‐min Capacity 11,212 pc/h Level of Service: B Hourly Capacity (ch): 10,652 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 902 4,000 pc/h Average Flow Rate: 1,421 2,350 pc/h/ln Volume Ratio (VR): 0.13 0.80 Weaving Ratio 0.35 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐4. I‐5 Northbound from Disneyland On‐Ramp to Lincoln Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.09 Length of Weaving Segment: 1,680 ft Weaving Ratio 0.42 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 11,206 20 680 482 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,811 5 174 118 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 12,326 22 737 523 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.60 0.23 Speed (Si): 49.34 59.86 mph Lanes for Unconstrained Op (Nw): 0.50 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 58.70 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 46.36 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,260 4,000 pc/h Average Flow Rate: 2,722 2,350 pc/h/ln Volume Ratio (VR): 0.09 0.80 Weaving Ratio 0.42 n/a Weaving Length: 1,680 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.17 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.48 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,495 40 714 660 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,708 11 179 174 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,144 44 774 715 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.96 0.25 Speed (Si): 33.58 58.94 mph Lanes for Unconstrained Op (Nw): 1.61 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 52.18 mph Base Capacity (cb): 10,567 pc/h Weaving Segment Density 33.26 pc/mi/ln 15‐min Capacity 10,113 pc/h Level of Service: D Hourly Capacity (ch): 9,607 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,489 2,800 pc/h Average Flow Rate: 1,735 2,350 pc/h/ln Volume Ratio (VR): 0.17 0.20 Weaving Ratio 0.48 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐5. I‐5 Southbound from Disneyland On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.18 Length of Weaving Segment: 1,520 ft Weaving Ratio 0.39 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 7,171 50 1,001 650 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,674 13 258 171 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,888 55 1,085 705 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 2.24 0.30 Speed (Si): 31.97 57.15 mph Lanes for Unconstrained Op (Nw): 1.71 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 49.92 mph Base Capacity (cb): 10,465 pc/h Weaving Segment Density 38.99 pc/mi/ln 15‐min Capacity 10,015 pc/h Level of Service: E Hourly Capacity (ch): 9,514 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,790 2,800 pc/h Average Flow Rate: 1,947 2,350 pc/h/ln Volume Ratio (VR): 0.18 0.20 Weaving Ratio 0.39 n/a Weaving Length: 1,520 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.21 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.34 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,540 20 805 420 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,197 5 208 111 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 4,994 22 873 455 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.21 0.15 Speed (Si): 39.93 62.81 mph Lanes for Unconstrained Op (Nw): 1.80 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 56.08 mph Base Capacity (cb): 10,813 pc/h Weaving Segment Density 22.62 pc/mi/ln 15‐min Capacity 10,348 pc/h Level of Service: B Hourly Capacity (ch): 9,831 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,328 2,800 pc/h Average Flow Rate: 1,269 2,350 pc/h/ln Volume Ratio (VR): 0.21 0.20 Weaving Ratio 0.34 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐6. I‐5 Northbound from Anaheim On‐Ramp to Harbor Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.18 Length of Weaving Segment: 2,080 ft Weaving Ratio 0.43 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 9,510 60 1,238 950 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,416 16 300 250 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 10,460 66 1,342 1,030 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 2.29 0.35 Speed (Si): 31.71 55.82 mph Lanes for Unconstrained Op (Nw): 1.85 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 48.97 mph Base Capacity (cb): 10,933 pc/h Weaving Segment Density 52.67 pc/mi/ln 15‐min Capacity 10,463 pc/h Level of Service: F Hourly Capacity (ch): 9,940 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 2,372 2,800 pc/h Average Flow Rate: 2,580 2,350 pc/h/ln Volume Ratio (VR): 0.18 0.20 Weaving Ratio 0.43 n/a Weaving Length: 2,080 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.22 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.17 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 4,545 10 1,075 220 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,195 3 274 58 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 4,999 11 1,165 238 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.38 0.17 Speed (Si): 54.79 61.87 mph Lanes for Unconstrained Op (Nw): 1.06 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 60.17 mph Base Capacity (cb): 11,657 pc/h Weaving Segment Density 21.32 pc/mi/ln 15‐min Capacity 11,156 pc/h Level of Service: B Hourly Capacity (ch): 10,598 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,403 4,000 pc/h Average Flow Rate: 1,283 2,350 pc/h/ln Volume Ratio (VR): 0.22 0.80 Weaving Ratio 0.17 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Northbound from State College On‐Ramp to Katella Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: B Number of Weaving Lanes: 5 Volume Ratio (VR): 0.17 Length of Weaving Segment: 2,350 ft Weaving Ratio 0.19 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 10,558 20 1,742 420 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 2,776 5 453 111 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 11,613 22 1,888 455 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 0.60 0.29 Speed (Si): 49.37 57.56 mph Lanes for Unconstrained Op (Nw): 0.78 Max Lanes (Nwmax): 3.50 Type of Operation: Unconstrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 56.00 mph Base Capacity (cb): 11,750 pc/h Weaving Segment Density 49.92 pc/mi/ln 15‐min Capacity 11,245 pc/h Level of Service: F Hourly Capacity (ch): 10,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 2,343 4,000 pc/h Average Flow Rate: 2,796 2,350 pc/h/ln Volume Ratio (VR): 0.17 0.80 Weaving Ratio 0.19 n/a Weaving Length: 2,350 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.50 0.50 0.08 0.0020 2.20 6.00 0.70 1.00 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp AM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.20 Length of Weaving Segment: 1,830 ft Weaving Ratio 0.39 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,064 50 910 593 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,597 13 239 155 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 6,670 55 987 643 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.70 0.23 Speed (Si): 35.36 59.87 mph Lanes for Unconstrained Op (Nw): 1.77 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 52.74 mph Base Capacity (cb): 10,651 pc/h Weaving Segment Density 31.68 pc/mi/ln 15‐min Capacity 10,193 pc/h Level of Service: C Hourly Capacity (ch): 9,683 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,630 2,800 pc/h Average Flow Rate: 1,671 2,350 pc/h/ln Volume Ratio (VR): 0.20 0.20 Weaving Ratio 0.39 n/a Weaving Length: 1,830 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK--- Printed 8/19/2014 FUTURE YEAR 2030 WITH PROJECT Toy Story Guest Parking Expansion Highway Capacity Manual 2000 ‐ Ramp Weaving Worksheet W‐7. I‐5 Southbound from Katella On‐Ramp to State College Off‐Ramp PM Peak Hour BASE INPUTS Free‐Flow Speed: 65.0 Weaving Type: A Number of Weaving Lanes: 5 Volume Ratio (VR): 0.19 Length of Weaving Segment: 1,830 ft Weaving Ratio 0.49 Terrain Type: Level VOLUME ADJUSTMENTS Non‐Weaving Weaving Vo1 Vo2 Vw1 Vw2 Volume 6,998 20 850 805 vph Peak Hour Factor (PHF): 0.95 0.95 0.95 0.95 Peak 15‐min Volume (v15): 1,837 5 224 208 v % Trucks & Buses (PT): 9 9 6 6 % % RVs (PR): 0 0 0 0 % PCE for Trucks & Buses (ET): 1.5 1.5 1.5 1.5 PCE for RVs (ER): 1.2 1.2 1.2 1.2 Heavy Vehicle Adj. (fHV): 0.96 0.96 0.97 0.97 Driver Population Factor (fp): 1.00 1.00 1.00 1.00 Adjusted Volumes: 7,697 22 921 873 pc/h WEAVING AND NON‐WEAVING SPEEDS Weaving Non‐Weaving Constraint a: Constraint b: Constraint c: Constraint d: Weaving Intensity Factor (Wi): 1.91 0.26 Speed (Si): 33.93 58.60 mph Lanes for Unconstrained Op (Nw): 1.77 Max Lanes (Nwmax): 1.40 Type of Operation: Constrained LEVEL OF SERVICE AND ESTIMATED SPEEDS Weaving Segment Speed 51.53 mph Base Capacity (cb): 10,701 pc/h Weaving Segment Density 36.92 pc/mi/ln 15‐min Capacity 10,241 pc/h Level of Service: E Hourly Capacity (ch): 9,729 pc/h LIMITATIONS ON WEAVING SEGMENTS Analyzed Maximum Weaving Flow Rate (Vw): 1,794 2,800 pc/h Average Flow Rate: 1,903 2,350 pc/h/ln Volume Ratio (VR): 0.19 0.20 Weaving Ratio 0.49 n/a Weaving Length: 1,830 2,500 ft Notes: Methodology from Highway Capacity Manual 2000, Transportation Research Board, 2000. 0.80 0.75 0.35 0.0020 2.20 4.00 0.97 1.30 Gibson Transportation Consulting, Inc. Book16 ---PAGE BREAK---