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Initial Study/Mitigated Negative Declaration for the Windy Ridge Water Storage Tank Project Anaheim, California Prepared for Robert Hoang, Project Manager Anaheim Public Utilities 201 South Anaheim Boulevard, Suite 601 Anaheim, California 92805 Prepared by Jennifer Marks, Project Manager BonTerra Psomas 3 Hutton Centre Drive, Suite 200 Santa Ana, California 92707-8794 T: (714) 751-7373 Under Contract to: MWH Americas, Inc. 3321 Power Inn Road, Suite 300 Sacramento, CA 95826 (916) 924-8844 January 2015 ---PAGE BREAK--- ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx i Table of Contents TABLE OF CONTENTS Section Page Section 1.0 Introduction 1-1 1.1 Purpose of The Initial 1-1 1.2 Summary of Findings 1-1 1.3 Project Approval 1-1 1.4 Report 1-2 Section 2.0 Project Location, Background, and Environmental Setting 2-1 2.1 Project Location 2-1 2.2 Project Background 2-1 2.3 Existing Project Site Conditions 2-1 2.4 Surrounding Land Uses 2-2 Section 3.0 Project Description 3-1 3.1 Project Characteristics 3-1 3.1.1 Temporary Access Road 3-1 3.1.2 Water Storage Tank 3-1 3.1.3 Permanent Access Road 3-2 3.1.4 Water Supply Pipeline 3-2 3.1.5 Pressure-Reducing Station 3-2 3.1.6 Other Project-Related Improvements 3-2 3.1.7 Grading 3-3 3.2 Discretionary Actions 3-3 Section 4.0 Environmental 4-1 Section 5.0 Environmental Evaluation 5-1 I. Aesthetics 5-1 II. Agriculture and Forest Land Resources 5-4 III. Air Quality 5-5 IV. Biological Resources 5-17 V. Cultural Resources 5-23 VI. Geology and Soils 5-27 VII. Greenhouse Gas Emissions 5-33 VIII. Hazards and Hazardous Materials 5-37 IX. Hydrology and Water Quality 5-40 X. Land Use and Planning 5-44 XI. Mineral Resources 5-45 XII. Noise 5-45 XIII. Population and Housing 5-51 XIV. Public Services 5-51 XV. Recreation 5-53 XVI. Transportation/Traffic 5-53 XVII. Utilities and Service Systems 5-56 XVIII. Mandatory Findings of Significance 5-58 Section 6.0 Preparers 6-1 ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx ii Table of Contents Section 7.0 List of Acronyms 7-1 Section 8.0 References 8-1 TABLES Table Page 1 California and National Ambient Air Quality Standards 5-6 2 Attainment Status of Criteria Pollutants in the South Coast Air 5-7 3 SCAQMD Air Quality Significance Thresholds 5-9 4 Estimated Maximum Daily Construction Emissions Without Mitigation (Pounds/day) 5-11 5 Estimated Maximum Daily Construction Emissions With TIER 3 Mitigation for Water Storage Tank Construction (Pounds/day) 5-12 6 Local Significance Threshold Construction Emissions 5-13 7 Permanent and Temporary Habitat Impacts 5-20 8 Cultural Resources Within ½ Mile of the Project Site 5-24 9 Active Faults in the Project Vicinity 5-28 10 Comparison of Worldwide Greenhouse Gas Emissions 5-34 11 Estimated Construction Greenhouse Gas Emissions 5-36 12 Typical Noise Levels 5-46 EXHIBITS Exhibit Follows Page 1 Vicinity Map 2-1 2 Aerial Photograph 2-1 3a–d Water Storage Site Plan 3-1 4 Retaining Wall Design 3-2 5a–b Standard Pipe Gate For Access Roads 3-2 6a Project Site Photograph: View 1 5-1 6b Project Site Photograph: View 2 5-1 7 Water Storage Tank Cross Sections 5-2 8a Line of Sight Analysis: Key Map 5-2 8b Line of Sight Analysis: View A 5-2 8c Line of Sight Analysis: View B 5-2 8d Line of Sight Analysis: View C 5-2 8e Line of Sight Analysis: View D 5-2 9 Permanent Access Road Visual Simulation 5-2 APPENDICES Appendix A Mitigation Monitoring Plan B Air Quality Analysis and Greenhouse Gas Emissions Calculations C Biological Resources Assessment D Cultural Resources Records Search E Draft Geotechnical Investigation F EDR Report G Draft Drainage Report ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 1-1 Introduction SECTION 1.0 INTRODUCTION 1.1 PURPOSE OF THE INITIAL STUDY In accordance with the California Environmental Quality Act (CEQA) (California Public Resources Code §21000 et seq.) and its Guidelines (California Code of Regulations, Title 14, §15000 et seq.), this Initial Study (IS) has been prepared as documentation for a Mitigated Negative Declaration (MND) for the proposed Windy Ridge Water Storage Tank Project. This IS includes a description of the proposed Project; location of the Project site; evaluation of the potential environmental impacts; findings from the environmental review; and proposed mitigation measures to lessen or avoid environmental impacts on the environment. Pursuant to Section 15367 of the State CEQA Guidelines, the City of Anaheim (City) is the lead agency for the project. The lead agency is the public agency that has the principal responsibility for carrying out or approving a project. The City, as the lead agency, shall have the authority for Project approval and adoption of the accompanying environmental documentation. The purpose of this document is to evaluate the construction of an approximate 1.6-million-gallon potable water storage tank and its associated access road. As appropriate, this document incorporates by reference information that was presented in The City of Anaheim General Plan and Zoning Code Update Environmental Impact Report No. 330 (EIR No. 330; Anaheim 2004b). 1.2 SUMMARY OF FINDINGS Based on the environmental checklist form completed for the Project and supporting environmental analysis, the proposed Project would have no impact or a less than significant impact in the following environmental impact areas: aesthetics; agriculture and forest resources; greenhouse gas emissions; hazards and hazardous materials; hydrology and water quality; land use/planning; mineral resources; population/housing; public services; recreation; and transportation/traffic; utilities and service systems. An explanation as to why this finding is made for these issues can be found under each of these topics referenced in the Checklist form. The proposed Project has the potential to have significant impacts to air quality; biological resources; cultural resources; geology and soils; and noise unless the recommended mitigation measures are incorporated into the Project. According to the State CEQA Guidelines, it is appropriate to prepare an MND for the proposed Project because, after incorporation of the recommended mitigation measures, potentially significant environmental impacts would be eliminated or reduced to a level considered less than significant. 1.3 PROJECT APPROVAL The IS and proposed MND, which comprise this document, have been submitted to potentially affected groups and agencies. Notices of availability of the IS and MND have been posted at the Project site, at the County Clerk/Recorder’s Office, on the City of Anaheim website, and at the City of Anaheim Clerk’s Office for review and comment. There will be a 30-day public review period for the IS/MND in accordance with Section 15073 of the State CEQA Guidelines. In reviewing the IS and proposed MND, the reviewer should focus on the sufficiency of the document in identifying and analyzing the potential impacts on the environment and the ways in which the potentially significant effects of the Project are avoided or ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 1-2 Introduction mitigated through components of the Project and mitigation measures to be applied. Comments on the analysis contained herein may be sent to: Mr. Robert Hoang, Project Manager Anaheim Public Utilities 201 South Anaheim Boulevard, Suite 601 Anaheim, California 92805 Email: [EMAIL REDACTED] Following receipt and evaluation of comments from agencies, organizations, and/or individuals, the City will determine whether any substantial new environmental issues have been raised. If not or if the issues raised do not provide substantial evidence that the Project will have a significant effect on the environment, the Project and environmental documentation will be considered for approval. 1.4 REPORT ORGANIZATION This document has been organized into the following sections: Section 1 – Introduction. This section provides an introduction and overview describing the conclusions of the IS. Section 2 – Project Location, Background, and Environmental Setting. This section provides an overview of the proposed Project location; relevant background information; a description of existing on-site and surrounding land uses; and a statement of purpose and need. Section 3 – Project Description. This section identifies key project characteristics and includes a list of anticipated discretionary actions. Section 4 – Environmental Checklist. The completed City of Anaheim Environmental Checklist Form provides an overview of the potential impacts that may or may not result from Project implementation. Section 5 – Environmental Evaluation. This section contains an analysis of environmental impacts identified in the environmental checklist. As necessary, the narrative responses are followed by a mitigation program composed of mitigation measures (MMs), regulatory requirements (RRs), and project design features (PDFs). In some cases, mitigation measures from previous environmental documents have been identified in the mitigation program. Section 6 – Report Preparers. This section identifies those individuals responsible for preparing the IS and proposed MND. Section 7 – List of Acronyms. This section identifies acronyms and their meanings. Section 8 – References. The References section identifies resources used to prepare this document. ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 2-1 Project Location, Background, and Environmental Setting SECTION 2.0 PROJECT LOCATION, BACKGROUND, AND ENVIRONMENTAL SETTING 2.1 PROJECT LOCATION The Project site encompasses 21.83 acres to be disturbed, including 18.85 acres of temporary impacts (associated with the temporary construction easements, excess soil disposal area, staging area, temporary access road, and graded slopes) and 2.98 acres of permanent impacts (associated with the footprint of the water storage tank and permanent access road), and is located southeast of Weir Canyon Road and Blue Sky Road near the eastern boundary of the limits of the City of Anaheim, as shown on Exhibit 1, Vicinity Map. The Project site is located southwest of the interchange between State Route (SR) 91 (Riverside Freeway) and SR-241 (Eastern Transportation Corridor). 2.2 PROJECT BACKGROUND In 2005, the City of Anaheim certified the Mountain Park Specific Plan Final Environmental Impact Report (FEIR) and approved the Mountain Park Project to allow for the development of residential, institutional, and recreational uses in Gypsum Canyon in the City of Anaheim. Because there are no water distribution or storage facilities on the Mountain Park site, the FEIR analyzed the assumed extension of water transmission lines to and the construction of three domestic water storage reservoirs on the Specific Plan site. The 1320-foot elevation pressure zone reservoir is the subject of this current water storage tank Project document and is herein referred to as the “Windy Ridge Water Storage Tank”. The Windy Ridge Water Storage Tank was intended to serve already developed portions of the City of Anaheim as well as portions of the proposed Mountain Park development. However, in August 2014, the Irvine Company announced that development associated with the Mountain Park Specific Plan would not occur. Instead, the Irvine Company dedicated the approximately 2,500 acres to the County of Orange for preservation as permanent open space. The potable water storage tank is still needed to serve existing development; therefore, the City is proceeding with the Windy Ridge Water Storage Tank Project. The Project would provide water supply redundancy and reliability to the highest service elevations of east Anaheim. Currently there are no water storage facilities that directly serve these high elevation areas by gravity; all water is supplied by pump stations that pump water from storage facilities at lower elevations. Once in place, the new storage tank will provide backup water supply by gravity during high demand periods, such as hot summer days and for fighting fires. The Project would also help Anaheim Public Utilities to maintain a high level of system reliability throughout all areas of Anaheim during water supply shutdowns and/or major transmission pipeline outages. 2.3 EXISTING PROJECT SITE CONDITIONS Exhibit 2 provides an aerial photograph of the Project site and its immediately surrounding areas. As shown, the Project site is currently undeveloped and is in proximity to existing residential development at its northwest side. The Project site is located southwest of the interchange between SR-91 and SR-241. The Project site is situated in Weir Canyon, which is in the foothills of the Santa Ana Mountains overlooking the Santa Ana Canyon to the north and Gypsum Canyon to the east. Weir Canyon drains into the Santa Ana River and is one of its main tributaries. At a greater scale, Weir Canyon is situated within the east-west trending Transverse Range Province at the western edge of the San Bernardino Valley, east of the Los Angeles Basin. Annual climate varies between dry, moderate summers and wetter, temperate winters. Rainfall rarely exceeds 15 inches and occurs primarily in the winter months. The ridges and canyons support a variety of vegetation types, ---PAGE BREAK--- Temporary Construction Staging and Earthwork Disposal Area Temporary Access Road (for construction) Proposed Tank Site Permanent Access Road C i t y o f A n a h e i m C i t y o f A n a h e i m C i t y o f Y o r b a L i n d a U n i n c o r p o r a t e d O r a n g e C o u n t y U V 91 U V 241 La Palma Ave Serrano Ave de Bryant Canyon Rim Rd Gypsum Canyon Rd Weir Canyon Rd Canyon Rim Elementary School Running Springs Elementary School G ypsu m Canyo n Rd Silver Star Way Sunset Ridge Rd Bailey Way Featherly Regional Park Weir Canyon Regional Park Featherly Regional Park Toyon Park Oak Canyon Nature Center East Side Community Park Sycamore Park Canyon Rim Park Yorba Regional Park D:\Projects\MWH\J0037\MXD\ISMND\ex_LV_RL.mxd 2,000 0 2,000 1,000 Feet ² li Project Site Seal Beach S T 1 S T 73 S T 241 S T 90 S T 261 S T 142 S T 72 S T 71 S T 55 S T 133 S T 57 S T 241 Los Angeles Orange Beach Huntington Viejo Santa Rancho Corona Irvine Mission Whittier Lakewood Santa Ana Costa Mesa Buena Park Westminster Laguna Beach Vicinity Map Windy Ridge Water Storage Tank Exhibit 1 (Rev: 1-26-2015 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex1_LV_RL.pdf Project Boundary ---PAGE BREAK--- Aerial Photograph Windy Ridge Water Storage Tank Exhibit 2 (Rev: 1-26-2015 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex2_Aerial.pdf City of Anaheim Unincorporated Orange County Blue Sky Way Sil ver Sta r Way Night Star Way Coun t ry Glen Way Weir Canyon Rd Springwo od Dr Sunset Crst Star c res t C t Sh i ni ng Star C t 300 0 300 150 Feet ² D:\Projects\MWH\J0037\MXD\ISMND\ex_aerial.mxd Aerial Source: Aerials Express 2009 Temporary Construction Buffer Temporary Access Road Permanent Access Road Staging Area Water Storage Tank Site ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 2-2 Project Location, Background, and Environmental Setting including Sagebrush Scrub, Sagebrush – Black Sage Scrub, Mixed Sage Scrub, Mixed Sage Scrub – Grassland Ecotone, Mixed Mid-Elevation Chaparral, Chamise Chaparral, Bigpod Ceanothus Chaparral, Nolian Chaparral, Ruderal Grassland, Sumac Savanna, and Mesic Vascular Clidh and Rock. Wildlife in the area includes mourning dove (Zenaida macroura), common raven (Corvus corax), California thrasher (Toxostoma redivivum), northern mockingbird (Mimus polyglottos), California towhee (Melozone crissalis), song sparrow (Melospiza melodia), Audubon’s cottontail (Sylvilagus audubonii), coyote (Canis latrans), and mule deer (Odocoileus hemionus). The Project site is located within the City of Anaheim’s Hill and Canyon Community Policy Area, as designated in the Anaheim General Plan’s Land Use Element. The Project site is also located within the Mountain Park Specific Plan (SP 90-4) area, which includes 3,169 acres in Gypsum Canyon located south of the SR-91. As noted previously, the Mountain Park Specific Plan was approved in 2005 for a mix of residential uses, a school site, a neighborhood park site, and approximately 2,100 acres of open space; however, no development has occurred and the Mountain Park Specific Plan area remains as vacant, undeveloped land. The Project site is topographically complex, consisting of steep slopes ranging from 30 to 75 percent grade. Elevations on the Project site range from 837 to 1,410 feet above mean sea level (msl). The alignment for the proposed access road is characterized as a sloped ridgeline leading from Blue Sky Way southeast to the site for the proposed water storage tank, which is comprised of a natural depression, or bowl, east of the peak of the ridge. The proposed temporary access road alignment (for access during construction) follows another sloped ridgeline from the terminus of Weir Canyon Road at Blue Sky Road1 and extends up to the water storage tank site located just east of the ridgeline peak. The temporary access road’s alignment largely follows an existing dirt road, described on some maps as “South Weir Canyon Road”. 2.4 SURROUNDING LAND USES The Project site is adjacent to vacant, undeveloped land. The proposed tank site is approximately 0.5-mile southeast of an existing residential development associated with The Highlands at Anaheim Hills Specific Plan area. The 816-acre Highlands at Anaheim Hills Specific Plan area is situated north of Canyon Rim Road and east of Serrano Avenue at the east end of the Anaheim Hills Planned Community. The site is divided into four planning areas and provides for a variety of housing types ranging from large detached single-family lots to single-family attached and multi-family residences. (Anaheim 1988). A variety of housing densities are located near the Project site along Blue Sky Way and Blue Sky Road. The Project site is located approximately one mile southwest of the interchange between SR-91 (Riverside Freeway) and SR-241 (Eastern Transportation Corridor). 1 Blue Sky Way is a private roadway within a gated community. The public portion of this roadway outside the gated community is known as Blue Sky Road. It should be noted that, throughout this document, the two names are not interchangeable. ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 3-1 Project Description SECTION 3.0 PROJECT DESCRIPTION 3.1 PROJECT CHARACTERISTICS The Project proposes to construct an approximate 1.6-million-gallon potable water storage tank on an approximate 1.5-acre site. The water storage tank would be constructed as an enclosed water storage tank to serve the 1320 and 1120 Pressure Zones in the City of Anaheim’s potable water system. The Project would require grading of a temporary access road; grading and construction associated with the permanent access road; construction of a transmission pipeline within the access road alignment; construction of a pressure-reducing station near Blue Sky Way for connection to the 1120 Pressure Zone; and construction of the water tank and appurtenant facilities. Water would be used as potable water by customers, as well as for irrigation and fire protection purposes. 3.1.1 TEMPORARY ACCESS ROAD To accommodate construction of the water storage tank and the permanent access road concurrently, a temporary access road would be constructed from the Project’s staging area at the eastern terminus of Weir Canyon Road, moving southeast to the proposed water storage tank site. A portion of the temporary access road is proposed to follow the existing Jeep Trail to the top of the water storage tank site. The Jeep Trail would be widened to approximately 12 feet (ft) wide with a work area of approximately 30 ft wide in most places. Grade changes would be “smoothed out” to allow the passage of construction vehicles, and turnouts would be constructed to allow vehicles to pass each other. The access road would be graded to drain in a northwesterly direction, down the existing slopes. The access road would consist of a compacted native soil subbase and a bed of gravel. This would be sufficient for the temporary access required and would allow the site to be revegetated. The temporary road would be scraped to remove gravel, regraded, and reseeded, and returned to its preconstruction condition to the extent feasible after water storage tank construction is completed. 3.1.2 WATER STORAGE TANK The Windy Ridge Water Storage Tank would be constructed as a 96-foot-diameter circular concrete tank with a 30-foot operating depth, as illustrated in Exhibits 3a through 3d, Water Storage Tank Site Plan. To provide adequate pressure for the 1320 pressure zone, the water storage tank must have a highwater elevation of 1,320 feet above msl. In order to provide for additional freeboard and roof height, the tank would be approximately 33 feet tall with a roof elevation of 1,323 above msl. The water level in the water storage tank would vary based on the operation of the existing Hidden Canyon Pump Station and the demand in the 1320 pressure zone. The pumps at the Hidden Canyon Pump Station are expected to cycle on and off based on the water level in the proposed water storage tank. It is anticipated that water storage tank access would be through a hinged hatch installed on the roof and accessed by a stairway on the outside. A vertical ladder would be installed on the inside of the tank with one intermediate landing. A second equipment-flanged hatch would be provided with locking double-doors to allow for larger equipment to be inserted into or removed from the water storage tank. As part of the project, a 16-foot-wide road would be constructed around the perimeter of the water storage tank, and the chain-link fence and gate would provide security for the site. There would be an area designated for vehicle turn-around outside the gate. A concrete swale would also be ---PAGE BREAK--- Source: MWH 2014 (11/17/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex3a_WaterStorageTankSitePlan.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_ReservoirSitePlan_a.ai N 2253746.030 E 6114438.542 N 2253693.697 E 6114435.875 N 2253746.030 E 6114433.208 26+00 26+50 N 2253809.710 E 6114472.511 N 2253807.586 E 6114465.549 N 2253789.534 E 6114510.602 N 2253781.974 E 6114512.763 N 2253797.614 E 6114486.055 N 2253788.770 E 6114488.562 N 2253733.905 E 6114493.785 N 2253764.196 E 6114436.270 N 2253757.873 E 6114505.936 N 2253787.670 E 6114449.094 N 2253650 N 2253700 N 2253750 REMOVABLE GUARD POST (TYP OF 5) GRAVEL TURN-AROUND / PARKING AREA AC PAVEMENT SECTION CHAINLINK FENCE 0 10' 20' GRAPHIC SCALE ( IN FEET) 1 Inch = 10 Ft. LIMITS OF GRADING GENERAL SHEET NOTES 1.6 MG RESERVOIR 96' Ø OVERFLOW BOX IRRIGATION PUMP AND SAMPLING STATION, SEE M-1 LIMIT OF FOOTING 1' SEE SHEET C-1 FOR HORIZONTAL AND VERTICAL CONTROL POINTS. CATCH BASINS SHALL BE PER STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 305-2. SINGLE GRATING. SEE SHEET C-9 AND C-10 FOR GRADING. SEE SHEET C-12 FOR PIPING PLAN. 1. 2. 3. STAIRS SEE STRUCTURAL SHEETS 16' 8' 8' 3' ELECTRICAL EQUIPEMENT SEE E-5 TRANSFORMER, SEE E-5 CATCH BASIN SEE NOTE 2 C-101 CONCRETE LINED SWALE C-206 C-901 C-113 DOUBLE LEAF SWING GATE 12' WIDE C-102 IRRIGATION CONTROLLER SEE CITY OF ANAHEIM DEPT. OF PUBLIC WORKS DETAIL 541-2 IRRIGATION SYSTEM P.O.C. #1 SEE DWG GL-1 FOR P.O.C. SCHEMATIC M-1 2 SWALE RIPRAP PAD C-902 METERING VAULT SEE M-4 2'x3' PRECAST UNDERDRAIN COLLECTION BOX 24" W Windy Ridge Water Storage Tank Water Storage Tank Site Plan Exhibit 3a ---PAGE BREAK--- Source: MWH 2014 (11/17/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex3b_WaterStorageTankSitePlan.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_ReservoirSitePlan_b.ai CURVE NO RADIUS DELTA LENGTH TANGENT CHORD DIRECTION CHORD LENGTH MG OIR BC 23+73.09 N 2253891.075 E 6114376.347 BC 24+39.74 N 2253904.124 E 6114441.580 EC 22+85.22 N 2253883.309 E 6114288.816 EC 24+30.43 N 2253901.554 E 6114432.632 23+00 24+00 25+00 26+00 26+50 50 1270 1280 0 1290 39 41 42 43 44 45 46 47 48 49 50 1235 1295 1315 1300 1310 1300 1305 N 2253909.971 E 6114356.943 INV 1255.0 N 2253922.979 E 6114430.911 INV 1254.0 1260 1270 1280 1290 1300 1310 1320 1330 1250 1260 1270 1280 1290 1300 1310 1320 1330 23+00 24+00 25+00 26+00 26+50 S = 1.95% PVI 26+49.79 EL 1289.01 L 50' G1 13.68% G2 1.95% PVC 24+61.05 EL 1282.40 PVT 25+11.05 EL 1286.31 PVI 24+86.05 ELEV 1285.821 S = 13.68% RIPRAP PAD RCP 2009-0776 0 20' 40' GRAPHIC SCALE ( IN FEET) 1 Inch = 20 Ft. EX GRADE 0 20' 40' HORIZ SCALE : 1 Inch = 20 Ft. PLAN PROFILE 0 10' 20' VERT SCALE : 1 Inch = 10 Ft. FINISHED GRADE CURVE # C13 CURVE # C14 12.00' 96' Ø RESERVOIR LOCATION 2:1 LIMITS OF GRADING MATCH EX GRADE SEE NOTE 1 GENERAL SHEET NOTES LIMITS OF CONTRACTOR ACCESS SHALL BE 20' BEYOND LIMITS O GRADING. SEE SHEET C-15 FOR PIPE COORDINATE TABLE. CATCH BASINS SHALL BE PER STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 305-2, SINGLE GRATING 1. 2. 3. 12" SDR (22) STA 23+00.00 MATCHLINE, SEE DWG C-7 FOR CONTINUATION STA 23+00.00 MATCHLINE, SEE DWG C-7 FOR CONTINUATION 23+00 CONCRETE LINED SWALE (TYP) C-206 GUARD RAIL (TYP) C-119 C-202 INLET / OUTLET SEE SHEET C-15 FOR PIPING INFORMATION TABLE 16" W GC-5 C-900 24" SDR (22) 24" SDR (22) MSE WALL WITH CLF, SEE SHEET C-16 CATCH BASIN PER 305-2 (TYP OF 4) GRATE EL 1267.5 INV IN 1256.7 (24" SDR) INV OUT 1256.5 (12" SDR) GRATE EL 1278.5 INV IN 1273.0 INV OUT 1258.3 GRATE EL 1287.9 INV IN 1282.4 (EAST) INV IN 1282.4 (SOUTH) INV OUT 1282.0 GRATE EL 1288.1 INV 1282.65 GRATE EL 1289.5 INV 1283.4 3" AVAR SIMILAR TO COA W-160 24" SDR (22) Windy Ridge Water Storage Tank Water Storage Tank Site Plan Exhibit 3b ---PAGE BREAK--- Source: MWH 2014 (11/17/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex3c_WaterStorageTankSitePlan.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_ReservoirSitePlan_c.ai E 6114300 E 6114350 E 6114400 E 6114450 E 6114500 E 6114550 N 2253600 N 2253650 N 2253700 N 2253750 26+50 1290 1300 1310 1320 1330 1290 1300 1290 1300 1305 1295 1300 0 10' 20' GRAPHIC SCALE ( IN FEET) 1 Inch = 10 Ft. LIMITS OF GRADING GENERAL SHEET NOTES 1.6 MG RESERVOIR 96' Ø TF = 1290.00 OVERFLOW BOX 1290.25 FINAL RESERVOIR GRADING IS DEPENDING ON RECOMMENDATION FOR RESERVOIR AREA. SEE GC-1 FOR EROSION CONTROL NOTES. 1. 2. 1289.41 5% VARIES VARIES S = 0.005 S = 0.005 1% HP 1290 1289.82 HP FL 1289.49 LIP 1289.82 CONCRETE LINED SWALE C-206 RIPRAP PAD 78.50°' Windy Ridge Water Storage Tank Water Storage Tank Site Plan Exhibit 3c ---PAGE BREAK--- Source: MWH 2014 (11/17/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex3d_WaterStorageTankSitePlan.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_ReservoirSitePlan_d.ai E 6114300 E 6114350 E 6114400 E 6114450 E 6114500 E 6114550 N 2253600 N 2253650 N 2253700 N 2253750 N 2253550 N 2253500 E 6114100 E 6114150 E 6114200 E 6114250 N 2253800 N 2253850 E 6114600 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1290 1300 1290 1295 1315 1300 1310 1300 1305 0.75:1 0 10' 20' GRAPHIC SCALE ( IN FEET) 1 Inch = 10 Ft. GENERAL SHEET NOTES 1.6 MG RESERVOIR 96' Ø TF = 1290.00 FINAL RESERVOIR GRADING IS DEPENDING RECOMMENDATION FOR RESERVOIR AREA SEE GC-1 FOR EROSION CONTROL NOTES 1. 2. LIMIT OF GRADING TERRACE DRAIN (TYP) C-903 1312.5 FL 1314.0 LIP 1336.5 FL 1338.0 LIP 1360.5 FL 1362.0 LIP 1384.5 FL 1386.0 LIP 1384.5 FL 1386.0 LIP 1360.5 FL 1362.0 LIP 1336.5 FL 1338.0 LIP 1312.5 FL 1314.0 LIP 1312.5 FL 1314.0 LIP SEE SHEET C-9 FOR GRADING IN RESERVOIR AREA 1313.2 HPFL 1314.0 LIP 1337.0 HPFL 1338.0 LIP 1360.8 HPFL 1362.0 LIP 1384.75 HPFL 1386.0 LIP S=0.005 (TYP) S=0.005 (TYP) RIPRAP PAD (TYP) C-202 0.75:1 2:1 2:1 1.5:1 1.5:1 Windy Ridge Water Storage Tank Water Storage Tank Site Plan Exhibit 3d ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 3-2 Project Description constructed around the perimeter of the water storage tank and inside the fence line to convey any drainage away from the water storage tank. 3.1.3 PERMANENT ACCESS ROAD The City of Anaheim has a permanent easement within the gated residential community along Blue Sky Way. As part of the project, the City of Anaheim would coordinate with the homeowners association for the gated residential community to obtain temporary access during construction as well as permanent access to facilitate regular maintenance and inspection of the water storage tank and to allow for emergency access. The permanent access road would extend from the southeast corner of Blue Sky Way to the proposed water storage tank site. The permanent access road would be 12 feet wide and 2,680 feet (approximately 0.5 mile) long; it would be comprised of an asphalt section, an aggregate base section below the asphalt, and compacted subgrade. As part of the Project, retaining walls would be constructed along the access road on the downhill side, as illustrated on Exhibit 4, Retaining Wall Design. The proposed retaining walls would be mechanically stabilized earth (MSE) retaining walls with a rough surface to discourage graffiti. As part of the Project, a 16-inch fill/supply pipe would be installed beneath the access road. A gate would be constructed at the beginning of the access road at Blue Sky Way. The gate would be a pole type gate and would prevent vehicles from entering the access road, as shown on Exhibits 5a and 5b, Standard Pipe Gate For Access Roads. It would be necessary for the gate to be connected to the existing wrought iron fence. A 12-ft-wide chain-link fence gate would be constructed at the beginning and at the end of the access road near the water storage tank. All gates would be equipped with City standard padlocks. Additionally, a duct bank would be constructed within the access road alignment which would include electrical lines and instrumentation to serve the proposed water storage tank facility. 3.1.4 WATER SUPPLY PIPELINE A potable water pipeline would be designed and constructed beneath the permanent access road to connect the water storage tank to the 1320 Pressure Zone. The potable water pipeline would be a fully welded 16-inch-diameter cement mortar lined and coated (CMLC) steel pipe installed underneath the access road. 3.1.5 PRESSURE-REDUCING STATION The Project would include a new pressure-reducing station between the 1320 Pressure Zone and the 1120 Pressure Zone. A new 8-inch-diameter pipeline would be constructed in Blue Sky Way to connect the 1320 Pressure Zone and 1120 Pressure Zone. The hydraulically controlled pressure-reducing station would drop water from the 1320 Zone into the 1120 zone to improve service to the 1120 Zone and to provide circulation through the water storage tank in periods of low demand in the 1320 Zone. 3.1.6 OTHER PROJECT-RELATED IMPROVEMENTS Other work that will be performed during construction includes site preparation, erosion control, landscaping, site fencing, site drainage, and creation of a perimeter road around the water storage tank. The landscaping and erosion control plan have been designed to be consistent with City of Anaheim design standards. ---PAGE BREAK--- Source: MWH 2013 (11/17/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex4_RetainingWallDesign.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_RetainingWallDesign.ai Exhibit 4 Windy Ridge Water Storage Tank Retaining Wall Design 5’-0” 5’-0” 4’ TO 15’ TYP 4’ TO 15’ TYP 4’ TO 15’ TYP 4’ TO 15’ TYP 3’ - 0” 3’ - 0” ---PAGE BREAK--- Standard Pipe Gate For Access Roads Exhibit 5a Windy Ridge Water Storage Tank (01/27/2015 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex5a_StandardPipeGateForAccessRoads.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_StandardPipeGateForAccessRoads.ai Source: Public Works Standards Inc. 2005 ---PAGE BREAK--- Standard Pipe Gate For Access Roads Exhibit 5b Windy Ridge Water Storage Tank (01/27/2015 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex5b_StandardPipeGateForAccessRoads.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_StandardPipeGateForAccessRoads_Page2.ai Source: Public Works Standards Inc. 2005 ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 3-3 Project Description As detailed in Section 5.0, Subsection IX, Hydrology and Water Quality, Best Management Practices (BMPs) would be implemented on the Project site as part of a Storm Water Pollution Prevention Plan during construction activities to minimize erosion impacts in accordance with National Pollutant Discharge Elimination System (NPDES) requirements. A Water Quality Management Plan (WQMP) will be developed for the project defining BMPs that will mitigate any impact on runoff water quality and will reduce the post-project peak runoff flow to no greater than the pre-project peak runoff flow. BMPs that may be utilized include sediment traps, vegetated swales, vegetated buffer strips, catch basin inserts, and media filters to treat runoff from the paved areas. All erosion- and sediment-control BMPs would meet or exceed measures required by the Construction General Permit, as well as BMPs that control the other potential construction-related pollutants. Project grading and construction activities would require mitigation to reduce the erosion of the hillside during rain events. The graded area would be revegetated to stabilize slopes and to reduce erosion. An irrigation system would be supplied as part of the water storage tank construction project. It is anticipated that the irrigation system would only be used for plant establishment and would not be required once the landscaping is established. 3.1.7 GRADING Construction of the proposed project is anticipated to start in Summer 2015 and last approximately two years. Site preparation, including grading and construction of the temporary access road, would be the first phase. This would be followed by installation of underground infrastructure; construction of the permanent access road; construction of the water storage tank; and paving of the permanent access road and of the road around the water storage tank. All soil excavation and backfill would be balanced on the Project site. 3.2 DISCRETIONARY ACTIONS As part of the Project, the following discretionary action would be required: Project Approval and Approval of the Mitigated Negative Declaration. The proposed Project and its associated Mitigated Negative Declaration shall be reviewed and approved by the City Council. ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 3-4 Project Description This page intentionally left blank ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-1 Environmental Checklist SECTION 4.0 ENVIRONMENTAL CHECKLIST CITY OF ANAHEIM ENVIRONMENTAL CHECKLIST FORM Form Revision Date: 1/20/2010 CASE NO.: SITE ADDRESS: 8265 E. Blue Sky Way ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED: The environmental factors checked below would be potentially affected by this project, involving at least one impact that is a "Potentially Significant Impact" as indicated by the checklist on the following pages. Aesthetic/Visual Agricultural & Forestry Air Quality Biological Resources Cultural Resources Geology/Soils Greenhouse Gas Emissions Hazards & Hazardous Materials Hydrology/Water Quality Land Use/Planning Mineral Resources Noise Population/Housing Public Services Recreation Transportation/Traffic Utilities/Service Systems Mandatory Findings of Significance DETERMINATION: (To be completed by the City) On the basis of this initial evaluation: I find that the proposed project COULD NOT have a significant effect on the environment, and a NEGATIVE DECLARATION will be prepared. I find that although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because revisions in the project have been made by or agreed to by the project proponent. A MITIGATED NEGATIVE DECLARATION will be prepared. I find that the proposed project MAY have a significant effect on the environment, and an ENVIRONMENTAL IMPACT REPORT is required. I find that the proposed project MAY have a “potentially significant impact” or “potentially significant unless mitigated” impact on the environment, but at least one effect 1) has been adequately analyzed in an earlier document pursuant to applicable legal standards, and 2) has been addressed by mitigation measures based on the earlier analysis as described on attached sheets. An ENVIRONMENTAL IMPACT REPORT is required, but it must analyze only the effects that remain to be addressed. I find that although the proposed project could have a significant effect on the environment, because all potentially significant effects have been analyzed adequately in an earlier EIR or NEGATIVE DECLARATION pursuant to applicable standards, and have been avoided or mitigated pursuant to that earlier EIR or NEGATIVE DECLARATION, including revisions or mitigation measures that are imposed upon the proposed project, nothing further is required. Signature of City of Anaheim Representative Date Printed Name/Title Phone No. ---PAGE BREAK--- Windy Ridge Reservoir Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-2 Environmental Checklist EVALUATION OF ENVIRONMENTAL IMPACTS: 1) All answers must take account of the whole action involved, including offsite as well as onsite, cumulative as well as project-level, indirect as well as direct, and construction as well as operational impacts. 2) A list of “Supporting Information Sources” must be attached and other sources used or individuals contacted should be cited in the Narrative Summary for each section. 3) Response Column Heading Definitions: a) Potentially Significant Impact is appropriate if there is substantial evidence that an effect may be significant. If there are one or more “Potentially Significant Impact” entries when the determination is made, an EIR is required. b) Potentially Significant Unless Mitigation Incorporated applies where the incorporation of mitigation measures has reduced an effect from “Potentially Significant Impact” to a “Less Than Significant Impact”. The mitigation measures must be described, along with a brief explanation of how they reduce the effect to a less than significant level. c) Less Than Significant Impact applies where the project creates no significant impacts, only Less Than Significant impacts. d) No Impact applies where a project does not create an impact in that category. A “No Impact” answer is adequately supported if the referenced information sources show that the impact simply does not apply to projects like the one proposed the project falls outside of a fault rupture zone). A “No Impact” answer should be explained where it is based on project-specific factors as well as general standards the project will not expose sensitive receptors to pollutants, based on a project-specific screening analysis). 4) Earlier analyses may be used where, pursuant to a tiering, program EIR, Master EIR, or other CEQA process, an effect has been adequately analyzed in an earlier EIR or negative declaration (Section 15062(c)(3)(D)).In this case, a brief discussion should identify the following: a) Earlier Analysis Used. Identify and state where they are available for review. b) Impacts Adequately Addressed. Identify which effects from the checklist were within the scope of and adequately analyzed in an earlier document pursuant to applicable legal standards, and state whether such effects were addressed by mitigation measures based on the earlier analysis. c) Mitigation Measures. For effects that are “Less than Significant with Mitigation Measures Incorporated”, describe the mitigation measures which were incorporated or refined from the earlier document and the extent to which they address site-specific conditions for the project. 5) Incorporate into the checklist any references to information sources for potential impacts the General Plan, zoning ordinance). Reference to a previously prepared or outside document should, where appropriate, include a reference to the page or pages where the statement is substantiated. 6) The explanation of each issue should identify: a) the significance criteria or threshold, if any, used to evaluate each question; and b) the mitigation measure identified, if any, to reduce the impact to less than significant. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-3 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact I. AESTHETICS 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? c) Substantially degrade the existing visual character or quality of the site and its surroundings? d) Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? II. AGRICULTURE & FOREST RESOURCES In determining whether impacts to agricultural resources are significant environmental effects, lead agencies may refer to the California Agricultural Land Evaluation and Site Assessment Model (1997) prepared by the California Department of Conservation as an optional model to use in assessing impacts on agriculture and farmland. In determining whether impacts to forest resources, including timberland, are significant environmental effects, lead agencies may refer to information compiled by the California Department of Forestry and Fire Protection regarding the state’s inventory of forest land, including the Forest and Range Assessment Project and the Forest Legacy Assessment project; and forest carbon measurement methodology provided in Forest Protocols adopted by the California Air Resources Board. 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? 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? III. AIR QUALITY 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? b) Violate any air quality standard or contribute substantially to an existing or projected air quality violation? 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)? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-4 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact d) Expose sensitive receptors to substantial pollutant concentrations? e) Create objectionable odors affecting a substantial number of people? IV. BIOLOGICAL RESOURCES 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 Game 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 Game or US Fish and Wildlife Service? 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? V. CULTURAL RESOURCES 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? VI. GEOLOGY AND SOILS 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. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-5 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact ii) Strong seismic ground shaking? iii) Seismic-related ground failure, including liquefaction? iv) Landslides? b) Result in substantial soil erosion or the loss of topsoil? 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? d) Be located on expansive soil, as defined in Section 1803.5.3 of the California Building Code (2010), creating substantial risks to life or property? 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? VII.GREENHOUSE GAS EMISSIONS – Would the project: a) Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact on the environment? b) Conflict with an applicable plan, policy or regulation adopted for the purpose of reducing the emissions of greenhouse gases? VIII. HAZARDS AND HAZARDOUS MATERIALS 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? c) Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within one-quarter mile of an existing or proposed school? 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? 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? g) Impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-6 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact 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? IX. HYDROLOGY AND WATER QUALITY Would the project: a) Violate any water quality standards or waste discharge requirements? 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? f) Otherwise substantially degrade water quality? 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? j) Inundation by seiche or mudflow? 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--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-7 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact X. LAND USE AND PLANNING Would the project: a) Physically divide an established community? 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? c) Conflict with any applicable habitat conservation plan or natural community conservation plan? XI. MINERAL RESOURCES 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? XII. NOISE 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? b) Exposure of persons to or generation of excessive groundborne vibration or groundborne noise levels? c) A substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? d) A substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? 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? XIII. POPULATION AND HOUSING 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)? 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? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-8 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact XIV. PUBLIC SERVICES --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: Fire protection? Police protection? Schools? Parks? Other public facilities? XV. RECREATION 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? XVI. TRANSPORTATION/TRAFFIC-- 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? 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? 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? d) Substantially increase hazards due to a design feature sharp curves or dangerous intersections) or incompatible uses? e) Result in inadequate emergency access? 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? XVII. UTILITIES AND SERVICE SYSTEMS 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 (including sewer (waste water) collection facilities) or expansion of existing facilities, the construction of which could cause significant environmental effects? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-9 Environmental Checklist Environmental Issues Potentially Significant Impact Less Than Significant with Mitigation Less Than Significant Impact No Impact c) 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? d) 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? e) Result in a determination by the wastewater treatment provider which serves or may serve the project that it has adequate capacity to serve the project's projected demand in addition to the provider's existing commitments? f) Be served by a landfill with sufficient permitted capacity to accommodate the project's solid waste disposal needs? g) Comply with Federal, State, and local statutes and regulations related to solid waste? h) Result in a need for new systems or supplies, or substantial alterations related to electricity? I) Result in a need for new systems or supplies, or substantial alterations related to natural gas? j) Result in a need for new systems or supplies, or substantial alterations related to telephone service? k) Result in a need for new systems or supplies, or substantial alterations related to television service/reception? XVIII. MANDATORY FINDINGS OF SIGNIFICANCE a) Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to drop below self-sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of California history or prehistory? b) Does the project have impacts that are individually limited, but cumulatively considerable? ("Cumulatively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects)? c) Does the project have environmental effects which will cause substantial adverse effects on human beings, either directly or indirectly? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 4-10 Environmental Checklist Fish and Game Determination (Per Section 21089(b) of the Public Resources Code, all project applicants and public agencies subject to the California Environmental Quality Act shall pay a Fish and Game filing fee for each proposed project that would adversely affect wildlife resources.)* Based on the responses contained in this Environmental Checklist, there is no evidence that the project has a potential for a change that would adversely affect wildlife resources or the habitat upon which the wildlife depends. Has the presumption of adverse effect set forth in 14 CCR 753.5(d) been rebutted by substantial evidence? Yes (Certificate of Fee Exemption and County Administrative fee required) X No (Pay fee) *Note: Fish and Game Code Section 711.4(c)(2)(A) states that projects that are Categorically Exempt from CEQA are also exempt from filing fee. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-1 Environmental Evaluation SECTION 5.0 ENVIRONMENTAL EVALUATION I. AESTHETICS Question A: Would the project have a substantial adverse effect on a scenic vista? Question C: Would the project substantially degrade the existing visual character or quality of the site and its surroundings? Less Than Significant Impact. According to the Anaheim General Plan’s Green Element, “natural slopes are one of the primary aesthetic resources in the Hill and Canyon Area”. As discussed previously in Section 2.0, Project Location, Background and Environmental Setting, the project site is located within the City of Anaheim’s Hill and Canyon Area within a largely undeveloped and undisturbed natural area. However, views from surrounding residential development and recreational uses would be limited to the access road above Blue Sky Way. Intervening topography would block views of the water storage tank and most of the access road from the developed area. As described in Section 2.4, the Project site is approximately 0.5-mile southeast of an existing residential development. Notably, residences located along Blue Sky Way and Blue Sky Road have limited views of the Project site, including the sites for the temporary access road, the permanent access road, and the water storage tank. Exhibits 6a and 6b present photographs that depict the existing visual character of the Project site and the surrounding area. These photographs were taken from vantage points adjacent to the Project site and they are representative of views from surrounding land uses. Descriptions of these photographs can be found below. View 1 – View from Weir Canyon Road, Looking Southeast. Exhibit 6a depicts the existing view looking southeast toward the Project site from Weir Canyon Road, which currently terminates at Blue Sky Road. Vegetation is visible on the Project site. View 2 – View from Weir Canyon and Ridgeline Regional Trail, Looking South. Exhibit 6b depicts the existing view looking south toward the proposed intersection of the permanent access road and Blue Sky Way. It is representative of views from residential uses north and west of the Project site and of temporary views from trail users and individuals traveling along Blue Sky Way. The Weir Canyon and Ridgeline Regional Trail is visible in the foreground, while background views illustrate the Project site’s characteristic hilly, natural terrain. As depicted in Exhibits 6a and 6b, the visual character of the site can be described as hilly terrain with several distinct ridgelines leading to a natural “bowl” (or depression) where the water storage tank is proposed for construction. Fences and mature landscaping/trees partially obstruct views of the Project site from some of these residences. Additionally, due to intervening development and topography, views of the site from distant vantage points are limited. The project site is also located adjacent to Weir Canyon Regional Park to the south. Due to the undeveloped nature of the project site and immediately adjacent areas, views from Weir Canyon Regional Park are similar to the hilly, natural terrain shown in the background of both Exhibits 6a and 6b. The water storage tank would be constructed within the area characterized by a natural depression, which would effectively screen the water storage tank from the residential areas to the west and Weir Canyon Regional Park to the south. As shown on Exhibit 7, Water Storage Tank Cross Sections, the existing grades adjacent to the water storage tank site to the north, south, and west would be maintained to create a natural, earthen berm or slope (refer to PDF I- ---PAGE BREAK--- (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex6a_SP.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_SP1.ai Exhibit 6a Windy Ridge Water Storage Tank Project Site Photograph: View 1 View from Weir Canyon Road Looking Southeast. ---PAGE BREAK--- (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex6b_SP.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_SP2.ai Exhibit 6b Windy Ridge Water Storage Tank Project Site Photograph: View 2 View from Weir Canyon and Ridgeline Regional Trail Looking South. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-2 Environmental Evaluation A small earthen berm is proposed to the east to match the existing grade. As illustrated in the Line of Sight Analysis shown on Exhibits 8a through 8e, the natural berm and slopes would effectively shield future views of the water storage tank from existing residences to the north and west as well as views from the south. Views of the water storage tank from the east would be limited to passing vehicles along SR-241, which is not a designated scenic highway, as discussed below under Question I.B. From the eastern viewpoint, only a small portion of the top of the water storage tank would be visible due to the proposed earthen berm along the east side of the water storage tank. Exhibit 2, Aerial Photograph, depicts the proposed locations for both the temporary and permanent access roads. As illustrated, the temporary access road and temporary construction staging area will be located adjacent to the terminus of Weir Canyon Road at Blue Sky Road. Both the staging area and the temporary access road would be visible from residences along Springwood Drive; however, views of these areas would be limited from residences along South Country Glen due to the difference in elevation between the residences and Blue Sky Road. Although this would represent a change to existing views of the natural hillside area and potentially degrade the visual character of the Project site, the impact would be temporary in nature. As part of the Project, following completion of Project construction, the temporary access road would be returned to its preconstruction condition through grading and planting (refer to PDF 1-2). Therefore, short-term visual impacts associated with the temporary access road would be less than significant. As discussed in the Project Description, the permanent access road would be constructed as a 12-foot-wide asphalt road with guard rails on the downslope side as necessary. The areas immediately adjacent to the access road would be engineered to provide slope stability. Mechanically stabilized earth (MSE) retaining walls would be constructed along the downhill sides of the access road, as necessary, to provide for slope stabilization. These MSE walls would be precast concrete panels with a rough surface. Exhibit 9, Permanent Access Road Visual Simulation, illustrates the potential views of the permanent access road from residential areas northeast of the Project site. Specifically, Exhibit 9 portrays the viewpoint from the intersection of Silver Star Way and Night Star Way. As shown, some of the retaining walls would be visible; however, the rough surface of the walls and proposed native landscaping adjacent to the walls pursuant to RR I-1, would soften their appearance. In areas containing fill-slope, a series of MSE retaining walls would be terraced down the slope with areas of native plantings on each terrace (see Exhibit In these areas, a five-foot-tall fence would also be constructed on the downhill side of the slope. Portions of the permanent access road and the aboveground pressure-reducing station would be visible from residences along Blue Sky Way, Blue Sky Road, and visitors to the Weir Canyon Regional Park; however, because the access road is designed to generally follow the natural contours of the site, grading and excavation would be limited to the actual roadway alignment to create a maximum 15 percent slope, and the topography of the site and surrounding areas would be largely preserved. The coloring of the construction materials and proposed landscaping would allow the permanent access road to blend into the surrounding area. Further, a new gate would be constructed at the access point at Blue Sky Way. As described in the Project Description, the proposed gate would be a pole type gate extending the width of the access road and would connect to the existing wrought iron fence. Just east of the spot where the proposed permanent access road would intersect Blue Sky Way, the Weir Canyon and Ridgeline Regional Trails cross the proposed alignment for the permanent access road. A 12-foot-long section of the trails, which exist as a compacted dirt path lined with a decorative wooden fence, would be paved as part of the permanent access road. Although this would alter the visual appearance of the trail, the area proposed to be paved is fairly small and the proposed change would not represent a significant impact. ---PAGE BREAK--- Source: MWH 2012 (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex7_WaterStorageTankCrossSections.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_ReservoirCrossSections.ai Windy Ridge Water Storage Tank Water Storage Tank Cross Sections Exhibit 7 FIG 3 FIG 3 ---PAGE BREAK--- Line of Sight Analysis: Key Map Windy Ridge Water Storage Tank Exhibit 8a (Rev: 1-27-2015 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex8a_LineOfSight.pdf Blue Sky Way Si lver S tar Way Cou n try Glen Way Weir Canyon Rd Springw ood Dr S h i ning S tar Ct City of Anaheim Unincorporated Orange County Blue Sky Way Nigh t St a r W ay Bailey Way Wil ey Way Su mmer Breeze Ln Heatherwood Rd Sunset Crst Qui et Ca nyon C t Cascade Ln M arb lehead W ay Oak Canyon Dr View C View D View B View A 400 0 400 200 Feet ² D:\Projects\MWH\J0037\MXD\ISMND\ex_LineOfSight.mxd Aerial Source: Aerials Express 2009 Temporary Construction Buffer Line of Site Locations ---PAGE BREAK--- Line of Sight Analysis: View A Exhibit 8b Windy Ridge Water Storage Tank (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex8b_LineOfSightAnalysis.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_LineOfSightAnalysis1.ai Source: MWH 2012 ---PAGE BREAK--- Line of Sight Analysis: View B Exhibit 8c Windy Ridge Water Storage Tank (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex8c_LineOfSightAnalysis.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_LineOfSightAnalysis2.ai 1000 1200 1400 800 1000 1200 1400 0+00 10+00 20+00 30+00 33+99 PROPOSED 1.6 MG RESERVOIR EXISTING GRADE LINE OF SIGHT HOME IN PZ 1120 FINISHED GRADE FINISHED GRADE EXISTING GRADE (TO BE CUT) LINE OF SIGHT Source: MWH 2012 ---PAGE BREAK--- Line of Sight Analysis: View C Exhibit 8d Windy Ridge Water Storage Tank (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex8d_LineOfSightAnalysis.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_LineOfSightAnalysis3.ai Source: MWH 2012 ---PAGE BREAK--- Line of Sight Analysis: View D Exhibit 8e Windy Ridge Water Storage Tank (11/05/2014 JAZ) R:\Projects\MWH\J0037\Graphics\ISMND\ex8e_LineOfSightAnalysis.pdf D:\Projects\MWH\J0037\Graphics\ISMND\ex_LineOfSightAnalysis4.ai Source: MWH 2012 ---PAGE BREAK--- Source: MWH 2014 (11/17/14 JAZ) Exhibit 9 Windy Ridge Water Storage Tank Permanent Access Road Visual Simulation Before: Existing View from Silver Star Way and Night Star Way. After: View from Silver Star Way and Night Sky Star With Access Road. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-3 Environmental Evaluation As noted above, the proposed project would be developed in an effort to minimize potential visual impacts through implementation of RR I-1 and PDFs I-1 and I-2. Therefore, the proposed project would not have a substantial adverse effect on a scenic vista or substantially degrade the existing visual character or quality of the Project site and its surroundings. Potential impacts would be less than significant and no mitigation is required. Question B: Would the project 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? No Impact. The Project site is located south of the Riverside Freeway (SR-91) and west of the Eastern Transportation Corridor (SR-241). The Circulation Element of the Anaheim General Plan states that the State of California has designated the portion of SR-91 east of Weir Canyon Road as an Eligible Scenic Highway. In addition, the Orange County Master Plan of Scenic Highways has also designated SR-91 as a Type 1 Scenic Highway (Viewscape Corridor). The Project site is located approximately one mile south of SR-91 and is not visible from the highway due to distance and intervening development and topography. Project grading and development would be visible from the Eastern Transportation Corridor (SR-241); however, this facility is not designated as a State scenic highway or local scenic expressway, and views of the Project site would be limited to passing motorists and would be largely obscured by intervening topography and natural vegetation. The Circulation Element of the Anaheim General Plan also states that a portion of Weir Canyon Road from SR-91 to Oak Canyon Drive is designated as a Scenic Expressway. The General Plan identifies a Scenic Expressway as a divided roadway that has restricted access, serves intercity traffic, and provides scenic vistas. Although the temporary access road would be constructed from Weir Canyon Road (approximately 0.3 mile east of its intersection with Oak Canyon Drive), the Project site would not be visible from this segment of the Weir Canyon Road roadway due to intervening development and topography. As such, the proposed Project would not impact scenic resources within a designated State scenic highway or local scenic expressway, scenic highway, or eligible scenic highway; no impact would occur. Question D: Would the project create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? No Impact. The Project site is located in an area that is subject to nighttime lighting from surrounding residential uses. Site lighting would be provided by a single pole-mounted light to illuminate the parking area and outdoor equipment cabinets. It would not be visible from the adjacent residential community and would only be illuminated in the rare event that staff are on site at night. Safety lighting would also be provided on the exterior stairway. The lights would be operated by manual switches located in the local control panel. No nighttime lighting is proposed during construction. All light sources would be shielded and/or directed downward to minimize light spillover to adjacent residential uses. Due to the nature of surrounding residential uses, the lighting associated with the proposed Project would not impact nighttime views. As a result, no impacts related to light and glare that would affect views in the area would occur and no mitigation measures would be required. Mitigation Program Project Design Features PDF I-1 The water storage tank shall be designed in a way that it is screened from view by residents to the maximum extent feasible. The water storage tank shall be constructed within a natural depression such that the northern, western and ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-4 Environmental Evaluation southern slopes of the depressed area are maintained to form a natural berm around the water storage tank. PDF I-2 Following completion of construction associated with the water storage tank, the temporary access road shall be returned to its preconstruction condition through grading and planting. Regulatory Requirements RR I-1 Prior to approval of grading plans, the City shall prepare a detailed Slope Landscape Plan, which shall be approved by the Department of Public Works. The Plan shall be certified by a licensed landscape architect. It shall also be prepared in compliance with Section 17.06 of the City of Anaheim Municipal Code to blend landscape features with the existing environment. II. AGRICULTURE AND FOREST LAND RESOURCES Question A: Would the project 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? Question B: Would the project conflict with existing zoning for agricultural use, or a Williamson Act contract? No Impact. Data from the State of California Department of Conservation, Farmland Mapping and Monitoring Program (2010) indicate that the Project site contains no land designated as Prime Farmland, Farmland of Statewide Importance, Unique Farmland, or Farmland of Local Importance, nor is it zoned for agricultural use. Rather, the entire Project site is designated as “Other Land”. No current agricultural operations exist on the Project site. No other designated farmland exists in the project vicinity, and the Project site is not subject to any California Land Conservation Act (Williamson Act) contracts. No current agricultural operations exist in the vicinity of the Project site. Implementation of the proposed Project would not result in conversion of farmland to non-agricultural uses. The Project site is not considered to be farmland of significance or land in agricultural use. No impacts to agricultural resources would result from Project implementation, and no mitigation is required. Question C: Would the project conflict with existing zoning for, or cause rezoning of, forest land (as defined in Public Resources Code section 12220(g)), timberland (as defined in Public Resources Code section 4526), or timberland zoned Timberland Production (as defined by Government Code section 51104(g))? Question D: Would the project result in the loss of forest land or conversion of forest land to non-forest use? No Impact. In accordance with the definition provided in Section 12220(g) of the California Public Resources Code, “forest land” is land that can support, under natural conditions, ten percent native tree cover of any species, including hardwoods, and that allows for the preservation or management of forest-related resources such as timber, aesthetic value, fish and wildlife, biodiversity, water quality, recreational facilities, and other public benefits. The Project site is primarily undeveloped, open land consisting of vegetation that would not be considered forest land or timberland. Therefore, no impact would occur related to zoning of forest ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-5 Environmental Evaluation land, timberland, or Timberland Production zones. Additionally, no impact would occur related to the loss or conversion of forest land. Question E: Would the project 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? No Impact. As noted in the responses to Questions II.A through II.D, above, impacts related to agricultural and forest land resources would be less than significant. Therefore, the Project would not involve any changes to the existing environment that would result in conversion of Farmland to non-agricultural use or the conversion of forest land to non-forest use. There would be no impact, and no mitigation would be required. III. AIR QUALITY Existing Conditions The project site is located within the City of Anaheim in Orange County, which is part of the South Coast Air Basin (SoCAB) and is under the jurisdiction of the South Coast Air Quality Management District (SCAQMD). Both the State of California and the U.S. Environmental Protection Agency (USEPA) have established health-based Ambient Air Quality Standards (AAQS) for air pollutants, which are known as “criteria pollutants”. The AAQS are designed to protect the health and welfare of the populace within a reasonable margin of safety. The AAQS for ozone (O3), carbon monoxide (CO), nitrogen dioxide (NO2), sulfur dioxide (SO2), inhalable particulate matter with a diameter of 10 microns or less (PM10), fine particulate matter with a diameter of 2.5 microns or less (PM2.5), and lead are shown in Table 1. Regional air quality is defined by whether the area has attained or not attained State and federal air quality standards, as determined by air quality data from various monitoring stations. Areas that are considered in “nonattainment” are required to prepare plans and implement measures that will bring the region into “attainment”. When an area has been reclassified from nonattainment to attainment for a federal standard, the status is identified as “maintenance”, and there must be a plan and measures established that will keep the region in attainment for the following ten years. The USEPA designates an area as “Unclassifiable” if, based on available information, it cannot be classified as either meeting or not meeting the national primary or secondary ambient air quality standard for the pollutant. For the California Air Resources Board (CARB), an “Unclassified” designation indicates that the air quality data for the area are incomplete and do not support a designation of attainment or nonattainment. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-6 Environmental Evaluation TABLE 1 CALIFORNIA AND NATIONAL AMBIENT AIR QUALITY STANDARDS Pollutant Averaging Time California Standards Federal Standards Primarya Secondaryb O3 1 Hour 0.09 ppm (180 µg/m3) – – 8 Hour 0.070 ppm (137 µg/m3) 0.075 ppm (147 µg/m3) Same as Primary PM10 24 Hour 50 µg/m3 150 µg/m3 Same as Primary AAM 20 µg/m3 – Same as Primary PM2.5 24 Hour – 35 µg/m3 Same as Primary AAM 12 µg/m3 12.0 µg/m3 Same as Primary CO 1 Hour 20 ppm (23 mg/m3) 35 ppm (40 mg/m3) – 8 Hour 9.0 ppm (10 mg/m3) 9 ppm (10 mg/m3) – 8 Hour (Lake Tahoe) 6 ppm (7 mg/m3) – – NO2 AAM 0.030 ppm (57 µg/m3) 0.053 ppm (100 µg/m3) Same as Primary 1 Hour 0.18 ppm (339 µg/m3) 0.100 ppm (188 µg/m3) – SO2 24 Hour 0.04 ppm (105 µg/m3) – – 3 Hour – – 0.5 ppm (1,300 µg/m3) 1 Hour 0.25 ppm (655 µg/m3) 0.075 ppm (196 µg/m3) – Lead 30-day Avg. 1.5 µg/m3 – – Calendar Quarter – 1.5 µg/m3 Same as Primary Rolling 3-month Avg. – 0.15 µg/m3 Visibility Reducing Particles 8 hour Extinction coefficient of 0.23 per km – visibility ≥ 10 miles ( 0.07 per km – ≥30 miles for Lake Tahoe) No Federal Standards Sulfates 24 Hour 25 µg/m3 Hydrogen Sulfide 1 Hour 0.03 ppm (42 µg/m3) Vinyl Chloride 24 Hour 0.01 ppm (26 µg/m3) O3: ozone; ppm: parts per million; µg/m3: micrograms per cubic meter; No Standard; PM10: respirable particulate matter with a diameter of 10 microns or less; AAM: Annual Arithmetic Mean, PM2.5: fine particulate matter with a diameter of 2.5 microns or less; CO: carbon monoxide; mg/m3: milligrams per cubic meter; NO2: nitrogen dioxide; SO2: sulfur dioxide; km: kilometer. a National Primary Standards: The levels of air quality necessary, within an adequate margin of safety, to protect the public health. b National Secondary Standards: The levels of air quality necessary to protect the public welfare from any known or anticipated adverse effects of a pollutant. Note: More detailed information in the data presented in this table can be found at the CARB website (www.arb.ca.gov). Source: CARB 2013. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-7 Environmental Evaluation Table 2 summarizes the attainment status of the SoCAB for the criteria pollutants. TABLE 2 ATTAINMENT STATUS OF CRITERIA POLLUTANTS IN THE SOUTH COAST AIR BASIN Pollutant State Federal O3 (1 hour) Nonattainment No standard O3 (8 hour) Extreme Nonattainment PM10 Nonattainment Attainment/Maintenance PM2.5 Nonattainment Nonattainment CO Attainment Attainment/Maintenance NO2 Attainment Attainment/Maintenance SO2 Attainment Attainment Lead Attainment Attainment/Nonattainment* All others Attainment/Unclassified No standards O3: ozone; PM10: particulate matter 10 microns or less in diameter; PM2.5: particulate matter 2.5 microns or less in diameter; CO: carbon monoxide; NO2: nitrogen dioxide; SO2: sulfur dioxide. * Orange County is in attainment of the federal lead standard. Only the Los Angeles County portion of the SoCAB is classified nonattainment for lead. Source: CARB 2014 O3 is formed by photochemical reactions between oxides of nitrogen (NOx) and reactive organic gases rather than being directly emitted. O3 is the principal component of smog. Elevated O3 concentrations cause eye and respiratory infections; reduce resistance to lung infection; and may aggravate pulmonary conditions in persons with lung disease. O3 is also damaging to vegetation and untreated rubber. CO is formed by the incomplete combustion of fossil fuels, almost entirely from automobiles. It is a colorless, odorless gas that can cause dizziness, headaches, and fatigue. NO2 (a “whiskey brown”-colored gas) and nitric oxide (NO) (a colorless, odorless gas) are formed from combustion devices. These compounds are referred to as nitrogen oxides, or NOx. NOx is a primary component of the photochemical smog reaction. The severity of health effects depend primarily on the concentration inhaled. Acute can include coughing, difficulty breathing, vomiting, headache, and eye irritation. Respiratory may also increase in severity after prolonged exposure. SO2 is a corrosive gas that is primarily formed from the combustion of fuels containing sulfur from power plants and heavy industry that use coal or oil as fuel. SO2 irritates the respiratory tract and can result in lung disease and breathing problems for asthmatics. Atmospheric SO2 also contributes to acid rain. Lead is found in old paints and coatings, plumbing, and a variety of other materials, including gasoline anti-knock additives. Once in the blood stream, lead can cause damage to the brain, nervous system, and other body systems. Children are highly susceptible to the effects of lead. However, lead emissions have significantly decreased due to the near elimination of the use of leaded gasoline. Particulate Matter is the term used for a mixture of solid particles and liquid droplets found in the air. Inhalable particulate matter (all particles less than or equal to 10 micrometers in diameter, or ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-8 Environmental Evaluation PM10) derive from a variety of sources, including road dust from paved and unpaved roads, diesel soot, combustion products, tire and brake abrasion, construction operations, and fires. Fuel combustion and certain industrial processes are primarily responsible for fine particle (less than 2.5 microns in diameter, or PM2.5) levels. Coarse particles (PM10) can accumulate in the respiratory system and aggravate health problems such as asthma. PM2.5 can deposit deep in the lungs and may contain substances that are harmful to human health. Toxic air contaminants (TACs) are a diverse group of air pollutants that may cause or contribute to an increase in deaths or in serious illness or that may pose a present or potential hazard to human health. TACs may be emitted from a variety of common sources, including motor vehicles, gasoline stations, dry cleaners, industrial operations, painting operations, and research and teaching facilities. TACs are different than the “criteria” pollutants previously discussed in that ambient air quality standards have not been established for them. TACs occurring at extremely low levels may still cause health effects, and it is typically difficult to identify levels of exposure that do not produce adverse health effects. TAC impacts are described by carcinogenic risk and chronic of long duration) and acute severe but of short duration) adverse effects on human health. Diesel particulate matter (diesel PM) is a TAC and is responsible for the majority of California’s known cancer risk from outdoor air pollutants. Significance Criteria Appendix G of the State CEQA Guidelines states that the significance criteria established by the applicable air quality management district may be relied upon to make significance determinations. The SCAQMD has established significance thresholds to assess the regional and localized impacts of project-related air pollutant emissions; Table 3 presents the most current significance thresholds. A project with daily emission rates, risk values, or concentrations below these thresholds is generally considered to have a less than significant effect on air quality. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-9 Environmental Evaluation TABLE 3 SCAQMD AIR QUALITY SIGNIFICANCE THRESHOLDS Mass Daily Thresholdsa Pollutant Construction Operation NOx 100 lbs/day 55 lbs/day VOC 75 lbs/day 55 lbs/day PM10 150 lbs/day 150 lbs/day PM2.5 55 lbs/day 55 lbs/day SOx 150 lbs/day 150 lbs/day CO 550 lbs/day 550 lbs/day Lead 3 lbs/day 3 lbs/day Toxic Air Contaminants TACsb Maximum Incremental Cancer Risk ≥ 10 in 1 million Cancer Burden > 0.5 excess cancer cases (in areas ≥ 1 in 1 million) Hazard Index ≥ 1.0 (project increment) Odor Project creates an odor nuisance pursuant to Rule 402c Ambient Air Quality For Criteria Pollutantsd NO2 1-hour average ≥ 0.18 ppm Annual average ≥ 0.03 ppm PM10 24-hour average ≥ 10.4 µg/m3 (construction) 24-hour average ≥ 2.5 µg/m3 (operation) Annual average ≥ 1.0 µg/m3 PM2.5 24-hour average ≥ 10.4 µg/m3 (construction) 24-hour average ≥ 2.5 µg/m3 (operation) Sulfate 24-hour average ≥ 1.0 µg/m3 CO 1-hour average ≥ 20.0 ppm (State) 8-hour average ≥ 9.0 ppm (State/federal) NOx: nitrogen oxides; lbs/day: pounds per day; VOC: volatile organic compounds; 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; Sox: sulfur oxides; CO: carbon monoxide; NO2: nitrogen dioxide; ppm; parts per million; µg/m3: micrograms per cubic meter a Source: SCAQMD 2011b. b Toxic air contaminants (carcinogenic and non-carcinogenic). c Rule 402 states that a project shall not “discharge from any source whatsoever such quantities of air contaminants or other material which cause injury, detriment, nuisance, or annoyance to any considerable number of persons or to the public, or which endanger the comfort, repose, health or safety of any such persons or the public, or which cause, or have a natural tendency to cause, injury or damage to business or property. The provisions of this rule shall not apply to odors emanating from agricultural operations necessary for the growing of crops or the raising of fowl or animals”. d Ambient air quality threshold based on SCAQMD Rule 403. Question A: Would the project conflict with or obstruct implementation of the applicable air quality plan? No Impact. 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 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, and indirect sources. It has responded to this requirement by preparing a sequence of Air Quality Management Plans (AQMPs). ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-10 Environmental Evaluation 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 O3 and 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 (SCAQMD 2014). 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 (SCAQMD 1993). With respect to the first criterion, the analyses provided for Questions III.B and III.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 second 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. Question B: Would the project violate any air quality standard or contribute substantially to an existing or projected air quality violation? Less Than Significant Impact With Mitigation. This threshold is separated into discussions regarding Regional Construction Emissions, Local/Ambient Air Quality Construction Emissions, and Long-Term Operational Emissions. Construction Emissions – Regional Construction of the proposed Project is anticipated to start in Summer 2015,2 with clearing and grading of the staging area, followed by construction of the temporary access road, and clearing and grading of the water storage tank site. Subsequent major construction activities would include construction of the water storage tank; grading of the permanent access road; installation of the water supply pipeline, pressure-reducing station, and electrical and communication utilities; and paving of the permanent access road. Construction of the staging area and construction of the temporary access road would be sequential activities. Construction at the water storage tank site and construction on the permanent access road would occur after completion of the temporary access road and could occur concurrently. Criteria pollutant emissions would occur from operation of construction equipment; generation of fugitive dust from grading and earth-moving activities; import of construction materials; and operation of vehicles driven to and from the site by construction workers. Construction emissions for the temporary and permanent access roads, including the utilities in the road, were calculated 2 Construction will begin after July 15, 2015. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-11 Environmental Evaluation with the Road Construction Emissions Model, version 7.1.5.1 (SMAQMD 2013). The Road Construction Emissions Model was developed by the Sacramento Metropolitan Air Quality Management District (SMAQMD) for calculating emissions from linear construction projects and is accepted by the SCAQMD. Construction emissions for the staging area, grading activities, and water storage tank construction were calculated by using California Emissions Estimator Model (CalEEMod) version 2013.2.2 (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. CalEEMod was also used to determine Tier 3 construction emissions for road construction. For this analysis, the results are expressed in pounds per day (lbs/day). The model inputs were based on project plans and data provided by the Project Engineer. Where specific information was not known, engineering judgment and default model settings and parameters were used. The model inputs include estimated equipment use scrapers, loaders, and cranes) for each construction phase and the duration of each phase. The models also include dust-control measures corresponding to the requirements of SCAQMD Rule 403, Fugitive Dust (SCAQMD 1976). Model input and output data are included in Appendix B to this Initial Study. Table 4 presents the estimated maximum daily emissions for each major element of the proposed Project construction. Each element has two or more phases and the data shown represent the worst-case scenario for each element; however, maximum emissions of one pollutant may occur in a different phase than for another pollutant. As stated previously, construction at the water storage tank site and construction on the permanent access road could occur concurrently; therefore, to evaluate the maximum daily emissions, the emissions of these two elements are combined. TABLE 4 ESTIMATED MAXIMUM DAILY CONSTRUCTION EMISSIONS WITHOUT MITIGATION (POUNDS/DAY) Project Element and Year of Construction VOC NOx CO PM10 PM2.5 Staging Area – 2015 a 3 34 22 5 3 Temporary Access Road – 2015 b 5 59 27 8 4 Water Storage Tank Construction – 2016 a 16 38 29 6 4 Permanent Road and Pipeline – 2016 7 75 33 5 3 Concurrent Water Storage Tank Construction and Permanent Road and Pipeline 22 112 61 10 7 Potential Maximum Daily Emissions 22 112 61 10 7 SCAQMD Thresholds 75 100 550 150 55 Exceeds Threshold? No Yes No No No 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. Totals may not add due to rounding a Calculated with CalEEMod b Calculated with Road Construction Model Emissions shown are for winter season; summer emissions would be the same or less. Source: CalEEMod and Road Construction Model data (see Appendix ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-12 Environmental Evaluation As shown in Table 4, the maximum daily emissions for each individual Project element would be less than the SCAQMD CEQA significance thresholds. As shown, the combined NOx emissions would exceed the threshold, and mitigation would be required. The primary source of NOx emissions would be the diesel engine construction equipment. MM III-1 would require the contractor to use Tier 3 or better (lower NOx emission) equipment for the water storage tank construction element. With implementation of MM III-1, Tier 3 equipment for the water storage tank construction, NOx emissions would be reduced to less than the SCAQMD threshold, as shown in Table 5, and the impact would be less than significant. TABLE 5 ESTIMATED MAXIMUM DAILY CONSTRUCTION EMISSIONS WITH TIER 3 MITIGATION FOR WATER STORAGE TANK CONSTRUCTION (POUNDS/DAY) Project Element and Year of Construction VOC NOx CO PM10 PM2.5 Staging Area – 2015 3 34 22 5 3 Temporary Access Road – 2015 5 59 27 8 4 Water Storage Tank Construction – 2016 16 20 28 4 3 Permanent Road and Pipeline – 2016 7 75 33 5 3 Concurrent Water Storage Tank Construction and Permanent Road and Pipeline 22 95 61 9 6 Potential Maximum Daily Emissions* 18 95 61 9 6 SCAQMD Thresholds 75 100 550 150 55 Exceeds Threshold? No No No No No 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. Totals may not add due to rounding Note: Emissions shown are for winter season; summer emissions would be the same or less. Source: CalEEMod and Road Construction Model data (see Appendix In addition to MM III-1, the Project shall comply with MM III-2 and RR III-1, stated below, which would minimize particulate and engine exhaust emissions, respectively. Construction Emissions – Local/Ambient Air Quality 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 NO2, CO, PM10, and PM2.5 are examined based on SCAQMD’s localized significance thresholds (LST) method. To assess local air quality impacts for development projects without complex dispersion modeling, the SCAQMD developed 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 PM exposure. The emissions limits in the lookup tables are based on the Ambient Air Quality Standards listed in Table 1 and the Ambient Air Quality Thresholds shown in Table 3. The closest receptors to the Project site are the occupants of homes on Springwood Court approximately 150 feet (45 meters) ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-13 Environmental Evaluation north of the proposed staging area and the occupants of homes on Blue Sky Way approximately 82 feet (25 meters) northwest of the intersection of Blue Sky Way and the proposed permanent access road.3 Table 6 shows the maximum daily on-site emissions for construction activities compared with the SCAQMD thresholds for local pollutants with receptors at 25 meters (82 feet); the SCAQMD method prescribes the use of the 25-meter factor for all receptors within 25 meters. The staging area is approximately four acres in size; the thresholds shown are interpolated from the lookup tables for two- and five-acre sites. The most conservative one-acre site threshold is used for the analysis at Blue Sky Way. TABLE 6 LOCAL SIGNIFICANCE THRESHOLD CONSTRUCTION EMISSIONS Project Element NOx CO PM10 PM2.5 Emissions (lbs/day) Staging Area Grading Construction maximum daily on-site emissions 34 22 5 5 LSTs (4-acre site) 160 1074 10.7 6.0 Exceeds Threshold? No No No No Road Construction at Blue Sky Way Construction maximum daily on-site emissions with no mitigation 69 29 4 3 Construction maximum daily on-site emissions with Tier 3 equipment 34 28 3 2 LSTs (1-acre site) 81 485 4 3 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: pounds; LST: localized significance threshold Note: Data is for SCAQMD Source Receptor Area 17, Central Orange County. Source: SCAQMD 2009 (thresholds). See Appendix B for model outputs. As shown in Table 6, the local emissions associated with construction equipment at the Staging Area would be less than the LSTs. For construction of the permanent access road and pipeline near Blue Sky Way, data from the Road Construction Model, as shown in Table 6, indicate that, without Tier 3 construction equipment, NOx and CO emissions would be less than the LSTs, and PM10 and PM2.5 emissions would equal but not exceed the thresholds; with Tier 3 equipment, the PM10 and PM2.5 emissions would be less than the thresholds. Therefore the impact would be less than significant. However, the Project shall comply with RR III-1 and MM III-2, stated below, which would further minimize local particulate and engine exhaust emissions, respectively. Long-Term Operational Emissions City staff will normally visit the water storage tank weekly for routine maintenance activities. In addition, City staff may visit the site more frequently if non-routine maintenance is required. These non-routine visits would likely occur less than six times per year and would likely last for less than a two-week period. In addition, landscape inspections will occur approximately once per month for the first year of operation. Water level and chlorine residual would be monitored remotely by 3 The LST procedure tabulates source-receptor distances in meters. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-14 Environmental Evaluation digital means. Pollutant emissions would be negligible; the impact would be less than significant and no mitigation is required. Question C: Would the project 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)? Less than Significant Impact. The Orange County portion of the South Coast Air Basin is a nonattainment area for O3, PM10, and PM2.5. The proposed Project would generate these pollutants during construction, and short-term cumulative impacts related to air quality could occur if Project construction 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. There are no identified construction activities that would occur concurrently and within a few hundred yards of the proposed Project. As described in the response to Question III.B, construction emissions would be below the SCAQMD regional and localized significance thresholds. Therefore, short-term construction emissions of nonattainment pollutants would not be cumulatively considerable, and Project impacts would be less than significant. Although a significant impact was not identified, the Project shall comply with RR III-1 and MM III-2 to ensure that an impact would not occur. As previously discussed in the response to Question III.B, long-term emissions would be negligible and therefore not cumulatively considerable; the long-term cumulative impact would be less than significant. No mitigation is required. Question D: Would the project expose sensitive receptors to substantial pollutant concentrations? Less Than Significant Impact. Exposure of sensitive receptors is addressed for the following situations: CO hotspots; criteria pollutants from on-site construction; and TACs from on-site construction. CO Hotspot A CO hotspot is an area of localized CO pollution 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. As discussed previously in Question III.B, operational traffic would be negligible. Thus, it may be inferred that the Project would neither cause new severe congestion nor significantly worsen existing congestion. There would be no potential for a CO hotspot or exposure of sensitive receptors to substantial, Project-generated local CO emissions. The impact would be less than significant and no mitigation is required. Criteria Pollutants from On-Site Construction Exposure of persons to NOx, CO, PM10, and PM2.5 emissions is discussed in the response to Question III.B, and the local emissions are summarized in Table 6. As discussed, there would be a less than significant impact and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-15 Environmental Evaluation Toxic Air Contaminant (Diesel Particulate Matter) Emissions from On-Site Construction Construction activities would result in short-term, project-generated emissions of diesel PM from the exhaust of off-road, heavy-duty diesel equipment used for site preparation demolition, excavation, and grading), paving, and building construction. CARB identified diesel PM as a 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 a project. There would be relatively few pieces of off-road, heavy-duty diesel equipment in operation, and the construction period would be short (approximately 18 months) when compared to a 70-year exposure period. When considering these facts, combined with the highly dispersive properties of diesel PM and the additional reductions in particulate emissions from newer construction equipment (the latter as required by USEPA and CARB regulations), it can be concluded that TAC emissions during construction of the proposed Project would not expose sensitive receptors to substantial emissions of TACs. There would be a less than significant impact and no mitigation is required. Question E: Would the project create objectionable odors affecting a substantial number of people? Less than Significant Impact. Objectionable odors are generally associated with agricultural activities; landfills and transfer stations; the generation or treatment of sewage; the use or generation of chemicals; food processing; or other activities that generate unpleasant odors (SCAQMD 1993). The proposed Project would involve construction and operation of a water storage tank and associated access road and pressure-reducing station. None of the proposed Project elements would generate objectionable odors. There would be no impact and no mitigation is required. During construction, the proposed Project would operate equipment that may generate odors resulting from on-site construction equipment’s diesel exhaust emissions or paving operations. However, these odors would be temporary and would dissipate rapidly from the source with an increase in distance. Therefore, construction odors would be considered less than significant and no mitigation would be required. Mitigation Program Regulatory Requirements RR III-1 Prior to issuance of a grading permit, the City shall ensure that construction documents require the construction contractors to comply with regional rules, which shall assist in reducing short-term air pollutant emissions. South Coast Air Quality Management District (SCAQMD) Rule 402 requires that air pollutant emissions not be a nuisance off site. SCAQMD Rule 403 requires that fugitive dust be controlled with the best available control measures so that the presence of such dust does not remain visible in the atmosphere beyond the property line of the emission source. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-16 Environmental Evaluation Rule 403 requires that “No person conducting active operations without utilizing the applicable best available control measures included in Table 1 of this Rule to minimize fugitive dust emissions from each fugitive dust source type within the active operation”. The measures from Table 1 of Rule 403 are provided in Appendix B. The applicable measures presented in Table 1 are required to be implemented by Rule 403. Further, Rule 403 states that the Project shall not “allow track-out to extend 25 feet or more in cumulative length from the point of origin from an active operation”. All track-out from an active operation is required to be removed at the conclusion of each workday or evening shift. Any active operation with a disturbed surface area of five or more acres or with a daily import or export of 100 cubic yards or more of bulk materials must utilize at least one of the measures listed in Appendix B at each vehicle egress from the site to a paved public road. Mitigation Measures MM III-1 Prior to issuance of a grading permit, the City shall ensure that construction documents require the construction contractors to implement the measures below. The contractor shall comply with the identified requirements, and verification that the contractor has complied shall be confirmed by the Building Department during construction. All diesel-powered off-road equipment greater than 50 horsepower used during the grading of the permanent access road and all diesel-powered off-road equipment greater than 50 horsepower used during the construction of the water storage tank shall meet Tier 3 off-road emissions standards. A copy of each unit’s certified Tier specification shall be provided to the City of Anaheim Building Division at the time of mobilization of each applicable unit of equipment. MM III-2 Prior to approval of grading plans, the City shall include the following notes on the contract specifications submitted for review and approval by the Department of Public Works: To reduce construction equipment emissions, the following measures shall be implemented when feasible. a. Use low emission mobile construction equipment. The construction contractor shall comply with California Air Resources Board (CARB) requirements for heavy construction equipment. b. Maintain construction equipment engines by keeping them tuned. c. Use low sulfur fuel for stationary construction equipment. This is required by SCAQMD Rules 431.1 and 431.2. d. Utilize existing power sources power poles) when feasible. This measure would minimize the use of higher polluting gas or diesel generators. e. Configure construction parking to minimize traffic interference. f. Minimize obstruction of through-traffic lanes. When feasible, construction should be planned so that lane closures on existing streets are kept to a minimum. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-17 Environmental Evaluation g. Schedule construction operations affecting traffic for off-peak hours. h. Develop a traffic plan to minimize traffic flow interference from construction activities (the plan may include advance public notice of routing, use of public transportation and satellite parking areas with a shuttle service). IV. BIOLOGICAL RESOURCES Information in this section is derived from the Biological Assessment of the Proposed Windy Ridge Water Storage Tank Project County of Orange, California (Habitat Assessment) dated January 2015, and prepared by LSA Associates, Inc. (LSA 2015; Appendix LSA senior biologist Chris Meloni conducted biological surveys of the Project area on March 28, 2012, and on December 20, 2013. During the surveys, the entirety of the Project area was covered on foot, and the existing biological resources were thoroughly assessed. This included identifying and classifying vegetation communities present in the Project area; performing photo- documentation of the general site conditions; documenting animal species observed or otherwise detected on site; and searching for any special-interest species present or potentially occurring on site. Vegetation The Project area is within an open space area dominated by native vegetation; an old ranch road also exists in a portion of the Project area. Descriptions of the plant communities and their subtypes present within the Project area are detailed in Appendix C to this document. There are five major classifications of plant communities in the Project area: scrub (coastal sage scrub [CSS]), chaparral, grassland, cliff and rock, and developed. Wildlife Several wildlife species occur in the local area, including a number of special status species. One special status wildlife species, red-diamond rattlesnake (Crotalus ruber), was detected in the Project area during a site visit. Other wildlife species observed during the site visits include mourning dove, common raven, California thrasher, northern mockingbird, California towhee, song sparrow, Audubon’s cottontail, coyote, and mule deer. Special-Interest Species Special-interest species are those plants or animals that are federally and/or State-listed as Endangered or Threatened; are currently proposed for listing; or have some other special designation from a resource agency or a recognized conservation organization CNPS). Appendix C includes a table that identifies those special-interest plant and animal species known to occur or potentially occur in the region. LSA identified nine special-interest plant species and nine special-interest animal species with a “low” probability of occurrence in the Project area; one special-interest plant species and five special-interest animal species with a “moderate” probability of occurrence in the Project area; and two special-interest plant species and five special-interest animal species with a “high” probability of occurrence in the Project area. One special-interest plant species, chaparral nolina (Nolina cismontana), and one special-interest animal species, red-diamond rattlesnake, were observed in the Project area during the site visits. Both of the special-interest plant species identified as having a “high” probability of occurring within the Project area—intermediate ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-18 Environmental Evaluation mariposa lily (Calochortus weedii var. intermedius) and many-stemmed dudleya (Dudleya multicaulis)—were identified in EIR 331 as occurring in the Project area; however, neither species was observed in the Project area during the site visits. Question A: Would the project 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 Game or U.S. Fish and Wildlife Service? Less Than Significant Impact. Nine special-interest plant species and nine special-interest animal species are identified with a “low” probability of occurrence in the Project area; one special- interest plant species and five special-interest animal species have a “moderate” probability of occurrence in the Project area; and two special-interest plant species and five special-interest animal species have a “high” probability of occurrence in the Project area. One special-interest plant species, chaparral nolina, and one special-interest animal species, red-diamond rattlesnake, were observed in the Project area during the site visits. Chaparral Nolina Chaparral nolina is present on the Project site and individuals would be impacted as a result of Project implementation. The number of individuals that will be impacted is estimated to be approximately 100 individuals, which represents less than 0.1 percent of the population in the Mountain Park Specific Plan development area. As detailed in Appendix C, impacts to chaparral nolina generally do not require mitigation due to preservation of this species in the remainder of the Mountain Park area and in the Central-Coastal Natural Community Conservation Plan (NCCP)/Habitat Conservation Plan (HCP) Reserve. Therefore, impacts to this species are not considered significant. Red-Diamond Rattlesnake As discussed above, the red-diamond rattlesnake was observed on the Project site. This species is a covered species under the Central-Coastal NCCP/HCP, and adequate habitat is provided for the red-diamond rattlesnake through the NCCP Reserve; therefore, potential impacts would be considered less than significant. Although a significant impact is not anticipated, compliance with the Central-Coastal NCCP/HCP Construction-Related Minimization Measures, identified as MMs IV-1 through IV-6 would ensure that a significant impact would not occur. Intermediate Mariposa Lily and Many-Stemmed Dudleya Both of the special-interest plant species identified as having a “high” probability of occurring in the Project area—intermediate mariposa lily and many-stemmed dudleya—have been historically identified as occurring in the Project area. Neither species was observed in the Project area during the site visits; however, it is highly likely that intermediate mariposa lily and many-stemmed dudleya may occur within the Project area and impacts to these species would be considered significant. Intermediate mariposa lily is a conditionally covered species in the Central-Coastal NCCP/HCP; impacts to populations of 20 or more individuals must be mitigated for. The impacts to all of the intermediate mariposa lily individuals in the Mountain Park development, including those within Project site, were previously mitigated for in 2006 (refer to Mountain Park IML Mitigation Approval Letter in Appendix Therefore, mitigation for any intermediate mariposa lily that would be impacted by the Project has already occurred, and impacts are considered less than significant. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-19 Environmental Evaluation Potential impacts to many-stemmed dudleya were reduced to less than significant through a mitigation measure identified in EIR 331 for the Mountain Park development. As discussed in Appendix C to this document, the number of many-stemmed dudleya that were to be impacted by the entire Mountain Park development was estimated to be in excess of 7,000 individuals. Only one small polygon of the approximately 50 identified polygons containing many-stemmed dudleya (refer to Exhibit 4.6-8 in Attachment F of Appendix C to this document) within the Mountain Park development area is located within the Project site, and it is estimated that the small polygon within the Project site contained fewer than 100 individuals of many-stemmed dudleya at the time of the surveys for EIR 331. It is likely that this population was previously impacted due to its location on a ranch road that experienced heavy use during boring activities for the Mountain Park development in 2006. This conclusion is supported by the fact that many-stemmed dudleya was not observed during the site surveys for this Project. Therefore, impacts to many-stemmed dudleya are anticipated to be less than significant; however, if a significant additional population is discovered during subsequent surveys, implementation of MM IV-7 would reduce these impacts to less than significant levels through salvage and translocation of individuals. Western Spadefoot, Coast Horned Lizard, Coastal California Gnatcatcher, and San Diego Desert Woodrat There are 5 special-status species that have a high probability of occurrence within the Project area: western spadefoot (Spea hammondii), coast horned lizard blainvillii), coastal California gnatcatcher (Polioptila californica californica), Yuma myotis (Myotis yumanensis), and San Diego desert woodrat (Neotoma lepida intermedia). The western spadefoot, coast horned lizard, coastal California gnatcatcher, and San Diego desert woodrat are all covered species under the NCCP/HCP, and adequate habitat for these species within the Central Subregion is provided for within the NCCP/HCP Reserve; therefore, potential impacts would be considered less than significant. Although significant impacts are not anticipated, compliance with the Central- Coastal NCCP/HCP Construction-Related Minimization Measures, identified as MMs IV-1 through IV-6 would ensure that significant impacts would not occur. Yuma Myotis The Yuma myotis is a common and widespread species. Although it is highly likely that this species flies over the Project area, suitable foraging habitat open water) is absent from the Project area. There is a low probability that this species roosts within the cliff and rock habitat present within the Project area. As mentioned above, cliff and rock habitat is a covered habitat under the NCCP/HCP and this habitat is extensively preserved within the NCCP/HCP Reserve. Therefore, potential impacts would be considered less than significant. Although a significant impact is not anticipated, compliance with the Central-Coastal NCCP/HCP Construction-Related Minimization Measures, identified as MMs IV-1 through IV-6 would ensure that a significant impact would not occur. Question B: Would the project 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 Game or US Fish and Wildlife Service? Less Than Significant With Mitigation. The proposed Project would result in permanent and temporary impacts to chaparral, grassland, scrub (CSS), and cliff and rock habitats, as shown on Table 7, Permanent and Temporary Habitat Impacts. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-20 Environmental Evaluation TABLE 7 PERMANENT AND TEMPORARY HABITAT IMPACTS Habitat Type Permanent Impacts (acres) Temporary Impacts (acres) Total (acres) Scrub (CSS) 0.36 6.48 6.84 Chaparral 2.21 8.27 10.48 a. Grassland 0.38 0.54 0.92 Cliff and Rock 0.00 0.17 0.17 Disturbed 0.02 3.38 3.40 Total b. 2.97 18.85 21.83 a A total of 1.95 ac (0.29 ac permanent impacts, 1.67 ac temporary impacts) of the 10.48 ac is nolina chaparral b Totals may not add due to rounding. Source: LSA 2014. As described in Section 3.0, Project Description, all temporary impacts would be revegetated with appropriate native vegetation, and the permanent impacts would be very small in comparison to the remainder of the 3,000-acre Mountain Park Specific Plan area, which is now planned for preservation. Therefore, these impacts are not considered significant. Also, short-term construction-related impacts nuisance noise) to the adjacent off-site habitat would be temporary and are not expected to be significant. As noted above in Table 7, the Project site does not contain any areas considered to be riparian habitat. However, the entirety of the Project area is within the planning area for the Central Subregion of the Orange County Central-Coastal NCCP/HCP. The Project area was formerly partially in the NCCP Reserve. As detailed in the response to Question IV.F, below, a Minor Amendment to the NCCP/HCP was approved in December 2014 to adjust the boundaries of the NCCP Reserve so that the Project site and the resulting portion of the NCCP Reserve that would be isolated as part of the Project would be deleted from the NCCP Reserve. With the boundary adjustment, the Project would be consistent with the Central-Coastal NCCP/HCP. However, to prevent any incidental impacts to the native habitat immediately adjacent to the Project area, compliance with the NCCP/HCP Construction-Related Minimization Measures, identified as MMs IV-1 through IV-6 in the mitigation program, is required. Implementation of these mitigation measures would reduce impacts to a less than significant level. Question C: Would the project 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? No Impact. The proposed access road alignment crosses two separate drainages. According to LSA, neither of these drainages are considered to be federally protected wetlands, as defined by Section 404 of the Clean Water Act. The drainages do have the potential to be jurisdictional waters; however, potential impacts to jurisdictional waters would be limited to non-wetland waters and are estimated to be less than 0.10 acre. Future coordination with, and authorizations from, the California Department of Fish and Wildlife, the United States Army Corps of Engineers, and the Santa Ana Regional Water Quality Control Board would be required to address these non- wetland jurisdictional impacts. For purposes of this analysis, however, the Project would have no impact on any wetlands and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-21 Environmental Evaluation Question D: Would the project 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? Less Than Significant Impact. As discussed previously, a temporary access road and permanent access road would be constructed as part of the Project. Since the access road would be temporary, any impacts related to wildlife movement would be short-term in nature and would not represent a significant impact. The permanent access road to the water storage tank would not be accessible to the public, and only infrequent operations/maintenance travel is expected; therefore, vehicle travel along the permanent access road would not create a significant impact related to wildlife movement. Further, the permanent access road would have a relatively small area of permanent impacts (2.97 acres), which would be largely linear in nature (12 feet wide). Impacts would be less than significant and no mitigation would be required. Question E: Would the project conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? No Impact. The Project site is located within the City of Anaheim Scenic Corridor Overlay Zone, as defined in Chapter 18.18.020 of the Anaheim Municipal Code, and is subject to Chapter 18.18.40 of the Anaheim Municipal Code regarding Tree Preservation. Based on the Biological Assessment, Project implementation would not impact any “Specimen Trees”, which are protected by City Code; therefore, no impact would occur and no mitigation would be required. Question F: Would the project conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or State habitat conservation plan? Less Than Significant With Mitigation. The entirety of the Project area is within the planning area for the Central Subregion of the Orange County Central-Coastal NCCP/HCP. The Project area is currently partially within the NCCP Reserve. Coastal sage scrub and cliff and rock habitats are covered habitats under the Central-Coastal NCCP/HCP, to which the City of Anaheim is a signatory. Chaparral and grassland habitats are not considered sensitive habitats; however, even though they are not covered by the NCCP/HCP, these habitats are extensively preserved within the NCCP/HCP Reserve. Take of Identified Species is authorized on all lands owned or controlled by Participating Landowners outside the Reserve System as of the Effective Date of the NCCP/HCP Implementation Agreement. The entire Project site was owned by the Irvine Company, a Participating Landowner. As such, impacts to the aforementioned habitats and Identified Species outside the NCCP/HCP Reserve would be considered less than significant following re-vegetation of temporary impact areas. The United States Fish and Wildlife Service (USFWS), as an oversight agency for the NCCP/HCP program, considers that a Project conflicts with the goals and policies of the NCCP/HCP if it were to occur within a portion of the NCCP/HCP Reserve. A Minor Amendment to the NCCP/HCP, of which the City of Anaheim, the Irvine Company, and the County of Orange were participating parties, was approved by the Nature Reserve of Orange County Board of Directors in December 2014 to address this conflict. The Minor Amendment process is provided for within the Central- Coastal NCCP/HCP and its associated EIR. The Minor Amendment adjusted the boundaries of the NCCP Reserve so that the Project site and the resulting portion of the NCCP Reserve that will be isolated (5.25 acres total) was deleted from the NCCP Reserve. The boundary adjustment also resulted in the addition of 10.50 acres of native habitat to the NCCP Reserve for a net ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-22 Environmental Evaluation increase of 5.25 acres to the NCCP Reserve, as illustrated on Figure 1 of Attachment C of the Biological Assessment (included as Appendix With the approved boundary adjustment, the Project would be consistent with the Central-Coastal NCCP/HCP. However, to prevent any incidental impacts to the native habitat immediately adjacent to the Project area, compliance with the NCCP/HCP Construction-Related Minimization Measures, identified as MMs IV-1 through IV-6 in the mitigation program, is required. Implementation of these mitigation measures would reduce impacts to a less than significant level. Mitigation Program Mitigation Measures MM IV-1 To the maximum extent practicable, no grading of CSS [coastal sage scrub] habitat that is occupied by nesting gnatcatchers will occur during the breeding season (February 15 through July 15). It is expressly understood that this provision and the remaining provisions of these “construction-related minimization measures,” are subject to public health and safety considerations. These considerations include unexpected slope stabilization, erosion control measures and emergency facility repairs. In the event of such public health and safety circumstances, landowners or public agencies/utilities will provide USFWS/CDFG [U.S. Fish and Wildlife Service/California Department of Fish and Wildlife] with the maximum practicable notice (or such notice as is specified in the NCCP/HCP [Natural Community Conservation Plan/Habitat Conservation Plan]) to allow for capture of gnatcatchers, cactus wrens and any other CSS Identified Species that are not otherwise flushed and will carry out the following measures only to the extent as practicable in the context of the public health and safety considerations. MM IV-2 Prior to the commencement of grading operations or other activities involving significant soil disturbance, all areas of CSS habitat to be avoided under the provisions of the NCCP/HCP, shall be identified with temporary fencing or other markers clearly visible to construction personnel. Additionally, prior to the commencement of grading operations or other activities involving disturbance of CSS, a survey will be conducted to locate gnatcatchers and cactus wrens within 100 feet of the outer extent of projected soil disturbance activities and the locations of any such species shall be clearly marked and identified on the construction/grading plans. MM IV-3 A monitoring biologist, acceptable to USFWS/CDFG will be on site during any clearing of CSS. The landowner or relevant public agency/utility will advise USFWS/CDFG at least seven calendar days (and preferably fourteen (14) calendar days) prior to the clearing of any habitat occupied by Identified Species to allow USFWS/CDFG to work with the monitoring biologist in connection with bird flushing/capture activities. The monitoring biologist will flush Identified Species (avian or other mobile Identified Species) from occupied habitat areas immediately prior to brush-clearing and earth-moving activities. If birds cannot be flushed, they will be captured in mist nets, if feasible, and relocated to areas of the site to be protected or to the NCCP/HCP Reserve System. It will be the responsibility of the monitoring biologist to assure that Identified bird species will not be directly impacted by brush-clearing and earth-moving equipment in a manner that also allows for construction activities on a timely basis. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-23 Environmental Evaluation MM IV-4 Following the completion of initial grading/earth movement activities, all areas of CSS habitat to be avoided by construction equipment and personnel will be marked with temporary fencing or other appropriate markers clearly visible to construction personnel. No construction access, parking or storage of equipment or materials will be permitted within such marked areas. MM IV-5 In areas bordering the NCCP reserve system or Special Linkage/Special Management areas containing significant CSS identified in the NCCP/HCP for protection, vehicle transportation routes between cut-and-fill locations will be restricted to a minimum number during construction consistent with project construction requirements. Waste dirt or rubble will not be deposited on adjacent CSS identified in the NCCP/HCP for protection. Preconstruction meetings involving the monitoring biologist, construction supervisors and equipment operators will be conducted and documented to ensure maximum practicable adherence to these measures. MM IV-6 CSS identified in the NCCP/HCP for protection and located within the likely dust drift radius of construction areas shall be periodically sprayed with water to reduce accumulated dust on the leaves as recommended by the monitoring biologist. MM IV-7 Prior to the commencement of grading operations or other activities involving significant soil disturbance, a qualified biologist shall conduct a pre-grading survey. Should a significant population of many-stemmed dudleya at least 500 individuals) be discovered during this survey, the City shall consult with the resource agencies to develop a salvage and translocation plan. Salvaged individuals shall be translocated to an area that is not subject to future disturbance. A condition of the plan shall be survivorship of at least 30 percent of the translocated after 3 years. V. CULTURAL RESOURCES A records search and literature review of documents on file at the South Central Coastal Information Center (SCCIC) at California State University, Fullerton was conducted on September 25, 2014 (Appendix The SCCIC is a designated branch of the California Historical Resources Information System and houses records regarding archaeological and historic resources in Orange, Los Angeles, and Ventura Counties. The review consisted of an examination of the U.S. Geological Survey’s 7.5-minute Black Star Canyon Quadrangle to determine if any sites are recorded on or if any cultural resources studies have been conducted on or within a ½-mile radius of the Project area. Data sources consulted at the SCCIC included archaeological records, Archaeological Determinations of Eligibility, historic maps, and the Historic Property Data File (HPDF) maintained by the Office of Historic Preservation (OHP). The HPDF contains listings for the California Register of Historic Resources (CRHR) and/or the National Register of Historic Places (NRHP), California Historical Landmarks, and California Points of Historical Interest. On October 7, 2014, the BonTerra Psomas Senior Archaeologist conducted a pedestrian survey of the Project area. Visibility was good from the staging area along the ridgelines to the tank location. Visibility was very limited by dense vegetation along the permanent access road alignment. Question A: Would the project 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)? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-24 Environmental Evaluation No Impact. Based on the pedestrian survey, the Project site is vacant and undeveloped and does not contain any historical resources as defined in Section 15064.5 of the State CEQA Guidelines and/or identified on the Qualified Historic Structures list of the Anaheim Colony Historic District Preservation Plan (July 20, 1999). No impact would occur. Questions B: Would the project cause a substantial adverse change in the significance of an archaeological resource pursuant to §15064.5 of the CEQA Guidelines? Less Than Significant With Mitigation. Based on the pedestrian survey, the Project site is vacant and undeveloped; no cultural resources were noted during the survey. According to the records search results, 16 cultural resource studies have been conducted within a ½-mile radius of the Project site. Of those, seven included a portion of the Project site and one included the entire Project site. Three cultural resource sites have been recorded within a ½-mile radius of the Project site, as described in Table 8. TABLE 8 CULTURAL RESOURCES WITHIN ½ MILE OF THE PROJECT SITE Trinomial Recorder/Date-Update Site Description CA-ORA-793 Fulton and Lawson 2007 Desautels 1984 Gardner and Belardes 1981 Douglas 1980 Leach and Bloom 1978 Bedrock milling station with lithic tools, CA-ORA-794 Fulton and Lawson 2007 Cody 1984 Gardner and Belardes 1981 Douglas 1980 Leach and Bloom 1978 Bedrock milling station with lithic scatter CA-ORA-1196H Fulton and Lawson 2007 Desautels 1984 Quail guzzler Although no archaeological sites have been identified on the Project site, such resources exist in the immediate vicinity of the study area. Therefore, there is a potential that previous cultural resource surveys did not find all of the archaeological sites that lie within the proposed Project impact area. There is a potential for subsurface cultural deposits to be discovered during grading activities, which would be considered a potentially significant impact. Implementation of MM V-1, which requires monitoring during grading activities, would reduce potential impacts to less than significant levels. Question C: Would the project directly or indirectly destroy a unique paleontological resource or site or unique geologic feature? Less Than Significant With Mitigation. A paleontological resources records search and scientific literature review for the Project area was conducted on October 8, 2014, in an effort to identify deposits and formations where significant resources might be located. The records search was conducted by the Vertebrate Paleontology Section of the Natural History Museum of Los Angeles County (refer to Appendix The records search documents mapped formations, fossil localities, and references to publications regarding fossil resources previously identified in and adjacent to the Project area. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-25 Environmental Evaluation According to the records search, the Project area has exposures of the marine middle Miocene Topanga Formation. The closest recorded fossil locality yielding fossils from this formation is along Santiago Canyon Road, which is located over five miles south of the Project site. That locality produced a fossil Mustelus (dog shark). In the El Modena foothills west of Santiago Reservoir, the formation has yielded specimens of marine mammals, including Dugongidae (dugong) and Cetacea (whales). Based on available information, the formation in the Project area may yield significant fossils during excavation activities into undisturbed bedrock. Therefore, project construction has the potential to result in a significant impact related to destruction of a unique paleontological resource, site, or unique geologic feature. Implementation of MM V-2 requiring a monitoring plan be prepared an implemented by an Orange County-certified paleontologist would reduce potential impacts to less than significant levels. Question D: Would the project disturb any human remains, including those interred outside of formal cemeteries? Less Than Significant With Mitigation. As indicated above under the impact analysis for Question V.B, no significant archaeological resources have been identified on the Project site during previous surveys or during the survey conducted for this Project. There are no known formal cemeteries on the Project site. However, this does not preclude the possibility that individual burial sites may be discovered during grading activities. Implementation of MM V-3, which requires compliance with Section 7050.5 of the California Health and Safety Code and Section 5097.98 of the California Public Resources Code would reduce potential impacts to less than significant levels. Mitigation Program Mitigation Measures MM V-1 Prior to the approval of a grading plan or issuance of a building permit, whichever occurs first, the property owner/developer shall retain a County-certified Archaeologist (Project Archaeologist) and submit written confirmation of this to the Public Utilities Department. The Project Archaeologist shall observe grading activities and recover, catalogue, analyze, and report archaeological resources as necessary in the previously undeveloped portions of the development area. The Project Archaeologist shall be present at the pre-grade conference. The Project Archaeologist shall submit a written plan with procedures for archaeological resource monitoring to the Planning Department and Public Utilities Department. This plan shall include procedures for temporarily halting or redirecting work to permit the sampling, identification and evaluation of the resources, as appropriate, and a requirement that a Native American Monitor retained by the property owner/developer be present during any required excavation. If archaeological resources are found to be significant, the Project Archaeologist shall determine appropriate actions—in cooperation with the City of Anaheim—for exploration and/or data recovery to adequately recover the scientifically significant information from or about the archeological resource. The Project Archaeologist shall prepare any excavated material to the point of identification. Following the completion of grading, the Archaeologist shall prepare a report detailing the results of the monitoring program to be presented to the City of Anaheim Public Utilities Department. The report shall follow guidelines of the California Office of Historic Preservation (1990). Excavated finds shall be accessioned into a qualified scientific institution that meets, or exceeds, the requirements listed in the Code of Federal Regulations (36 CFR 79). ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-26 Environmental Evaluation MM V-2 Prior to issuance of the first grading permit, the property owner/developer shall submit a monitoring plan, prepared by an Orange County-certified Paleontologist to the Public Utilities Department that ensures that the following actions are implemented: a. The area west of Gypsum Canyon is comprised almost entirely of the Topanga Formation (high paleontological sensitivity) and contains all of the heretofore recognized surface occurrences of fossils on the Project site. The north-central portion of the Project site is comprised chiefly of the interbedded undifferentiated Vaqueros and Sespe Formations (which have moderate to high paleontological sensitivity) and smaller elements of the Sespe, Santiago, and Topanga Formations (which all have high paleontological sensitivity). Paleontological monitoring in the western and north-central areas of the Project site shall be conducted on a full-time basis and shall be identified as such in the monitoring plan. It shall be the responsibility of the Project Paleontologist to show, to the satisfaction of the City, the recommended limits of full-time monitoring on the tentative tract or parcel map level grading plans, when available. Because of the potential for identifying microfossils or small fragments of macrofossils, periodic screening of sediments from cuts in these formations shall be carried out by the Project Paleontologist. Such material may be removed in bulk and screened off site to minimize interference with grading operations. b. The Holz Shale, the Schulz Ranch Member of the Williams Formation, the Silverado Formation, the Santiago Formation, and the Sespe Formation— which are exposed primarily east of Gypsum Canyon—shall be monitored as determined necessary by the Project Paleontologist during grading operations. Recommended hours for monitoring activities shall be established by the Project Paleontologist and shall be outlined in the monitoring plan. It shall be the responsibility of the Project Paleontologist to demonstrate, to the satisfaction of the City, the appropriate level of monitoring necessary based on the tentative tract or parcel map level grading plans, when available. Because of the potential for identifying microfossils or small fragments of macrofossils, periodic screening of sands from cuts in these units shall be done by the Project Paleontologist. Such material may be removed in bulk and screened off-site to minimize interference with grading operations. c. Any paleontological work at the site shall be conducted under the direction of a County of Orange Certified Paleontologist (Project Paleontologist). d. If a fossil discovery occurs during grading operations when the Project Paleontologist is not present, grading shall be diverted around the area until the Project Paleontologist can survey the area. e. Any fossils recovered during the development, along with their contextual stratigraphic data, shall be donated to the County of Orange, or other appropriate institution with an educational and research interest in the materials. A final report detailing findings and disposition of specimens shall be prepared by the Project Paleontologist and submitted to the City of Anaheim Public Utilities Department upon completion of grading. MM V-3 If human remains are encountered during ground-disturbing activities, Section 7050.5 of the California Health and Safety Code states that no further disturbance shall occur until the County Coroner has made a determination of origin and disposition of the materials pursuant to Section 5097.98 of the California Public ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-27 Environmental Evaluation Resources Code. The County Coroner must be notified of the find immediately. If the remains are determined to be prehistoric, the Coroner would notify the Native American Heritage Commission (NAHC). The NAHC would determine and notify a Most Likely Descendent (MLD). The MLD or his/her authorized representative may inspect the site of the discovery with the permission of the property owner/developer. The descendent must complete the inspection within 24 hours of notification by the NAHC. The MLD may recommend scientific removal and nondestructive analysis of human remains and items associated with Native American burials. VI. GEOLOGY AND SOILS Information in this section is derived from Hushmand Associates, Incorporated’s (HAI’s) Draft Geotechnical Investigation for the Proposed Windy Ridge Reservoir, City of Anaheim, California (Draft Geotechnical Investigation) dated June 2014 (HAI 2014; Appendix and further consultation with HAI regarding the temporary access road and soil stockpile area. The Draft Geotechnical Investigation prepared by HAI addresses the water storage tank site and the permanent access road; however, the position of the excess soil stockpile area identified in the report has been subsequently refined. Question A: Would the project 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. No Impact. There are no known active faults traversing the Project site, and the site is not located within an Alquist-Priolo Earthquake Fault Zone. Although several faults were observed at the site during the field investigation, it was concluded that these faults are not active based on the classification system of the Alquist-Priolo Earthquake Fault Zoning Act of 1972. The potential for ground rupture as a result of a seismic event is low. There would be no impact and no mitigation is required. Question A: Would the project expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving: ii) Strong seismic ground shaking? Less Than Significant with Mitigation. The primary seismic hazard for the Project, as with most of the Southern California region, is the susceptibility to ground shaking due to the presence of active and potentially active faults in the region. The Draft Geotechnical Investigation concludes that the site could experience strong seismic ground shaking within the design lifetime of the Project. Table 9, Faults in the Project Site Vicinity, identifies the name, distance, and maximum magnitude of the major faults that contribute to the seismicity of the site. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-28 Environmental Evaluation TABLE 9 ACTIVE FAULTS IN THE PROJECT VICINITY Fault Name Approximate Distance from the Water Storage Tank Site miles (kilometers)* Maximum Magnitude (Mw) Regional Faults Whittier Fault (Elsinore Fault Zone) 3 (1.9) 6.8 Elsinore-Glen Ivy Fault (Elsinore Fault Zone) 12 (7.5) 6.8 Chino-Central Avenue Fault (Elsinore Fault Zone) 7.5 (4.7) 6.7 San Jose Fault 26 (16) 6.4 Newport-Inglewood Fault Zone – Los Angeles Basin 31 (19) 7.1 Transverse Ranges Faults Sierra Madre Fault Zone 31 (19) 7.2 Cucamonga Fault 31 (19) 6.9 Local Faults, Blind Thrust Faults, and Other Faults Puente Hills Thrust Fault 15 (9.3) 7.1 San Joaquin Hills Fault 20 (12.4) 6.6 San Andreas Fault Zone – San Bernardino Segment 53 (33) 7.5 * Distance based on the closest distance to subsurface rupture. Source: HIA 2014 (Appendix The Draft Geotechnical Investigation includes development of Acceleration Response Spectra (ARS), which was estimated from a site-specific Probabilistic Seismic Hazard Analysis (PSHA) for both the Design Basis Earthquake and Maximum Considered Earthquake as defined by the 2010 California Building Code (2010 CBC4) and American Society for Civil Engineers’ Minimum Design Loads for Buildings and Other Structures (ASCE 7-05) with damping ratios of 0.5 percent and 5 percent. In accordance with the 2010 CBC, the peak horizontal ground acceleration (PHGA) at the site for the Design Earthquake is estimated to be 0.42g (or 42 percent of the force of gravity). It is noted that the Draft Geotechnical Investigation accounts for the convective period of water storage tank oscillation (approximately ten seconds) in the horizontal ARS calculation to account for the effects of seismicity on water bodies. The complete design values for horizontal, vertical, 5 percent and 0.5 percent damping ARS are provided in Tables 3 through 5, respectively, of the Draft Geotechnical Investigation (Appendix The Draft Geotechnical Investigation concludes that the Project site is suitable for development of the water storage tank from a geotechnical standpoint, including the estimated seismic shaking hazard, provided that the recommendations provided in the HAI report are incorporated into the Project. As noted above, the location of the soil stockpile area has changed subsequent to preparation of the Draft Geotechnical Investigation. However, the seismicity calculated for the water storage tank and access road would be the same for the immediately surrounding area overlying the same geologic units and structure, which includes the temporary access road and soil stockpile location. Therefore, the conclusion of the Draft Geotechnical Investigation regarding seismic shaking risk can be extrapolated to the proposed temporary and permanent access road and soil stockpile area. The methods and recommendations of the Draft Geotechnical Investigation are based on compliance with the 2010 CBC and ASCE standards; implementation of these codes would be required by the Project as a regulatory requirement and would reduce potential impacts related to strong seismic ground shaking to a less than significant level. MMs VI-1 and VI-2 is also provided to ensure the specific recommendations of the Draft 4 The 2010 CBC is the determining building code per Section 15.03 et seq. of the Anaheim Municipal Code. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-29 Environmental Evaluation Geotechnical Investigation prepared for the Project, as well as any future geotechnical reporting or observation by HAI or others, are fully incorporated in the design and construction of the Project. There would be less than significant impacts related to strong seismic ground shaking with implementation of MMs VI-1 and VI-2. Question A: Would the project expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving: iii) Seismic-related ground failure, including liquefaction? iv) Landslides? Less Than Significant With Mitigation. The Project site is located in the western part of the Santa Ana Mountains, which are within the western part of the Peninsular Ranges Geomorphic Province. The majority of natural slopes at the site are mantled by up to approximately three feet of topsoil that is generally porous and dry; that contains abundant rootlets; and that is potentially compressible and erodible. Geologic units in the Project area include surficial deposits and bedrock formations. The Project site is underlain by Quaternary-age deposits, and portions of the slopes are underlain by slopewash, which are accumulations of materials deposited by gravity and slopewash processes from the surrounding slopes. These deposits are generally located in the swales and shallow canyon bottoms throughout the site. Bedrock underlying the Project site includes the Topanga Formation and the Vaqueros-Sespe Formation. Both these formations are primarily sandstones with interbeds of finer grained siltstone, shale, and conglomerate lithified gravel). No groundwater seepage was encountered in any borings or trenches performed as part of the Geotechnical Exploration, nor was surface water observed. Previous investigations, reviewed by HAI, also did not encounter groundwater in borings in the subject area. The Draft Geotechnical Investigation concludes that, while areas of perched water may be encountered during grading operations, groundwater and surface water would not be a constraint to Project implementation. Potential secondary seismic effects of strong ground shaking addressed for the Project site include surface rupture (analyzed above), liquefaction and lateral spread, landslides, lurching, seismically induced dynamic) settlement, and rock falls. Liquefaction and Lateral Spread Liquefaction occurs when loose, cohesionless, water-saturated soils (generally fine-grained sand and silt) are subjected to strong seismic ground motion of significant duration. These soils essentially behave similar to liquids, losing bearing strength. Structures built on these soils may tilt or sink when the soils liquefy. The occurrence and severity of this phenomenon depend on many variables, such as the level and the duration of vibration; the relative density or looseness of the soil; previous strain history; grain characteristics; aging under sustained load; lateral earth pressure or stress state of soil elements; overconsolidation of soil; and boundary conditions of soil layers. Lateral spread is a liquefaction-related form of surface displacement, or failure, which occurs on gentle slopes. The Draft Geotechnical Investigation concludes that the liquefaction potential is considered low based on the unsaturated soil condition absence of shallow groundwater) and the presence of cemented bedrock in the subsurface. The Project site is not identified on the California Geological Survey’s (CGS’) Seismic Hazard Zone Map for the Black Star Canyon Quadrangle as susceptible to liquefaction. The site’s susceptibility to earthquake-induced lateral spread is considered low because of the low susceptibility to liquefaction. Impacts related to liquefaction or lateral spread would be less than significant and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-30 Environmental Evaluation Landslide Seismically induced landslides occur when shaking from an earthquake causes pre-existing landslides to reactivate or trigger new landslides along planes of weakness. The surrounding ascending natural slopes to the proposed water storage tank coincide with areas identified as susceptible to seismically induced landslide on the CGS’ Seismic Hazard Zone Map for the Black Star Canyon Quadrangle. The Draft Geotechnical Investigation assessed the area descending from the water storage tank pad area to SR-241 for its landslide risk, as this area was observed from aerial photographs and reconnaissance geologic mapping to have the geomorphology of a possible landslide. Based on review of previous investigation and advancement of two borings by HAI in this area, it was concluded that the area sloping towards the east from the tank site has experienced some degree of slope creep due to the degree of faulting of the bedrock over the millions of years that the Santa Ana Mountains have been uplifted. No evidence was observed during this investigation (2014) or previous investigations by others that suggest this feature is an active landslide. The Draft Geotechnical Investigation also assessed slope stability for the planned cut slopes at the water storage tank site and the cut and fill slopes along the access road. The recommended cut slope for the water storage tank pad would vary from a maximum gradient of ¾:1 (horizontal to vertical) for a maximum slope height of 20 feet, which transitions to a minimum gradient of 2:1 for a maximum slope height of 120 feet. The maximum cut for the slopes on the uphill side of the access road would be approximately 25 feet in height with a maximum gradient of ½:1, and a mechanically stabilized earth (MSE) wall system would be constructed on the downhill side to support the fill embankment, which would have a 2:1 gradient. The slope stability analyses concluded the planned cut and fill slopes would achieve acceptable factors of safety (greater than 1.5) and would be considered stable. The Draft Geotechnical Investigation also provides recommendations related to water storage tank foundation design, non-structural slab (slab-on- grade) design, and retaining/below grade wall design based on the seismic hazards that could affect the Project. As discussed above, the Draft Geotechnical Investigation concludes that the Project site is suitable for development from a geotechnical standpoint provided that the recommendations provided in the HAI report dated June 2014 are incorporated into the Project and that the recommendations are based on compliance with the 2010 CBC and ASCE standards. However, MMs VI-1 and VI-2 are provided to ensure that the specific recommendations of the Project’s Draft Geotechnical Investigation and any future geotechnical reporting by HAI or others, are fully incorporated in the design and construction of the Project. There would be less than significant impacts related to secondary seismic hazards with implementation of MMs VI-1 and VI-2, which would ensure the specific recommendations of the Draft Geotechnical Investigation prepared for the Project and any future geotechnical reporting by HAI or others are fully incorporated in the design and construction of the Project. Lurching Lurching is the relative displacement of adjacent land surfaces during an earthquake. As the seismic motion encounters a cliff or bluff, a stream bank, or even a fill slope at nearly right angles, it may cause displacement of the material in the unsupported direction. Lurching may also be caused by liquefaction of a zone beneath the otherwise intact surface. Ground lurching may occur along the slopes around the water storage tank and access road fill slopes, depending on the direction of ground motion. As discussed above under “Landslide”, there would be less than significant impacts related to secondary seismic hazards with implementation of MMs VI-1 and VI-2, which would ensure the specific recommendations of the Draft Geotechnical Investigation ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-31 Environmental Evaluation prepared for the Project and any future geotechnical reporting by HAI or others are fully incorporated in the design and construction of the Project. Earthquake-Induced Settlement The site is underlain by bedrock of the Vaqueros-Sespe formation, which is not susceptible to settlement. The compaction of roadway fill soils under cyclic loading are estimated in the Draft Geotechnical Investigation to be less than 1 inch and ½ inch of total and differential settlement, respectively. The estimated settlement is within the tolerable limit for this Project; therefore, impacts would be less than significant and no mitigation is required. Rock Falls The exposed cut slope surface above the water tank site and along the access road will expose the Vaqueros-Sespe and Topanga formation bedrock. The exposed bedrock conditions are anticipated to be competent. However, rock fall may occur over time, especially for cut slopes with gradients steeper than 1:1 (horizontal to vertical). The Draft Geotechnical Investigation recommends that all loose rock exposed on the slope face be removed during grading and that a ditch be created at the bottom of the slope to absorb the energy of any future rock fall. A rock fence or similar barrier may be used along the slope shoulder to prevent the falling rock from bouncing onto the roadway; more elaborate measures using secured wire mesh or applying shotcrete over the slope face) may be considered in areas where locally adverse geologic conditions are exposed during excavation. The engineering geologist observing the excavations, as per the Draft Geotechnical Investigation, would confirm the condition of the exposed geologic units and would provide direction for additional measures to limit the rock fall hazard, if required. There would be less than significant impacts related to secondary seismic hazards with implementation of MMs VI-1 and VI-2, which would ensure the specific recommendations of the Draft Geotechnical Investigation prepared for the Project and any future geotechnical reporting or observations by HAI or others are fully incorporated in the design and construction of the Project. Question B: Would the project result in substantial soil erosion or the loss of topsoil? Less Than Significant Impact. The largest source of erosion and topsoil loss is uncontrolled drainage during construction. As discussed in more detail in Section XI, Hydrology and Water Quality, the National Pollutant Discharge Elimination System (NPDES) permit program controls water pollution by regulating point sources that discharge pollutants into “waters of the Construction activities shall be conducted in compliance with the statewide NPDES General Permit for Storm Water Discharges Associated with the Construction and Land Disturbance Activities (Order No 2012-0006-DWQ, NPDES No. CAS000002), adopted by the State Water Resources Control Board on July 17, 2012. In compliance with the NPDES permit, erosion potential during construction of the proposed Project would be managed with Best Management Practices (BMPs) implemented on the Project site as part of a Storm Water Pollution Prevention Plan during construction activities in accordance with NPDES requirements. Implementation of the BMPs would reduce construction-related erosion impacts to less than significant levels. The Draft Geotechnical Investigation concluded that the proposed roadway fill embankment and cut slopes would be susceptible to erosion during heavy precipitation. In general, the erosion potential at the site is considered moderate to high, and provisions for site horizontal drainage, sediment retention structures, terrace drains, slope planting, and other measures in accordance with City and County requirements would afford adequate protection. Erosion potential would be reduced through placement of six inches of topsoil on top of six inches of scarified soil for all planting areas. All exposed surfaces would be landscaped. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-32 Environmental Evaluation Therefore, the Project would not increase soil erosion in the long-term with implementation of MMs VI-1 VI-2, which would ensure implementation of the specific recommendations of the Draft Geotechnical Investigation prepared for this Project and any future geotechnical reporting or observations by HAI or others are fully incorporated in the design and construction of the Project. Impacts on soil erosion would be less than significant. Question C: Would the project 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 onsite or offsite landslide, lateral spreading, subsidence, liquefaction, or collapse? Question D: Would the project 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? Less Than Significant With Mitigation. Seismic hazards, including liquefaction, lateral spread, and landslides are addressed above under Question VI.A(iii–iv). Soil engineering constraints applicable to the Project addressed in the Draft Geotechnical Investigation include non-seismic settlement and expansive soils. Settlement (Non-Seismic) The water storage tank pad would be a cut lot in the Vaqueros-Sespe Formation bedrock, and the bedrock is expected to heave after excavation due to removal of the overburden and settle recompression) under the weight of the water storage tank during construction and filling. The heave and settlement of the bedrock are expected to occur shortly after excavation and water storage tank construction since the bedrock is unsaturated sandstone. The Draft Geotechnical Investigation anticipates maximum total and differential settlements of approximately ¾ inch and ½ inch, respectively, for the proposed water storage tank loads. The estimated settlement is within the tolerable limit for this project. Also, settlement of fills under their own weight on the order of approximately ½ to 1 percent of the fill thickness is anticipated, and would necessitate placement of additional fill to achieve the required grading plane elevation (required per MM VI-1). Impacts related to settlement would be mitigated to less than significant levels. Expansive Soils The Draft Geotechnical Investigation includes an Expansion Index (EI) test conducted on the material in vicinity of the water storage tank pad at Boring B-2. This sample has an EI of 8, which means that the sandstone material in vicinity of the water storage tank pad is not considered expansive. The Draft Geotechnical Investigation recommends that additional site-specific testing for expansive soils be performed to evaluate the water storage tank subgrade expansion potential after fine grading. As discussed previously, the incorporation of all recommendations of the Draft Geotechnical Investigation and any other geotechnical reports and observations is required under MM VI-1. Impacts related to expansive soils would be mitigated to less than significant levels. Question E: Would the project have soils incapable of adequately supporting the use of septic tanks or alternative waste water disposal systems where sewers are not available for the disposal of waste water? No Impact. The Project would not involve the generation of wastewater. There would be no impact. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-33 Environmental Evaluation Mitigation Program Mitigation Measure MM VI-1 Prior to approval of final plans and specifications for the Windy Ridge Water Storage Tank Project, the Engineer, or his/her designee, shall review the Project plans to confirm that all recommendations in the Draft Geotechnical Investigation for the Proposed Windy Ridge Reservoir, City of Anaheim, California (dated June 2014 and prepared by Hushmand Associates, Incorporated) and any future geotechnical reports have been fully and appropriately incorporated. These recommendations shall include, but not be limited to, the following geotechnical areas: a. Foundations b. Seismic Design c. Soil Corrosivity d. Slabs-on-Grade e. Retaining/Below Grade Walls f. Slope Stability (Water Storage Tank and Access Road) g. Pipe Installation h. Grading i. Site Drainage j. Pavements k. Construction Observations and Field Testing. MM VI-2 Prior to issuance of the first grading permit, a City-approved geotechnical engineer will be under contract to provide third-party geotechnical observation. All grading and earth-disturbance activity at the site shall be conducted under the observation of the third-party geotechnical engineer. Should any grading or geotechnical issues of concern be observed, the third-party geotechnical engineer shall have the authority to stop all further earthwork. The third-party geotechnical engineer, in coordination with the City and the construction contractor, shall develop and implement an appropriate corrective action(s). Written evidence shall be submitted to the Public Utilities Department to document the action(s) taken in the field. VII. GREENHOUSE GAS EMISSIONS Climate change refers to any significant change in climate, such as the average temperature, precipitation, or wind patterns over a period of time. Climate change may result from natural factors, natural processes, and human activities that change the composition of the atmosphere and alter the surface and features of the land. Significant changes in global climate patterns have been associated with global warming, which is an average increase in the temperature of the atmosphere near the Earth’s surface; this is attributed to an accumulation of greenhouse gas (GHG) emissions in the atmosphere. GHGs trap heat in the atmosphere which, in turn, increases the Earth’s surface temperature. Some GHGs occur naturally and are emitted to the atmosphere through natural processes, while others are created and emitted solely through human activities. Intergovernmental Panel on Climate Change (IPCC) has concluded that (IPCC 2013): Warming of the climate system is unequivocal, and since the 1950s, many of the observed changes are unprecedented over decades to millennia. The atmosphere ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-34 Environmental Evaluation and ocean have warmed, the amounts of snow and ice have diminished, sea level has risen, and the concentrations of greenhouse gases have increased. The atmospheric concentrations of carbon dioxide, methane, and nitrous oxide have increased to levels unprecedented in at least the last 800,000 years. Carbon dioxide concentrations have increased by 40% since pre-industrial times, primarily from fossil fuel emissions and secondarily from net land use change emissions. Human influence on the climate system is clear. This is evident from the increasing greenhouse gas concentrations in the atmosphere, positive radiative forcing, observed warming, and understanding of the climate system. Table 10 shows the magnitude of GHG emissions on the global, national, State, and regional scales.5 TABLE 10 COMPARISON OF WORLDWIDE GREENHOUSE GAS EMISSIONS Area and Data Year Annual GHG Emissions (MMTCO2e) World (2011) 29,986 United States (2012) 6,526 California (2012) 459 Orange County (2011) 21 MMTCO2e: million metric tons of carbon dioxide equivalent Source: WRI 2012, USEPA 2014, CARB 2014, SCAG 2011. GHGs, as defined under California’s Assembly Bill (AB) 32, include carbon dioxide (CO2), methane (CH4), nitrous oxide (N2O), hydrofluorocarbons (HFCs), perfluorocarbons (PFCs), and sulfur hexafluoride (SF6). General discussions on climate change often include water vapor, ozone, and aerosols in the GHG category. Water vapor and atmospheric ozone are not gases that are formed directly in the construction or operation of development projects, nor can they be controlled in these projects. Aerosols are not gases. While these elements have a role in climate change, they are not considered by regulatory bodies, such as CARB, or climate change groups, such as the California Climate Action Registry (CCAR), as gases to be reported or analyzed for control. Therefore, no further discussion of water vapor, ozone, or aerosols is provided herein. GHGs vary widely in the power of their climatic effects; therefore, climate scientists have established a unit called global warming potential (GWP). The GWP of a gas is a measure of both its potency and lifespan in the atmosphere as compared to CO2. For example, since CH4 and N2O are approximately 21 and 310 times more powerful than CO2, respectively, in their ability to trap heat in the atmosphere, they have GWPs of 21 and 310, respectively (CO2 has a GWP of Carbon dioxide equivalent (CO2e) is a quantity that enables all GHG emissions to be considered as a group despite their varying GWP. The GWP of each GHG is multiplied by the emission rate of that gas to produce the CO2e emissions. 5 GHG emissions for project-level analyses are commonly expressed in metric tons of carbon dioxide equivalent (MTCO2e). Larger quantities of emissions, such as on the State or world scale, as shown in Table 10, are expressed in million metric tons of carbon dioxide equivalent (MMTCO2e). (Metric tons may also be stated as “tonnes”.) The CO2e for a gas is derived by multiplying the tons of the gas by the associated Global Warming Potential (GWP) such that MMTCO2e = (million metric tons of a GHG) x (GWP of the GHG). For example, the GWP for CH4 is 21. This means that emissions of 1 million metric tons of CH4 are equivalent to the emissions of 21 million metric tons of CO2. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-35 Environmental Evaluation On June 1, 2005, Governor Arnold Schwarzenegger signed Executive Order S-3-05, which calls for a reduction in GHG emissions to the year 2000 level by 2010, to year 1990 levels by 2020, and to 80 percent below 1990 levels by 2050. AB 32, the California Global Warming Solutions Act of 2006, recognizes that California is the source of substantial amounts of GHG emissions. The statute states that: Global warming poses a serious threat to the economic well being, public health, natural resources, and the environment of California. The potential adverse impacts of global warming include the exacerbation of air quality problems, a reduction in the quality and supply of water to the state from the Sierra snowpack, a rise in sea levels resulting in the displacement of thousands of coastal businesses and residences, damage to marine ecosystems and the natural environment, and an increase in the incidences of infectious diseases, asthma, and other human health-related problems. In order to avert these consequences, AB 32 establishes a State goal of reducing GHG emissions to 1990 levels by the year 2020, codifying the Executive Order S-3-05 goal, which is a reduction of approximately 28 percent from forecasted emission levels, with further reductions to follow. Question A: Would the project generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact on the environment? Less Than Significant Impact. The City of Anaheim has not formally adopted a quantitative GHG emissions significance criterion to date. Beginning in April 2008, the SCAQMD convened a Working Group to provide guidance to local lead agencies on determining significance for GHG emissions in their CEQA documents. On December 5, 2008, the SCAQMD Governing Board adopted its staff proposal for an interim CEQA GHG significance threshold of 10,000 metric tons of CO2 equivalent per year (MTCO2e/yr)6 for projects where the SCAQMD is the lead agency (SCAQMD 2008). In September 2010, the Working Group presented a revised tiered approach to determining GHG significance for residential and commercial projects, which is discussed below (SCAQMD 2010). However, these proposals have not yet been considered by the SCAQMD Governing Board. At Tier 1 of the proposed approach, GHG emissions impacts would be less than significant if the project qualifies under a categorical or statutory CEQA exemption. At Tier 2, for projects that do not meet the Tier 1 criteria, the GHG emissions impact would be less than significant if the project is consistent with a previously adopted GHG reduction plan that meets specific requirements.7 At Tier 3, the Working Group proposes to extend the 10,000 MTCO2e/yr screening threshold that is currently applicable to industrial projects where the SCAQMD is the lead agency, described above, to other lead agency industrial projects. A project with emissions greater than the 6 GHG emissions are commonly expressed as “metric tons of carbon dioxide equivalent (MTCO2e)”. Larger quantities of emissions, such as on the State or world scale, are expressed in million metric tons of carbon dioxide equivalent (MMTCO2e). 7 The plan must quantify greenhouse gas emissions, both existing and projected over a specified time period, resulting from activities within a defined geographic area; establish a level, based on substantial evidence, below which the contribution to greenhouse gas emissions from activities covered by the plan would not be cumulatively considerable; identify and analyze the greenhouse gas emissions resulting from specific actions or categories of actions anticipated within the geographic area; specify measures or a group of measures, including performance standards, that substantial evidence demonstrates, if implemented on a project-by-project basis, would collectively achieve the specified emissions level; establish a mechanism to monitor the plan’s progress toward achieving the level and to require amendment if the plan is not achieving specified levels; and be adopted in a public process following environmental review (Section 15183.5 of the State CEQA Guidelines). ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-36 Environmental Evaluation screening threshold would have to demonstrate achievement of performance standards (Tier 4) and/or provide mitigation offsets. Existing Greenhouse Gas Emissions Since the Project site is undeveloped, there are no current activities on the Project site that generate notable GHG emissions. Proposed Project Greenhouse Gas Emissions Construction GHG emissions were calculated by using the Road Construction Model and the California Emissions Estimator Model (CalEEMod), discussed further in Section III, Air Quality, of this IS/MND. Construction GHG emissions are generated by vehicle engine exhaust from construction equipment, on-road hauling trucks, vendor trips, and worker commuting trips. Construction assumptions are described in Section III and in Appendix B. As shown in Table 11, the total estimated construction GHG emissions for the proposed Project are 404 MTCO2e. For estimating long-term annual GHG emissions, the SCAQMD has recommended amortizing construction emissions over the life of a project, and a common value for project life is 30 years (SCAQMD 2008). Therefore, the 30-year amortized construction emissions would be approximately 13 MTCO2e/year. TABLE 11 ESTIMATED CONSTRUCTION GREENHOUSE GAS EMISSIONS Project Element GHG Emissions MTCO2e Staging Area and Water Storage Tank Construction 118 Temporary Access Road 106 Permanent Road and Pipeline 180 Total GHG Emissions 404 MTCO2e: Metric tons of carbon dioxide; GHG: greenhouse gas(es) Note: Detailed calculations in Appendix B. City staff will normally visit the water storage tank weekly for routine maintenance activities. In addition, City staff may visit the site more frequently if non-routine maintenance is required. These non-routine visits would likely occur less than six times per year and would likely last for less than a two-week period. In addition, landscape inspections will occur approximately once per month for the first year of operation. Water level and chlorine residual would be monitored remotely by digital means. GHG emissions would be negligible. Therefore, the estimated annual GHG emissions are the amortized construction emissions, which would be approximately 13 MTCO2e/yr. This value may be compared with the proposed SCAQMD screening threshold of 10,000 MTCO2e/yr for industrial projects. Thus, project GHG emissions would be less than the threshold; the emissions would not be cumulatively considerable. The impact would be less than significant and no mitigation is required. Question B: Would the project conflict with an applicable plan, policy, or regulation adopted for the purpose of reducing the emissions of greenhouse gases? No Impact. The SCAQMD, the County of Orange, and the City of Anaheim have not adopted standards for the purpose of reducing GHG emissions. As discussed previously, the State standard adopted for the purpose of reducing GHG emissions and applicable to the proposed ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-37 Environmental Evaluation Project is 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 GHG emissions standards for vehicles and the Low Carbon Fuel Standard) are being implemented at the statewide level, and compliance at the project level is not addressed. Therefore, the proposed Project does not conflict with these plans and regulations. In summary, the proposed Project would not conflict with the State plans, policies, or regulations adopted for the purpose of reducing GHG emissions. No impact would result and no mitigation is required. VIII. HAZARDS AND HAZARDOUS MATERIALS Question A: Would the project create a significant hazard to the public or the environment through the routine transport, use, or disposal of hazardous materials? Question B: Would the project 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? Less Than Significant Impact. The Environmental Protection Section (EPS) of the Anaheim Fire Department administers the City’s hazardous materials management program. The EPS also administers the regional hazardous materials response team joint powers agreement under the Orange County-City Hazardous Materials Emergency Response Authority (OCCHMERA). The OCCHMERA is comprised of the County of Orange and the Cities of Anaheim, Huntington Beach, and Santa Ana. The role of the Joint Powers Authority (JPA) is to provide prompt and efficient response to hazardous material emergencies throughout Orange County using hazardous materials response teams from these jurisdictions. The City is also a Certified Unified Program Agency (CUPA). As described by the State of California, the Unified Program (UP) was created to consolidate, coordinate, and make consistent the administrative requirements, permits, inspections, and enforcement activities for environmental and emergency management programs. Project construction activities would require the transport and use of standard construction equipment and materials, some of which may include a hazardous component such as transport and storage of fuels. These activities would be conducted in compliance with existing federal, State, and local regulations as administered by the U.S. Environmental Protection Agency (USEPA), the OCCHMERA, and the City, as described previously. Daily project operations would not involve the use or transport of hazardous materials. The Project site is located near several major transportation facilities and arterials, including Weir Canyon Road, SR-91, and SR-241. These roadways may be used to transport hazardous materials; however, the proposed Project would neither increase the frequency of transport, nor would it introduce hazards that would increase the likelihood for accidental release of hazardous materials into the environment. As such, a less than significant impact related to the transport, use, or disposal of hazardous materials or the release of hazardous materials into the environment would occur. Question C: Would the project emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within one-quarter mile of an existing or proposed school? No Impact. The nearest school, Running Springs Elementary School, is located approximately ½ mile north of the Project site. Additionally, Canyon Rim Elementary School is approximately ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-38 Environmental Evaluation one mile southwest of the Project site. Therefore, the Project would not emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or wastes within ¼ mile of an existing school. No impacts would occur and no mitigation measures would be required. Question D: Would the project 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? No Impact. Based on a review of the EDR Radius Map with Geocheck® prepared for the Project site by Environmental Data Resources, Inc. (2014), there are no listed hazardous materials sites of concern on the Project site or within a ½ mile radius of the site. Search parameters 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 identified site can be found in Appendix F. According to the EDR Radius Map, no new hazardous materials sites were identified within the project site boundaries. Of the hazardous materials sites identified in the Project vicinity, none of the identified sites pose a hazard to the Project site. No impacts related to known hazardous materials sites would occur and no mitigation is required. Question 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? Question 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? No Impact. The Project site is not located within an adopted Airport Land Use Plan or in the vicinity of a private airstrip or heliport. The nearest airport is the Fullerton Municipal Airport located in the City of Fullerton, approximately 14 miles northwest of the site. There is a helistop located along Santa Ana Canyon Road west of Weir Canyon Road that is used by the City of Anaheim Police Department. There are no helicopters based at this location and no regularly scheduled helicopter stops; it serves as a helistop for occasional use. There is also a heliport approximately seven miles northwest of the Project site in the City of Yorba Linda at the Robert B. Diemer Filtration Plant, which is used only three to four times per year. Implementation of the proposed Project would not impact the airport facilities or their operation; no mitigation would be required. Question G: Would the project impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? Less Than Significant Impact. The Anaheim Fire Department has developed the Hazardous Materials Area Plan (Haz Mat Area Plan) to assist agencies in their pre-emergency planning and their emergency response role. The City of Anaheim has an adopted Emergency Operations Plan (EOP) for coordinating response and recovery operations in the City. As detailed in Figure 2 of the EOP, the closest emergency facility is the Weir Canyon Fire Station 10, which is located at 8270 East Monte Vista, approximately 1.3 miles from the Project site. As detailed in Section 3.0, Project Description, in order to construct the water storage tank and permanent access road concurrently, a temporary access road would be constructed from the Project staging area, located immediately southeast of the intersection of Weir Canyon Road and Blue Sky Road, to the water storage tank site within the alignment of the existing Jeep Trail. A permanent access road is proposed to be constructed from Blue Sky Way to the water storage tank site. The proposed Project would temporarily result in increased traffic volumes along the designated access routes throughout the duration of construction activities. Although truck traffic along the ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-39 Environmental Evaluation construction access route would create an inconvenience for local residents, the anticipated volume of construction-related traffic would not significantly impair implementation of, or physically interfere with, an adopted response plan or emergency evacuation plan. A less than significant impact related to an adopted emergency response of evacuation plan would occur. Question H: Would the project 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? Less Than Significant Impact. As previously discussed, the Project site is located in the Hill and Canyon Area of the City of Anaheim. As stated in the Safety Element of the Anaheim General Plan, the structural fire risk in the Hill and Canyon Area is a low probability/moderate consequence event; however, the project site is susceptible to wildland fires due to an abundance of vegetation and open space (Anaheim 2004). According to Figure S-5, Fire Protection Areas, of the City of Anaheim General Plan, the majority of the Project site, including the temporary and permanent access roads and the water storage tank site, is located within a designated Very High Fire Hazard Severity Zone (Anaheim 2004). As proposed, the water storage tank and related facilities would not be habitable structures intended for human occupancy and, therefore, would not be subject to the requirements identified in Title 16.40 of the Anaheim Municipal Code requiring compliance with Sections 51175 through 51188 of the California Government Code and Sections 13108.5, 13143.2, and 13143.5 of the California Health and Safety Code. However, a key objective of the water storage tank is to provide fire protection for the community. Therefore, the Project would be subject to fuel modification requirements set forth in PDF VIII-1 which would reduce the potential for structural damage and the loss of water storage capacity. Therefore, implementation of PDF VIII-1 would ensure that potential impacts related to wildland fires would be less than significant. Mitigation Program Project Design Feature PDF VIII-1 Prior to initiation of construction, a fuel modification plan shall be submitted to the Fire Department for review and approval. The fuel modification plan shall be prepared in accordance with the provisions of the California Fire Code in effect at the time of submittal of design plans and be based upon the criteria set forth in the City of Anaheim Fire Department Fuel Modification Plan Guidelines. Following completion of construction, fuel modification zones shall be installed and inspected in substantial conformance with the approved plans to the satisfaction of the Fire Department. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-40 Environmental Evaluation IX. HYDROLOGY AND WATER QUALITY Question A: Would the project violate any water quality standards or waste discharge requirements? Question F: Would the project otherwise substantially degrade water quality? Question K: Would the project 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? Question L: Would the project substantially degrade water quality by discharge which affects the beneficial uses swimming, fishing, etc.) of the receiving or waters? Short-Term Construction-Related Water Quality Impacts Less than Significant Impact. Potential impacts of construction activities on water quality focus on sediments, turbidity, and pollutants associated with sediments. Construction-related activities that are primarily responsible for sediment releases are related to exposing soils to potential mobilization by rainfall, runoff, and wind. These activities include grading and other earth- disturbance activities. Non-sediment-related pollutants that are also of concern during construction include waste construction materials and chemicals, liquid products, and petroleum products used in building construction or the maintenance of heavy equipment. Based on RR IX-1, described below in the Mitigation Program, construction impacts from implementation of the proposed Project would be minimized through compliance with the Construction General Permit. This permit requires the development and implementation of an which must include erosion- and sediment-control BMPs that meet or exceed measures required by the Construction General Permit, as well as BMPs that control the other potential construction-related pollutants. An would be developed, as required by and in compliance with, the NPDES Construction General Permit. Erosion-control BMPs are designed to prevent erosion, whereas sediment controls are designed to trap sediment once it has been mobilized. The General Permit requires the to include BMPs to be selected and implemented based on the phase of construction and weather conditions. The would be designed and implemented to address site-specific conditions related to Project construction. The would identify and describe the sources of sediment and other pollutants that may affect the quality of storm water discharges; it would also ensure the implementation and maintenance of BMPs to reduce or eliminate sediment, pollutants adhering to sediment, and other non-sediment pollutants in storm water and non-storm water discharges. Compliance with the NPDES Construction General Permit and the preparation of an would ensure that any impacts to waters resulting from construction activities on the Project site would be less than significant. Erosion-control and treatment-control BMPs would be implemented per NPDES requirements. In addition to the requirements of the NPDES General Construction Permit, the Project grading area would be re-vegetated to stabilize slopes and to reduce erosion. Further, a landscaping plan would be prepared and an irrigation system would be installed as part of the Project for the re- vegetation process. Full compliance with applicable local, State, and federal regulations, including ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-41 Environmental Evaluation RRs IX-1 and IX-2, would ensure that water quality impacts associated with construction would be less than significant. Long-Term Operational Water Quality Impacts Currently, the site is undeveloped and exists in a natural state with pervious surface area; surface runoff from the site largely infiltrates the ground surface before leaving the site or, under storm conditions, enters the existing storm drain system at Blue Sky Way. Under existing conditions, there is no treatment of the water prior to its discharge to the public storm drain system. The Project would not introduce substantial amounts of urban pollutants to the storm water runoff, as discussed in the Windy Ridge Water Storage Tank Project Draft Drainage Report (Draft Drainage Report), prepared for the proposed Project and included as Appendix G Draft Drainage Report (MWH 2015; Appendix The quality of water runoff from the Project site would be similar to the existing conditions; however, there would be less pervious surface. A Water Quality Management Plan (WQMP) is required to reduce or eliminate water pollution caused by runoff that flows from storm water drainage systems into receiving waters (refer to RR IX-3). As part of the design process, a WQMP would be prepared and approved by the City, prior to the issuance of grading permits. The WQMP will identify site-design BMPs, structural and non- structural source-control BMPs, and treatment-control BMPs that would be implemented for the proposed project to reduce the post-project peak runoff flow to no greater than the pre-project peak runoff flow and reduce any water pollution generated from the project. BMPs that may be utilized include sediment traps, vegetated swales, vegetated buffer strips, catch basin inserts, and media filters to treat runoff from the paved areas. The proposed Project would comply with local, State, and federal water quality regulations, thus reducing potential long-term water quality impacts to a level considered less than significant. Question B: Would the project 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)? Less than Significant Impact. The proposed Project would not deplete groundwater supplies or substantially interfere with groundwater recharge. The majority of the Project site exists as a pervious surface. Project implementation would introduce a nominal amount of impervious surface area; therefore, impacts related to groundwater recharge would be less than significant and no mitigation is required. Question C: Would the project 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? Question D: Would the project 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? Question E: Would the project create or contribute runoff water which would exceed the capacity of existing or planned storm water drainage systems or provide substantial additional sources of polluted runoff? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-42 Environmental Evaluation Less than Significant Impact. As previously discussed, the Project site is located in an undeveloped, natural state with no existing storm drain infrastructure. As discussed Draft Drainage Report, the area tributary to the water storage tank site and access road alignment encompasses approximately 20.94 acres and is sub-divided into 11 separate sub watershed areas (MWH 2015). These sub watershed areas, including flows generated on the Project site, currently drain as sheet flow in a northerly direction and are collected in several natural channels that flow north and west. These natural washes converge into a single, large, unnamed wash which drains toward Blue Sky Road and crosses beneath the roadway right-of-way via culverts. An existing 30-inch diameter storm drain line is located within Blue Sky Way which drains in a northwesterly direction. A 24-inch diameter lateral conduit extends easterly for 165 feet, past the existing back of curb and terminates with a collector inlet headwall and rip rap pad structure. The 24-inch lateral conduit collects flow from a small portion of the project site and the tributary sub watershed areas. Development of the proposed Project would include the construction of a water storage tank and permanent access road, both of which would increase the impervious area on the Project site by a small amount. Because the proposed Project would introduce impervious surfaces to a previously natural area, the post-development runoff that would be generated on site would be higher than the pre-development runoff. As demonstrated in Table 4 of the Draft Drainage Report, the change in runoff volumes from the sub watershed areas under 100-Year conditions would be an increase of less than one percent. This runoff would be discharged into the existing natural channels, where there will be further opportunity for infiltration and biological filtering. As discussed previously in Section IV. Biological Resources, under Question the proposed access road alignment crosses two separate drainages. Neither of these drainages are considered to be federally protected wetlands, therefore, potential impacts to jurisdictional waters would be limited to non-wetland waters and are estimated to be less than 0.10 acre. Future coordination with, and authorizations from, the California Department of Fish and Wildlife, the United States Army Corps of Engineers, and the Santa Ana Regional Water Quality Control Board would be required to address these non-wetland jurisdictional impacts. For purposes of this analysis, however, the Project would have no impact on any wetlands. In addition to the potential for a degradation in water quality discussed previously, conditions resulting from the increase in impervious surface on the Project site would include increased runoff volumes and velocity; reduced infiltration; increased flow frequency, duration, and peak; and shorter time to reach peak flow. As discussed previously, in addition to storm water volumes generated on the Project site, runoff will be generated from off-site land uses that are tributary to the Project site. Runoff from these lands would be routed through cross drains and would continue to drain into the same channels as it does under existing conditions. There would be no change in runoff pattern or runoff water quality from these lands. The proposed drainage system for the proposed Project (consisting of catch basins, a V ditch, and cross drains along the permanent access road) has been designed to accommodate anticipated storm water flows from the Project site under 100-year, 24-hour storm conditions. As shown in Tables 7 and 8 of the Draft Drainage Report, both the existing 30-inch storm drain main trunk line and the 24-inch lateral would accommodate the increased flow from resulting from project implementation As discussed previously, the change in runoff volume would be negligible; therefore, the Project would continue the existing drainage pattern of the Project area by maintaining the approximate rate and amount of surface runoff from the Project site. Additionally, the proposed and future storm drain facilities would adequately accommodate storm water runoff from the Project site. Therefore, impacts related to drainage and storm drain capacity would be less than significant. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-43 Environmental Evaluation Question G: Would the project 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? Question H: Would the project place housing within a 100-year flood hazard area structures which would impede or redirect flood flows? No Impact. According to the City of Anaheim General Plan (Figure S-6, Flood Hazard Areas), the Project site is not within a 100-year flood boundary, and the Project would not expose people or structures to flood hazard conditions. No impact would occur and no mitigation is required. Question I: Would the project 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? No Impact. Based on the Dam Inundation Map (Figure S-7) provided in the City of Anaheim General Plan Safety Element, the Project site is not within a dam inundation area. Implementation of the proposed Project would not 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. No impact would occur and no mitigation is required. Question J: Would the project expose people or structures to a significant risk of loss, injury or death involving inundation by seiche or mudflow? No Impact. The Project site is located more than 20 miles east of the Pacific Ocean and the closest body of water is the Walnut Canyon Reservoir, approximately 1.5 miles from the Project site; therefore, there is no potential for inundation of the Project site by seiche. Additionally, the soil composition of the site consists of rocky formations and would not be subject to mudflows. There would be no impact and no mitigation is required. Mitigation Program Regulatory Requirements RR IX-1 Prior to the approval of grading plans, the City shall ensure that a Notice of Intent with the State Water Resources Control Board has been filed in order to obtain coverage under the Construction General Permit (CGP). Pursuant to the permit requirements, the construction contractor shall develop a Storm Water Pollution Prevention Plan that incorporates Best Management Practices for reducing or eliminating construction-related pollutants in the site runoff. RR IX-2 Prior to approval of a grading plan, the Department of Public Works shall verify that the General Waste Discharge Requirements issued by the Santa Ana Order No. R8-2010-0062, and National Pollutant Discharge Elimination System (NPDES) No. CAS618030 (or latest approved equivalent) are in effect and shall govern discharges from construction dewatering and water line/sprinkler line testing should they occur during construction. The property owner/developer shall comply with these regulations, including provisions requiring notification, testing, and reporting of dewatering and testing-related discharges, which shall mitigate any impacts of such discharges. RR IX-3 Prior to grading plan approval and issuance of a grading permit by the City, the project proponent shall obtain approval from the City of Anaheim of the Final Water ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-44 Environmental Evaluation Quality Management Plan (Final WQMP) for the project. The Final WQMP shall specifically identify pollution-prevention, site-design, source-control, and treatment-control BMPs that shall be used on site to control predictable pollutant runoff in order to reduce impacts to water quality to the maximum extent practicable. X. LAND USE AND PLANNING Question A: Would the project physically divide an established community? No Impact. As described previously, the Project site is currently undeveloped and is in proximity to residential development to the north and west. To the east is the Eastern Transportation Corridor (SR-241) toll road and to the south is open space. The Project proposes to construct an approximate 1.6-million-gallon water storage tank. Once constructed, the water storage tank would provide added water storage, improve reliability, and provide additional fire protection for east Anaheim residents. Development of the proposed Project would not divide an established land use or community. No impact would occur and no mitigation is required. Question B: Would the project 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? No Impact. The City of Anaheim General Plan (adopted in May 2004) designates the Project site for Low Medium Hillside Residential (which permits up to six dwelling units per acre) and Open Space. The updated General Plan and Zoning Code became effective on July 8, 2004. The current zoning for the Project site is Mountain Park Specific Plan (SP90-4); therefore, all development must be consistent with both SP90-4 and the City of Anaheim General Plan. According to SP90-4, the proposed Project is a permitted use (major utilities). Because the City found that SP90-4 is consistent with the City of Anaheim’s General Plan, the proposed Project would also be consistent with the General Plan land use and zoning designations for the Project site and would not conflict with an applicable land use plan, policy, or regulation. No impacts would occur and no mitigation is required. Question C: Would the project conflict with any applicable habitat conservation plan or natural community conservation plan? No Impact. As discussed previously in Section IV, Biological Resources, the entirety of the Project area is within the planning area for the Central Subregion of the Orange County Central- Coastal NCCP/HCP. The Project area is currently partially within the NCCP Reserve. Coastal sage scrub and cliff and rock habitats are covered habitats under the NCCP/HCP, to which the City of Anaheim is a signatory. Chaparral and grassland habitats are not considered sensitive habitats; however, even though they are not covered by the NCCP/HCP, these habitats are extensively preserved within the NCCP/HCP Reserve. Take of Identified Species is authorized on all lands owned or controlled by Participating Landowners outside the Reserve System as of the Effective Date of the NCCP/HCP Implementation Agreement. The entire Project site was owned by the Irvine Company, a Participating Landowner. As such, impacts to the aforementioned habitats and Identified Species outside the NCCP/HCP Reserve would be considered less than significant following revegetation of temporary impact areas. The USFWS, as an oversight agency for the NCCP/HCP program, considers that a project conflicts with the goals and policies of the NCCP/HCP if it were to occur within a portion of the ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-45 Environmental Evaluation NCCP/HCP Reserve. A Minor Amendment to the NCCP/HCP, of which the City of Anaheim, the Irvine Company, and the County of Orange were participating parties, was approved by the Nature Reserve of Orange County Board of Directors in December 2014 to address this conflict. The Minor Amendment process is provided for in the Central-Coastal NCCP/HCP and its associated EIR. The Minor Amendment adjusted the boundaries of the NCCP Reserve so that the Project site and the resulting portion of the NCCP Reserve that will be isolated (5.25 acres total) was deleted from the NCCP Reserve. The boundary adjustment also resulted in the addition of 10.50 acres of native habitat to the NCCP Reserve for a net increase of 5.25 acres to the NCCP Reserve, as illustrated on Figure 1 of Attachment C of the Biological Assessment (included as Appendix With the approved boundary adjustment, the Project would be consistent with the Central-Coastal NCCP/HCP and no impact would occur. XI. MINERAL RESOURCES Question A: Would the project 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? Question B: Would the project 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? No Impact. According Figure G-3, Mineral Resources Map of the City of Anaheim General Plan’s Green Element, an MRZ-2 Mineral Resource Zone (Aggregate Resources Only) area is located north of the Project site. This area represents a previous quarry operation and is not identified in the General Plan as containing mineral resources of regional significance. Mineral resources had been extracted from this site continuously from 1954 to 2004. The previous quarry operation, Robertson’s Ready Mix, ceased operations when its extraction license agreement with the applicant expired. At that time, the majority of the economically viable sand and gravel minerals at this site had been removed. Implementation of the Project would not result in a loss of mineral resources of value locally or regionally. No impact to mineral resources would occur and no mitigation is required. XII. NOISE Noise is typically defined as unwanted sound and is described in terms of a sound’s intensity or loudness, pitch, and duration. The ambient noise environment is comprised of stationary and mobile noise sources. Stationary noise sources occur in a single location and may be constant or short-term in nature; mobile noise sources are typically transportation-related and are generally not considered a constant noise source. The physical measure of sound, or sound level, is measured in decibels (dB), which are based on a logarithmic scale. Therefore, a doubling of the energy of a noise source, such as doubling of traffic volume, would increase the noise level by 3 dB; a halving of the energy would result in a 3 dB decrease. Everyday sounds normally range from 30 dB (very quiet) to 100 dB (very loud). The A-weighted decibel scale relates noise to human sensitivity. Common noise levels are measured in terms of the “A-weighted decibel”, abbreviated dBA. Table 12 provides examples of various noises and their typical A-weighted noise level. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-46 Environmental Evaluation TABLE 12 TYPICAL NOISE LEVELS Common Outdoor Activities Noise Level (dBA) Common Indoor Activities 110 Rock Band Jet fly-over at 300 m (1,000 ft) 100 Gas Lawn Mower at 1 m (3 ft) 90 Diesel Truck at 15 m (50 ft), at 80 km/hr (50 mph) 80 Food Blender at 1 m (3 ft) Noisy Urban Area, Daytime Gas Lawn Mower at 30 m (100 ft) 70 Vacuum Cleaner at 3 m (10 ft) Commercial Area Heavy Traffic at 90 m (300 ft) 60 Normal speech at 1 m (3 ft) Quiet Urban Daytime 50 Large Business Office Dishwasher in Next Room Quiet Urban Nighttime 40 Theater, Large Conference Room Quiet Suburban Nighttime 30 Library Quiet Rural Nighttime 20 Bedroom at Night, Concert Hall 10 Broadcast/Recording Studio Lowest Threshold of Human Hearing 0 Lowest Threshold of Human Hearing dBA: A-weighted decibels; m: meter; km/hr: kilometers per hour; ft: feet; mph: miles per hour Source: Caltrans 2013. Although human perception of sound is somewhat subjective, it is widely accepted that the average healthy ear can barely perceive an increase or decrease of 3 dBA; can readily perceive a change of 5 dBA; and can notice that an increase of 10 dBA sounds twice as loud. Noise, or sound over a period of time, can be measured using a number of methods. The method applicable to this analysis is the equivalent sound level (Leq). The average noise level over a period of minutes or hours is expressed as dBA Leq. Leq can be measured for any time period, but a one-hour average is assumed when no period is specified. The symbol Lmax is used to describe the maximum noise level measured over a period of time. The closest noise-sensitive receptors to the Project site are the occupants of homes on Springwood Court (approximately 150 feet north of the proposed staging area) and the occupants of homes on Blue Sky Way (approximately 82 feet northwest of the western end of the proposed permanent access road). Existing average ambient noise levels at these homes are estimated in the 45 to 50 dBA Leq range, which is typical of a residential neighborhood with low traffic volumes. Question A: Would the project cause 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? Question C: Would the project cause a substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? Question D: Would the project cause a substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-47 Environmental Evaluation Section 6.70.010 of the City of Anaheim municipal code requires that “No person shall within the City create any sound radiated for extended periods from any premises which produces a sound pressure level at any point on the property line in excess of sixty decibels . . This section of the municipal code also states that “Sound created by construction or building repair of any premises within the City shall be exempt from the applications of this chapter during the hours of 7:00 a.m. to 7:00 p.m”. This requirement is RR XII-2. Short-Term Construction Impacts Less Than Significant Impact. Short-term construction noise would be generated on site by construction equipment during the preparation of the staging area and the construction of the temporary access road, the water storage tank, and the permanent access road and pipeline. Construction activities are expected to require use of scrapers, bulldozers, dump trucks, front-end loaders, backhoes, and paving equipment. Based on this list of equipment, maximum noise levels measured at a distance of 50 feet from a piece of equipment can reach as high as 85 dBA. Because equipment will move around the Project site, average noise levels from construction activities are estimated considering two or more pieces of equipment operating at the center of a work area. The periods of loudest noise levels at the homes to the west and northwest would occur during site preparation and grading of the staging area; grading of the west end of the temporary access road; and grading and pipeline excavation at the west end of the permanent access road. Maximum noise levels at the homes may reach 80 to 85 dBA and would occur for short periods of time when equipment is under maximum load and adjacent to property lines. These noise levels may create temporary annoyance; however, maximum noise levels would typically last less than one minute and would occur intermittently. Because the equipment would cycle between maximum and idle power levels and would move along the linear road alignment, average noise levels would be in the 75 to 78 dBA Leq range. When the grading activities have moved to a distance of 200 feet from the homes, maximum noise levels would be less than 75 dBA and average noise levels would be anticipated to be less than 70 dBA. After completion of grading and excavation, there would be less diesel engine construction equipment on site and the construction noise levels would be lower. When equipment would be working at the water storage tank site, maximum noise levels at the nearest homes (which are more than 2,000 feet away) would be less than 50 dBA. The noise may be occasionally audible, depending on meteorological conditions and the ambient noise at the homes. Noise would be generated at the staging area throughout the Project’s construction period. Noisier staging area activities may include construction equipment maintenance and loading and unloading of trucks and materials handling equipment. Because some parts of the staging area would be within 200 feet of the homes on Springwood Drive, RR XII-2 would be implemented to minimize the noise impact to nearby homes. Because construction would only occur during the daytime hours and would represent a short-term, temporary impact, the impact would be less than significant, and no additional mitigation would be required. Short-term construction noise would be generated on local roadways by workers commuting to and from the job site and by trucks with construction material deliveries. The cut and fill quantities of soil required for road and water storage tank construction would be balanced on site, and there would be no soil import or export. Some trucking is anticipated for the supply of gravel and paving materials. The trucking is not anticipated to exceed ten round trips per day, which would average two or three 1-way truck passes per hour. Other construction vehicles, including vendor and ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-48 Environmental Evaluation worker vehicles, would not exceed 30 round trips per day. Noise from the anticipated truck activity as well as other vehicles would not be significant. In summary, with implementation of RR XII-2, construction noise levels would be less than significant. Additionally, Project construction activities would be limited to the 7:00 AM to 7:00 PM hours prescribed by RR XII-1. No additional mitigation would be required. Blasting While not currently anticipated, there is a possibility that blasting may be required for either some sections of one of the roads or the water storage tank pad and foundation. However, compliance with RR XII-3, which prescribes a program (which includes but is not limited to pre-blast survey, blast design, and blast monitoring) would be implemented, would ensure a less than significant impact. Long-term (Permanent) Impacts Less Than Significant Impact. City staff will normally visit the water storage tank weekly for routine maintenance activities. In addition, City staff may visit the site more frequently if non- routine maintenance is required. These non-routine visits would likely occur less than six times per year and would likely last for less than a two-week period. In addition, landscape inspections will occur approximately once per month for the first year of operation. Water level and chlorine residuals would be monitored remotely by digital means. Noise impacts would be negligible; the impact would be less than significant and no mitigation is required. Question B: Would the project cause exposure of persons to or generation of excessive groundborne vibration or groundborne noise levels? Less Than Significant Impact. Groundborne vibration consists of oscillatory waves that propagate from the source through the ground to adjacent structures. Vibration of building components can also take the form of an audible, low-frequency rumbling noise, which is referred to as groundborne noise. As with most forms of energy, vibration energy spreads out as it travels through the ground, causing the vibration level to decrease with the distance from the source. Groundborne vibration and noise can be generated during construction activities and is generally highest during impact pile driving, blasting, and demolition-related activities. Neither pile driving nor demolition is anticipated for the proposed Project. Blasting is discussed under Questions XII.A, XII.C, and XII.D above. Vibration impacts from blasting would be less than significant with compliance with RR XII-3. Large, heavy construction equipment may cause structural damage or human annoyance vibration impacts when that equipment is operated within 50 feet of vibration-sensitive receptors. For the proposed Project, the large, heavy construction equipment would not operate within that distance and impacts would be less than significant. Question 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? Question 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? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-49 Environmental Evaluation No Impact. The Project site is not located within an adopted Airport Land Use Plan. The Project would not generate aircraft or helicopter operations, nor would it develop residences or workplaces that would be exposed to excessive aircraft noise. No impact would occur and no mitigation would be required. Mitigation Program Regulatory Requirements RR XII-1 Prior to approval of grading plans and/or prior to issuance of building permits, plans shall include a note indicating that Project construction activities in the City of Anaheim shall not occur between the hours of 7:00 PM and 7:00 AM. RR XII-2 Prior to issuance of a grading permit, the City shall ensure that construction documents require construction contractors to implement the measures below. The contractor shall comply with the identified requirements, and verification that the contractor has complied shall be confirmed by the Building Division during construction. a. The noisier staging area activities construction equipment maintenance) shall be located as far as feasible from residences. b. Stationary equipment compressors, generators, and welders) shall be oriented so that the maximum noise impact is away from residences. c. Electric power shall be used in the staging area instead of generators whenever feasible. d. The noise level from use of vehicle radios, boom boxes, and similar audio equipment shall not exceed the noise limits of the Municipal Code. RR XII-3 Prior to the commencement of any blasting activities, the City shall ensure that a blasting plan prepared by a qualified blasting specialist is submitted to the Fire Department and Department of Public Works for review and approval. A blasting permit shall be obtained from the Fire Department. A copy of the approved blasting plan shall be submitted to the Planning Department. The property owner/developer shall be responsible for all costs associated with the preparation of the blasting plan to the satisfaction of the Fire Department. The blasting plan shall be prepared in accordance with the United States Department of Interior, Office of Surface Mining (USOSM) standards and shall include, but not be limited to the following: a. A pre-blast survey. b. Site and location of planned blasting and hours of operation (blasting to be conducted during the daylight hours only). c. Notification of blasting activities to all property owners within ½ mile of the blasting area, which may include (depending on location of blasting) private residents, the California Department of Transportation (Caltrans), the County of Orange, the City of Yorba Linda, and any other persons/agencies determined appropriate by the Fire Department. This notification shall describe expected period and frequency that the blasting shall occur and give a contact phone number for any questions or complaints. All complaints shall be responded to in a method deemed satisfactory to the City of Anaheim Planning Director. d. Types and amounts of explosives. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-50 Environmental Evaluation e. Warning system information. f. Methods of transportation and handling of explosives. g. Minimum acceptable weather conditions. h. Procedures for handling, setting, wiring, and firing explosives. i. Procedures for clearing and controlling access to blast danger. j. Procedures for handling misfires and other unusual occurrences. k. Emergency action plan. l. A material safety data sheet for all explosives or other hazardous materials expected to be used. m. Compliance with local, State and federal laws. n. Measures to assess, control, and monitor noise and ground vibration from blasting, including the following measures: 1. The project contractor shall use current state-of-the-art technology to keep blast-related vibration and air blast at off-site residential and other occupied structures as low as possible, consistent with blasting safety. In no instance shall blast vibration or air blast, measured on the ground adjacent to a residential or other occupied structure, be allowed to exceed the frequency dependent limits contained in the USOSM regulations. 2. The Project contractor shall use a blasting seismograph to monitor and record air blast and vibration for blasts within 1,000 feet of residences and other occupied structures to verify that measured levels are within the recommended limits (as determined under the USOSM regulations) at those locations. If blasting is found to exceed specified levels, blasting shall cease and alternative blasting or excavation methods that result in the specified levels not being exceeded shall be employed. 3. Air blast and vibration monitoring shall take place at the nearest off-site residential or other occupied structure. If vibration levels are expected to be lower than those required to trigger the seismograph at that location, or if permission cannot be obtained to record at that location, recording shall be accomplished at some closer site in line with the structure. Specific locations and distances where air blast and vibration are measured shall be documented in detail along with measured air blast and vibration amplitudes. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-51 Environmental Evaluation XIII. POPULATION AND HOUSING Question A: Would the project 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)? No Impact. The Project would not have growth-inducing effects beyond those already considered as part of the long-range local and regional planning efforts. Rather, the proposed water storage tank would provide added water storage, improve water reliability, and provide additional fire protection to east Anaheim residents. No impact would occur and no mitigation is required. Question B: Would the project displace substantial numbers of existing housing, necessitating the construction of replacement housing elsewhere? Question C: Would the project displace substantial numbers of people, necessitating the construction of replacement housing elsewhere? No Impact. The proposed Project does not include the demolition or destruction of existing housing and would not require the construction of replacement of housing. As such, the proposed Project would not displace substantial numbers of people necessitating the construction of replacement housing elsewhere. No impact would occur and no mitigation is required. XIV. PUBLIC SERVICES Question A: 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 related to fire protection: Less Than Significant Impact. The City of Anaheim Fire Department (Fire Department) is a full- service organization designed to provide essential public safety and emergency services to the community and its visitors. Currently 11 engines, 5 trucks, 2 battalion chiefs, and 2 medical units are staffed daily by 66 members from 12 fire stations. The closest station to the Project site is the Anaheim Hills Station 9 (Anaheim 2013b). The Fire Department also contracts with the California Department of Forestry (CDF) for fire protection on undeveloped portions of the Project site. The Fire Department will continue to contract with the CDF for fire protection in the proposed open space areas after implementation of the Project. The Project site is located in the Hill and Canyon Area of the City, which is characterized by dry vegetation, steep slopes, and high wind conditions. The Project site is within a Very High Fire Hazard Severity Zone, as identified in the Safety Element of the City of Anaheim General Plan. The Very High Fire Hazard Severity Zone generally includes ridgeline areas and undeveloped wildland areas located east of SR-55 and south of SR-91. Further, the proposed Project would not be constructed of combustible materials and would provide additional fire protection to the 1320 Pressure Zone. However, due to the introduction of man-made structures in a Very High Fire Hazard Severity Zone and due to the likelihood of infrequent maintenance activities at the water storage tank site, the proposed Project would nominally increase the demand for the City’s fire-protection services. However, this increased demand would not affect the Fire Department’s ability to maintain an acceptable response time; therefore, it would not require the construction of new facilities, the expansion of existing facilities, or additional personnel or equipment to maintain acceptable response times (Lutz 2014). In ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-52 Environmental Evaluation addition, adequate access and entry would be provided for Fire Department apparatus. Therefore, the Project’s impact on fire-protection services and emergency services would be less than significant. Question A: 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 related to police services: Less Than Significant Impact. The City of Anaheim Police Department (Police Department) provides law enforcement services to over 330,000 residents and approximately 5,000 businesses in the City. Law enforcement services include traffic control and enforcement, narcotics violations, crime control, community and tourist regulation, detention facilities, various investigations, and patrol. Implementation of the proposed Project would introduce new uses to the currently undeveloped site and would result in increased activity at the Project site. This additional activity would generate an incremental increase in the demand for police protection services. However, the proposed Project would not result in an increase in resident population or City employees. The proposed water storage tank is intended to provide added water storage; improve water reliability; and provide additional fire protection for east Anaheim residents. The City of Anaheim Police Department has indicated that the Project would not substantially increase response times or significantly affect staff, facilities, equipment, or services (Budds 2014). Although the proposed Project would increase demand for the City’s police protection services, this demand would not require the construction of new facilities, nor would it require the expansion of existing facilities that would result in physical environmental impacts. Therefore, the Project’s impact on police protection services would be less than significant. Question A: 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 related to schools: No Impact. In general, impacts to schools are associated with increased population in an area and the need for additional schools to serve that population. The proposed Project involves construction of a water storage tank and would not generate additional population in the area. The proposed Project does not include any changes to existing school facilities, nor would the project increase demand for school facilities. Therefore, the proposed Project would not result in impacts to school facilities and no mitigation is required. Question A: 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 related to parks: No Impact. The proposed Project involves construction of an approximate 1.6 million gallon water storage tank and does not include any residential units. As a result, no direct impacts to existing regional or local parks or other recreational facilities are anticipated and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-53 Environmental Evaluation Question A: 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 related to other public facilities: No Impact. Because of the nature and intent of the proposed Project, no impacts on libraries, senior centers, or other public facilities are anticipated. Once constructed, the proposed water storage tank would provide added water storage; improve water reliability; and provide additional fire protection to east Anaheim residents. Therefore, the Project would not increase the demand placed on other public facilities, and no impacts would occur. XV. RECREATION Question A: Would the project 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? Question B: Would the project include recreational facilities or require the construction or expansion of recreational facilities which might have an adverse physical effect on the environment? Less Than Significant Impact. The Weir Canyon Wilderness Park is located approximately 0.4 mile southwest of the Project site. In 2008, the 210-acre Wilderness Park was incorporated into Santiago Oaks Regional Park. The action created a trail system that spans from Irvine Regional Park through Weir Canyon in East Anaheim Hills. Within the Park, the Weir Canyon Trail provides a 3.68-mile loop over undulating terrain on the side of Weir Canyon in the Anaheim Hills below the Santa Ana Mountains. As shown on the aerial photograph provided in Exhibit 2, Weir Canyon Road connects with the existing Jeep Trail, which extends through to Windy Ridge Road and the Weir Canyon Trail. As stated previously, the proposed Project involves the construction of an approximate 1.6 million gallon water storage tank and would not generate additional population; therefore, it would neither directly increase the demand on existing facilities, nor would it require the construction or expansion of recreational facilities. Impacts to existing trails in the Project area would be temporary in nature and would be less than significant. No mitigation is required. XVI. TRANSPORTATION/TRAFFIC Question A: Would the project 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? Less Than Significant Impact. Implementation of the proposed Windy Ridge Water Storage Tank Project is expected to generate short-term traffic impacts generated during the construction period. Vehicle trips would be generated by trucks hauling materials and supplies to the site and workers commuting to and from the Project site. The main haul routes would occur along an approximately 1.8-mile segment of Weir Canyon Road, from the SR-91 off-ramp to Blue Sky Road, which is classified as a primary arterial in the Anaheim General Plan. As noted, a primary ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-54 Environmental Evaluation arterial is intended to provide for circulation in the City and to its adjacent communities; primary arterials are typically six-lane divided facilities with no parking or four-lane divided roads with left- turn pockets. In the vicinity of the Project site, Weir Canyon Road exists as a six-lane divided roadway that terminates at Blue Sky Road. In the vicinity of the Project site, vehicle traffic along Weir Canyon Road primarily serves the residential development in the area. It is anticipated that up to 20 daily truck trips would occur or 10 round trips per day, which would average be 2 or 3 one-way truck passes per hour. Additionally, up to 60 vehicle trips (30 round trips per day) associated with commuting workers and vendors traveling to and from the project site would occur per day. This maximum number of daily trips is expected to occur over a four- to eight-week period. During other stages of construction, truck and vehicle trips would occur less frequently. Although the majority of the vehicle trips during construction would occur along Weir Canyon Road and would access the Project site via the temporary access road, a small portion of truck trips (primarily associated with construction of the new 8-inch-diameter pipeline in Blue Sky Way and the northwest terminus of the permanent access road) would occur along an approximately 0.5-mile segment of Blue Sky Road and Blue Sky Way. Therefore, a maximum of 80 daily construction-related truck and other vehicle trips would have the potential to travel up to 192 vehicle miles daily from the SR-91 ramps at Weir Canyon to the permanent access road. This represents a maximum number of truck and other vehicle trips and the average day would be less. Once the Project is constructed, the only trips associated with the facility would be trips by City of Anaheim employees approximately once per week for maintenance and inspection. It should be noted that these weekly inspections would be coordinated with trips to other facilities, thereby avoiding multiple trips per week and minimizing the number of vehicle miles traveled. Therefore, Project-related traffic impacts would be less than significant. Question B: Would the project 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? No Impact. The current Orange County Congestion Management Program (CMP) requires that a traffic impact analysis be conducted for any project generating 2,400 or more daily trips or 1,600 or more daily trips for projects that directly access the CMP Highway System (HS). As stated above in response to Question XVI.A, the proposed project is forecasted to generate a maximum of 80 daily trip-ends during the construction period. Therefore, it does not meet the criteria requiring a CMP Traffic Impact Analysis evaluation and no impact would occur. Question C: Would the project 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? No Impact. The proposed Project would have no effect on air traffic patterns and is not near any air fields or airports. As previously noted, there is a helistop used by the City of Anaheim Police Department along Santa Ana Canyon Road, west of Weir Canyon Road, and a heliport is located in the City of Yorba Linda approximately seven miles northwest of the Project site. Project implementation would not result in a change in air traffic patterns for these facilities which have no regularly scheduled use. No impacts would occur and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-55 Environmental Evaluation Question D: Would the project substantially increase hazards due to a design feature sharp curves or dangerous intersections) or incompatible uses? No Impact. As stated in Section 3.0, Project Description, a temporary access road would be constructed from the Project staging area located at Weir Canyon Road to the water storage tank site in the alignment of the existing jeep trail. A permanent access road is proposed to be constructed from Blue Sky Way to the water storage tank site. The Project design would not include any sharp curves or dangerous intersections and therefore would not increase hazards due to a design feature. The proposed Project would be designed to incorporate all required City of Anaheim and Orange County Fire Authority driveway and access standards. Furthermore, the proposed Project does not include any incompatible uses associated with roads or automobile travel. Therefore, no impacts are anticipated and no mitigation is required. Question E: Would the project result in inadequate emergency access? Less Than Significant Impact. As previously discussed, a temporary access road would be constructed from the Project staging area located at Weir Canyon Road to the water storage tank site within the alignment of the existing jeep trail. A permanent access road is proposed to be constructed from Blue Sky Way to the water storage tank site. The proposed Project is not in the vicinity of an established emergency response or evacuation plan. However, the proposed Project would temporarily result in increased traffic volumes along the designated access route throughout the duration of construction activities. Impacts related to the addition of Project-related traffic would be less than significant; therefore, the Project would not interfere with the movement of emergency vehicles along local roadways. Additionally, and as noted in Section 3.1.3, the City of Anaheim has a permanent easement within the gated residential community along Blue Sky Way. As part of the project, the City of Anaheim would coordinate with the homeowners association for the gated residential community to obtain temporary access during construction as well as permanent access to facilitate regular maintenance and inspection of the water storage tank and to allow for emergency access should it be necessary. A less than significant impact related to inadequate emergency access would occur, and no mitigation is required. Question F: Would the project conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance of safety of such facilities? No Impact. The proposed Project does not include alterations or modifications to the existing circulation system or any feature that would conflict with alternative transportation. Therefore, it would not conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, nor would it otherwise decrease the performance or safety of such facilities. No impacts would occur and no mitigation is required. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-56 Environmental Evaluation XVII. UTILITIES AND SERVICE SYSTEMS Question A: Would the project exceed wastewater treatment requirements of the applicable Regional Water Quality Control Board? Question E: Would the project result in a determination by the wastewater treatment provider which serves or may serve the project that it has adequate capacity to serve the project's projected demand in addition to the provider's existing commitments? No Impact. The Project would involve construction of a potable water storage tank and related facilities and would not generate any wastewater. The Project would not require connections to the City of Anaheim sewer system, and no impacts would occur related to capacity of wastewater infrastructure or wastewater treatment facilities. Further, the Project would not exceed wastewater treatment requirements. Question B: Would the project require or result in the construction of new water or wastewater treatment facilities (including sewer (waste water) collection facilities) or expansion of existing facilities, the construction of which could cause significant environmental effects? Water No Impact. Development of the proposed Project would serve to enhance the water supply and distribution system by improving the reliability of water supply for the 1320 zone and decreasing the required operation of time the Hidden Canyon Pump Station. No additional impacts related to water-related facilities are anticipated and no mitigation is required. Wastewater No Impact. As noted previously under in the responses to Questions XVII.A and XVII.E, the Project would involve construction of a potable water storage tank and related facilities and would not generate any wastewater. The Project would not require connections to the City of Anaheim sewer system, and no impacts would occur related to capacity of wastewater infrastructure or wastewater treatment facilities. Question C: Would the project 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? Less Than Significant Impact. The proposed drainage system for the proposed Project would consist of catch basins, a V-ditch, and cross drains along the permanent access road which would drain to the existing 24-inch lateral and 30-inch storm drain in Blue Sky Way. As discussed previously in Subsection IX. Hydrology and Water Quality, in the response to Questions C, D, and E; the anticipated increase in storm water runoff resulting from the proposed Project would be nominal (less than one percent increase). The existing storm drain facilities in Blue Sky Way and further would adequately accommodate storm water runoff from the Project site. Therefore, the Project would not require the expansion of existing storm drain facilities and impacts would be less than significant. Question D: Would the project 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 ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-57 Environmental Evaluation Information Form) from existing entitlements and resources, or are new or expanded entitlements needed? No Impact. As discussed previously under response to Question XVII.B, development of the proposed Project would serve to enhance the water supply and distribution system by improving the reliability of water supply for the 1320 zone and decreasing the required operation of time the Hidden Canyon Pump Station. No additional impacts related to utilities and service systems are anticipated and no mitigation is required. Question F: Would the project be served by a landfill with sufficient permitted capacity to accommodate the project's solid waste disposal needs? Less Than Significant Impact. Solid waste generated from the Project site would most likely be disposed of at the Olinda Alpha Landfill, which is part of the Orange County landfill system operated by OC Waste & Recycling. The landfill currently accepts a maximum of 8,000 tons per day (tpd). The Olinda Alpha Landfill is approximately 565 acres with 420 acres permitted for refuse disposal. The landfill opened in 1960 and is scheduled to close in approximately December 2021. The increase in solid waste disposal resulting from implementation of the Project could be accommodated within the permitted capacity of the County’s landfill system (Arnau 2014). A less than significant impact related to landfill capacity would occur from implementation of the proposed project and no mitigation is required. Question G: Would the project comply with Federal, State, and local statutes and regulations related to solid waste? No Impact. Solid waste practices in California are governed by multiple federal, State, and local agencies that enforce legislation and regulations to ensure landfill operations minimize impacts to public health and safety and the environment. OC Waste & Recycling is obligated to obtain a Solid Waste Facilities Permit, a Storm Water Discharge Permit, and a permit to construct and operate gas management systems and to meet Waste Discharge Requirements. The Local Enforcement Agency (the SCAQMD) and the California Water Resources Control Board enforce landfill regulations related to health, air quality, and water quality, respectively. The proposed Project would not inhibit OC Waste & Recycling’s compliance with the requirements of each of these governing bodies. No impact would occur and no mitigation is required. Question H: Would the project result in a need for new systems or supplies, or substantial alterations related to electricity? Less Than Significant Impact. Development of the proposed Project would require electricity to power the instrumentation and on-site lighting associated with the proposed water storage tank. The Project would connect to the existing electrical distribution system, and electrical lines would be installed within the permanent access road alignment. The anticipated demand for electricity would be nominal, however, and would not result in the need for new systems or supplies, or substantial alterations to the existing electrical system. There would be less than significant impacts, and no mitigation is required. Question I: Would the project result in a need for new systems or supplies, or substantial alterations related to natural gas? Question J: Would the project result in a need for new systems or supplies, or substantial alterations related to telephone service? ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 5-58 Environmental Evaluation Question K: Would the project result in a need for new systems or supplies, or substantial alterations related to television service/reception? No Impact. Due to the nature of the Project, development would not result in the demand for natural gas, telephone services, or television service/reception. It is anticipated that the site would be served by existing cellular towers and the City of Anaheim will install a dedicated fiber optic cable within the access road alignment to allow for communication with the City’s network. No additional impacts outside of those assumed for construction and installation of the permanent access road would occur. No impacts related to the need for new systems or supplies or substantial alterations would occur and no mitigation is required. XVIII. MANDATORY FINDINGS OF SIGNIFICANCE Question A: Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to drop below self-sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of California history or prehistory? Less Than Significant Impact with Mitigation. As described in the analysis in Section 5.0, implementation of the proposed Project would not degrade the quality of the environment; would not substantially reduce the habitats of fish or wildlife species; would not cause a fish or wildlife population to drop below self-sustaining levels; would not threaten to eliminate a plant or animal; and would not eliminate important examples of major periods of California history or prehistory with the incorporation of the identified mitigation measures. Question B: Does the project have impacts that are individually limited, but cumulatively considerable? ("Cumulatively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects)? Less Than Significant Impact with Mitigation. The Project would have the potential to impact the environment; however, regulatory requirements and mitigation measures would be implemented to reduce these impacts to a less than significant level. As detailed throughout this document, potential cumulative impacts would be mitigated to a less than significant level. Question C: Does the project have environmental effects which will cause substantial adverse effects on human beings, either directly or indirectly? Less Than Significant With Mitigation. As described previously in Section 3.0, Project Description, the Project would involve construction of an approximate 1.6 million gallon potable water storage tank. Implementation would not displace or otherwise significantly impact existing residences. All identified impacts would be reduced to less than significant levels; therefore, the Project would not cause substantial adverse effects on human beings. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 6-1 Preparers SECTION 6.0 PREPARERS BonTerra Psomas (Environmental Document Preparation) Principal-in-Charge Christina Andersen Project Manager Jennifer Marks Environmental Analysis Megan Larum Environmental Analysis Jillian Neary Air Quality/Greenhouse Gas Emissions/Noise Analysis James Kurtz GIS/Graphics Jon Zimmer Technical Editor Julia Black Word Processor Sheryl Kristal ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 6-2 Preparers This page is intentionally left blank ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 7-1 References SECTION 7.0 LIST OF ACRONYMS Acronym Acronym and Abbreviation Description µg/m3 micrograms per cubic meter AAM Annual Arithmetic Mean AAQS Ambient Air Quality Standards AB Assembly Bill AQMP Air Quality Management Plan ARS Acceleration Response Spectra ASCE American Society for Civil Engineers BMPs Best Management Practices CAIT Climate Analysis Indicators Tool CalEEMod California Emissions Estimator Model Caltrans California Department of Transportation CARB California Air Resources Board CBC California Building Code CCAR California Climate Action Registry CCR California Code of Regulations CSS coastal sage scrub CDF California Department of Forestry CEQA California Environmental Quality Act CFR Code of Federal Regulations CGP Construction General Permit CGS California Geological Survey CH4 methane CMLC cement mortar lined and coated CMP Congestion Management Program CO carbon monoxide CO2 carbon dioxide CO2e carbon dioxide equivalent CRHR California Register of Historic Resources CUPA Certified Unified Program Agency dB decibels dBA A-weighted decibel EDR Environmental Data Resources EI Expansion Index EIR Environmental Impact Report EOP Emergency Operations Plan EPS Environmental Protection Section FEIR Final Environmental Impact Report FMMP Farmland Mapping and Monitoring Program ft feet GHG greenhouse gas GWP global warming potential HAI Hushmand Associates, Incorporated HFC hydrofluorocarbons HPDF Historic Property Data File HS Highway System IPCC Intergovernmental Panel on Climate Change IS Initial Study ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 7-2 References JPA Joint Powers Authority km kilometer km/hr kilometers per hour lbs/day pounds per day Leq equivalent sound level Lmax maximum noise level LOS level of service LST localized significance threshold m meter MEI maximally exposed individual mg/m3 milligrams per cubic meter MLD Most Likely Descendent MM mitigation measure MMTCO2e million metric tons of carbon dioxide equivalent MND Mitigated Negative Declaration mph miles per hour MSE mechanically stabilized earth msl mean sea level MTCO2e metric tons of carbon dioxide equivalent MTCO2e/yr metric tons of carbon dioxide equivalent per year N2O nitrous oxide NAHC Native American Heritage Commission NCCP/HCP Natural Community Conservation Plan/Habitat Conservation Plan NO nitric oxide NO2 nitrogen dioxide NOx oxides of nitrogen (nitric oxide and nitrogen dioxide) NPDES National Pollutant Discharge Elimination System NRHP National Register of Historic Places O3 ozone OCCHMERA Orange County-City Hazardous Materials Emergency Response Authority OHP Office of Historic Preservation PDF project design features PFC perfluorocarbon PHGA peak horizontal ground acceleration PM particulate matter PM10 respirable particulate matter less than 10 micrometers in diameter PM2.5 respirable particulate matter less than 2.5 micrometers in diameter ppm parts per million PSHA Probabilistic Seismic Hazard Analysis RR regulatory requirement RTP/SCS Regional Transportation Plan/Sustainable Communities Strategy Regional Water Quality Control Board SCAG Southern California Association of Governments SCAQMD South Coast Air Quality Management District SCCIC South Central Coastal Information Center SF6 sulfur hexafluoride SMAQMD Sacramento Metropolitan Air Quality Management District SO2 sulfur dioxide SoCAB South Coast Air Basin SOx sulfur oxides ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 7-3 References SP Specific Plan SP 90-4 Mountain Park Specific Plan SR State Route Storm Water Pollution Prevention Plan State Water Quality Control Board TAC toxic air contaminants TeNS Technical Noise Supplement tpd tons per day U.S. United States of America UP Unified Program USEPA U.S. Environmental Protection Agency USFWS United States Fish and Wildlife Service USFWS/CDFW U.S. Fish and Wildlife Service/California Department of Fish and Wildlife USOSM United States Department of Interior, Office of Surface Mining VOC volatile organic compounds WRI World Resources Institute SR-241 Eastern Transportation Corridor SR-91 Riverside Freeway ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 7-4 References This page intentionally left blank ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 8-1 References SECTION 8.0 REFERENCES Arnau, J. 2014 (October Personal communication. Email between J. Arnau (OC Waste & Recycling) and M. Larum (BonTerra Consulting). Anaheim, City of. 2011a (October). Emergency Operations Plan. Anaheim, CA: the City. 2011b (November 15, last update). City of Anaheim Municipal Code. Anaheim, CA: the City 2011a (October). Emergency Operations Plan. Anaheim, CA: the City. 2004a (May). City of Anaheim General Plan. Anaheim, CA: the City. 2004b (May). Final Anaheim General Plan and Zoning Code Update – EIR No. 330. Anaheim, CA: the City. 1988 (January). The Highlands at Anaheim Hills Specific Plan. Anaheim, CA: the City. Budds, M. 2012 (November 14). Personal communication. Email from M. Budds, Special Operations Division (Anaheim Police Department) to M. Larum (BonTerra Consulting). California Air Resources Board (CARB). 2014 (April 17, last reviewed). Air Quality Standards and Area Designations. Sacramento, CA: CARB. http://www.arb.ca.gov/desig/desig.htm. 2013 (June 4, last updated). Ambient Air Quality Standards. Sacramento, CA: CARB. http://www.arb.ca.gov/research/aaqs/aaqs2.pdf. California Department of Conservation, Division of Land Resources Protection. 2010. Farmland Mapping and Monitoring Program (FMMP) Farmland Map: Orange County, California. Sacramento, CA: FMMP. California Department of Transportation (Caltrans). 2011 (September 7, last update). California Scenic Highway Mapping System. Sacramento, CA: Caltrans. http://www.dot.ca.gov/hq/LandArch/scenic_highways/index.htm. California Department of Transportation (Caltrans). 2013 (September). Technical Noise Supplement (TeNS): Technical Supplement to the Traffic Noise Analysis Protocol (prepared by ICF Jones & Stokes). Sacramento, CA: Jones & Stokes. http://www.dot.ca.gov/hq/env/noise/pub/TeNS_Sept_2013B.pdf California Air Resources Board (CARB). 2014 (March 24, last updated). California Greenhouse Gas Inventory for 2000–2012 — by Category, as Defined in the 2008 Scoping Plan. Sacramento, CA: CARB. http://www.arb.ca.gov/cc/inventory/data/tables/ghg_inventory_ scopingplan_00-12_2014-03-24.pdf. Environmental Data Resources, Inc. (EDR). 2014 (September 26).The EDR Radius MapTM Report with GeoCheck®: Windy Ridge Reservoir Project, S. Weir Canyon Road, Anaheim, California 92808 (Inquiry Number 4085818.2s). Milford, CT: EDR (Appendix LSA Associates, Inc. (LSA). 2015 (January). Biological Assessment of the Proposed Windy Ridge Water Storage Tank Project County of Orange, California. Irvine, CA: LSA. Lutz, J. 2014 (October Personal communication. Email from J. Lutz (Anaheim Fire Department) to M. Larum (BonTerra Consulting). ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 8-2 References MWH Americas, Inc. 2015 (January). Windy Ridge Water Storage Tank Project Draft Drainage Report. Sacramento, CA: MWH. Sacramento Metropolitan Air Quality Management District (SMAQMD). 2013 (updated December 11). Road Construction Emissions Model, version 7.1.5.1. Sacramento, CA. Available at South Coast Air Quality Management District (SCAQMD). 2014 (accessed October 24). Air Quality Management Plan (AQMP). Diamond Bar, CA: SCAQMD. http://www.aqmd.gov/home/library/clean-air-plans/air-quality-mgt-plan. 2013. 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. 2011 (March). SCAQMD Air Quality Significance Thresholds. Diamond Bar, CA: SCAQMD. 2009 (October 21). Final Localized Significance Threshold Methodology, Appendix C. Diamond Bar, CA: SCAQMD. 1993 (November, as revised). CEQA Air Quality Handbook. Diamond Bar, CA: SCAQMD 1976 (May, as amended through 2005). Rule 403: Fugitive Dust. Diamond Bar, CA: SCAQMD. http://www.aqmd.gov/rules/reg/reg04/r403.pdf. Hushmand Associates, Incorporated (HAI). 2014 (June). Draft Geotechnical Investigation for the Proposed Windy Ridge Reservoir, City of Anaheim, California. Irvine, CA: HAI. Intergovernmental Panel on Climate Change (IPCC). 2013. Climate Change 2013: The Physical Science Basis. Working Group I Contribution to the Fifth Assessment Report of the Intergovernmental Panel on Climate Change. Summary for Policymakers. IPCC. http://www.ipcc.ch/report/ar5/wg1/ OC Parks. 2014 (October History. Irvine, CA: OC Parks. http://ocparks.com/parks/santiago/history. South Coast Air Quality Management District (SCAQMD). 2010 (September 28). Greenhouse Gas CEQA Significance Threshold Stakeholder Working Group Meeting #15 (slide presentation). Diamond Bar, CA. SCAQMD. http://www.aqmd.gov/ceqa/handbook/GHG/ 2008 (October). Draft Guidance Document – Interim CEQA Greenhouse Gas (GHG) Significance Thresholds. Diamond Bar, CA: SCAQMD. Southern California Association of Governments (SCAG). 2011 (December). Draft Program Environmental Impact Report, Southern California Association of Governments 2012– 2035 Regional Transportation Plan/Sustainable Communities Strategy. Los Angeles, CA: SCAG ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 8-3 References U.S. Environmental Protection Agency (USEPA). 2014 (April). Inventory of U.S. Greenhouse Gas Emissions and Sinks: 1990–2012. Washington, D.C.: USEPA. http://www.epa.gov/climatechange/ghgemissions/usinventoryreport.html. World Resources Institute (WRI). 2012. Climate Analysis Indicators Tool (CAIT) version 9.0. Washington, D.C.: WRI. http://cait.wri.org/. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration R:\Projects\MWH\J0037\MND\ISMND Windy Ridge-012815.docx 8-4 References This page intentionally left blank ---PAGE BREAK--- APPENDIX A MITIGATION MONITORING PLAN ---PAGE BREAK--- A-1 Terms and Definitions 1. Property Owner/Developer Any owner or developer of real property within the Windy Ridge Water Storage Tank 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 Public Utilities 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. WINDY RIDGE WATER STORAGE TANK MITIGATION MONITORING PROGRAM ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-2 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion AESTHETICS PDF I-1 The water storage tank shall be designed in a way that it is screened from view by residents to the maximum extent feasible. The water storage tank shall be constructed within a natural depression such that the northern, western and southern slopes of the depressed area are maintained to form a natural berm around the water storage tank. Public Utilities Department PDF I-2 Following completion of construction associated with the water storage tank Following completion of construction associated with the water storage tank, the temporary access road shall be returned to its preconstruction condition through grading and planting. Public Utilities Department RR I-1 Prior to approval of grading plans Prior to approval of grading plans, the City shall prepare a detailed Slope Landscape Plan, which shall be approved by the Department of Public Works. The Plan shall be certified by a licensed landscape architect. It shall also be prepared in compliance with Section 17.06 of the City of Anaheim Municipal Code to blend landscape features with the existing environment. Public Utilities Department; Department of Public Works AIR QUALITY RR III-1 Prior to issuance of a grading permit Prior to issuance of a grading permit, the City shall ensure that construction documents require the construction contractors to comply with regional rules, which shall assist in reducing short-term air pollutant emissions. South Coast Air Quality Management District (SCAQMD) Rule 402 requires that air pollutant emissions not be a nuisance off site. SCAQMD Rule 403 requires that fugitive dust be controlled with the best available control measures so that the presence of such dust does not remain visible in the atmosphere beyond the property line of the emission source. Rule 403 requires that “No person conducting active operations without utilizing the applicable best available control measures included in Table 1 of this Rule to minimize fugitive dust emissions from each fugitive dust source type within the active operation”. The measures from Table 1 of Rule 403 are provided in Appendix B. The applicable measures presented in Table 1 are required to be implemented by Rule 403. Further, Rule 403 states that the Project shall not “allow track-out to extend 25 feet or more in cumulative length from the point of origin from an active operation”. All track- out from an active operation is required to be removed at the conclusion of each workday or evening shift. Any active operation with a disturbed surface area of five or more acres or with a daily import or export of 100 cubic yards or more of bulk materials must utilize at least one of the measures listed in Appendix B at each vehicle egress from the site to a paved public road. Public Utilities Department ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-3 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion MM III-1 Prior to issuance of a grading permit Prior to issuance of a grading permit, the City shall ensure that construction documents require the construction contractors to implement the measures below. The contractor shall comply with the identified requirements, and verification that the contractor has complied shall be confirmed by the Building Department during construction. All diesel-powered off-road equipment greater than 50 horsepower used during the grading of the permanent access road and all diesel-powered off-road equipment greater than 50 horsepower used during the construction of the water storage tank shall meet Tier 3 off-road emissions standards. A copy of each unit’s certified Tier specification shall be provided to the City of Anaheim Building Division at the time of mobilization of each applicable unit of equipment. Public Utilities Department MM III-2 Prior to approval of grading plans Prior to approval of grading plans, the City shall include the following notes on the contract specifications submitted for review and approval by the Department of Public Works: To reduce construction equipment emissions, the following measures shall be implemented when feasible. a. Use low emission mobile construction equipment. The construction contractor shall comply with California Air Resources Board (CARB) requirements for heavy construction equipment. b. Maintain construction equipment engines by keeping them tuned. c. Use low sulfur fuel for stationary construction equipment. This is required by SCAQMD Rules 431.1 and 431.2. d. Utilize existing power sources power poles) when feasible. This measure would minimize the use of higher polluting gas or diesel generators. e. Configure construction parking to minimize traffic interference. f. Minimize obstruction of through-traffic lanes. When feasible, construction should be planned so that lane closures on existing streets are kept to a minimum. g. Schedule construction operations affecting traffic for off-peak hours. h. Develop a traffic plan to minimize traffic flow interference from construction activities (the plan may include advance public notice of routing, use of public transportation and satellite parking areas with a shuttle service). Department of Public Works ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-4 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion BIOLOGICAL RESOURCES MM IV-1 During the gnatcatcher breeding season (February 15 through July 15) To the maximum extent practicable, no grading of CSS [coastal sage scrub] habitat that is occupied by nesting gnatcatchers will occur during the breeding season (February 15 through July 15). It is expressly understood that this provision and the remaining provisions of these “construction-related minimization measures,” are subject to public health and safety considerations. These considerations include unexpected slope stabilization, erosion control measures and emergency facility repairs. In the event of such public health and safety circumstances, landowners or public agencies/utilities will provide USFWS/CDFW [U.S. Fish and Wildlife Service/California Department of Fish and Wildlife] with the maximum practicable notice (or such notice as is specified in the NCCP/HCP [Natural Community Conservation Plan/Habitat Conservation Plan]) to allow for capture of gnatcatchers, cactus wrens and any other CSS Identified Species that are not otherwise flushed and will carry out the following measures only to the extent as practicable in the context of the public health and safety considerations. Public Utilities Department MM IV-2 Prior to the commencement of grading operations or other activities involving significant soil disturbance Prior to the commencement of grading operations or other activities involving significant soil disturbance, all areas of CSS habitat to be avoided under the provisions of the NCCP/HCP, shall be identified with temporary fencing or other markers clearly visible to construction personnel. Additionally, prior to the commencement of grading operations or other activities involving disturbance of CSS, a survey will be conducted to locate gnatcatchers and cactus wrens within 100 feet of the outer extent of projected soil disturbance activities and the locations of any such species shall be clearly marked and identified on the construction/grading plans. Public Utilities Department MM IV-3 At least seven calendar days (and preferably fourteen (14) calendar days) prior to the clearing of any habitat occupied by Identified Species A monitoring biologist, acceptable to USFWS/CDFW will be on site during any clearing of CSS. The landowner or relevant public agency/utility will advise USFWS/CDFW at least seven calendar days (and preferably fourteen (14) calendar days) prior to the clearing of any habitat occupied by Identified Species to allow USFWS/CDFW to work with the monitoring biologist in connection with bird flushing/capture activities. The monitoring biologist will flush Identified Species (avian or other mobile Identified Species) from occupied habitat areas immediately prior to brush-clearing and earth- moving activities. If birds cannot be flushed, they will be captured in mist nets, if feasible, and relocated to areas of the site to be protected or to the NCCP/HCP Reserve System. It will be the responsibility of the monitoring biologist to assure that Identified bird species will not be directly impacted by brush-clearing and earth-moving equipment in a manner that also allows for construction activities on a timely basis. Public Utilities Department ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-5 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion MM IV-4 Following the completion of initial grading/earth movement activities Following the completion of initial grading/earth movement activities, all areas of CSS habitat to be avoided by construction equipment and personnel will be marked with temporary fencing or other appropriate markers clearly visible to construction personnel. No construction access, parking or storage of equipment or materials will be permitted within such marked areas. Public Utilities Department MM IV-5 During construction In areas bordering the NCCP reserve system or Special Linkage/Special Management areas containing significant CSS identified in the NCCP/HCP for protection, vehicle transportation routes between cut-and-fill locations will be restricted to a minimum number during construction consistent with project construction requirements. Waste dirt or rubble will not be deposited on adjacent CSS identified in the NCCP/HCP for protection. Preconstruction meetings involving the monitoring biologist, construction supervisors and equipment operators will be conducted and documented to ensure maximum practicable adherence to these measures. Public Utilities Department MM IV-6 During construction CSS identified in the NCCP/HCP for protection and located within the likely dust drift radius of construction areas shall be periodically sprayed with water to reduce accumulated dust on the leaves as recommended by the monitoring biologist. Public Utilities Department MM IV-7 Prior to the commencement of grading operations or other activities involving significant soil disturbance Prior to the commencement of grading operations or other activities involving significant soil disturbance, a qualified biologist shall conduct a pre-grading survey. Should a significant population of many-stemmed dudleya at least 500 individuals) be discovered during this survey, the City shall consult with the resource agencies to develop a salvage and translocation plan. Salvaged individuals shall be translocated to an area that is not subject to future disturbance. A condition of the plan shall be survivorship of at least 30 percent of the translocated individuals after 3 years. Public Utilities Department CULTURAL RESOURCES MM V-1 Prior to the approval of a grading plan or issuance of a building permit, whichever occurs first Prior to the approval of a grading plan or issuance of a building permit, whichever occurs first, the property owner/developer shall retain a County-certified Archaeologist (Project Archaeologist) and submit written confirmation of this to the Public Utilities Department. The Project Archaeologist shall observe grading activities and recover, catalogue, analyze, and report archaeological resources as necessary in the previously undeveloped portions of the development area. The Project Archaeologist shall be present at the pre-grade conference. The Project Archaeologist shall submit a written plan with procedures for archaeological resource monitoring to the Planning Department and Public Utilities Department. This plan shall include procedures for temporarily halting or redirecting work to permit the sampling, identification and evaluation of the resources, as appropriate, and a requirement that a Native American Monitor retained by the property owner/developer be present during any required excavation. If archaeological resources are found to be significant, the Project Archaeologist shall determine appropriate actions—in cooperation with the City of Anaheim—for exploration and/or data recovery to adequately recover the scientifically Public Utilities Department ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-6 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion significant information from or about the archeological resource. The Project Archaeologist shall prepare any excavated material to the point of identification. Following the completion of grading, the Archaeologist shall prepare a report detailing the results of the monitoring program to be presented to the City of Anaheim Public Utilities Department. The report shall follow guidelines of the California Office of Historic Preservation (1990). Excavated finds shall be accessioned into a qualified scientific institution that meets, or exceeds, the requirements listed in the Code of Federal Regulations (36 CFR 79). MM V-2 Prior to issuance of the first grading permit Prior to issuance of the first grading permit, the property owner/developer shall submit a monitoring plan, prepared by an Orange County-certified Paleontologist to the Public Utilities Department that ensures that the following actions are implemented: a. The area west of Gypsum Canyon is comprised almost entirely of the Topanga Formation (high paleontological sensitivity) and contains all of the heretofore recognized surface occurrences of fossils on the Project site. The north-central portion of the Project site is comprised chiefly of the interbedded undifferentiated Vaqueros and Sespe Formations (which have moderate to high paleontological sensitivity) and smaller elements of the Sespe, Santiago, and Topanga Formations (which all have high paleontological sensitivity). Paleontological monitoring in the western and north-central areas of the Project site shall be conducted on a full-time basis and shall be identified as such in the monitoring plan. It shall be the responsibility of the Project Paleontologist to show, to the satisfaction of the City, the recommended limits of full-time monitoring on the tentative tract or parcel map level grading plans, when available. Because of the potential for identifying microfossils or small fragments of macrofossils, periodic screening of sediments from cuts in these formations shall be carried out by the Project Paleontologist. Such material may be removed in bulk and screened off site to minimize interference with grading operations. b. The Holz Shale, the Schulz Ranch Member of the Williams Formation, the Silverado Formation, the Santiago Formation, and the Sespe Formation— which are exposed primarily east of Gypsum Canyon—shall be monitored as determined necessary by the Project Paleontologist during grading operations. Recommended hours for monitoring activities shall be established by the Project Paleontologist and shall be outlined in the monitoring plan. It shall be the responsibility of the Project Paleontologist to demonstrate, to the satisfaction of the City, the appropriate level of monitoring necessary based on the tentative tract or parcel map level grading plans, when available. Because of the potential for identifying microfossils or small fragments of macrofossils, periodic screening of sands from cuts in Public Utilities Department ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-7 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion these units shall be done by the Project Paleontologist. Such material may be removed in bulk and screened off-site to minimize interference with grading operations. c. Any paleontological work at the site shall be conducted under the direction of a County of Orange Certified Paleontologist (Project Paleontologist). d. If a fossil discovery occurs during grading operations when the Project Paleontologist is not present, grading shall be diverted around the area until the Project Paleontologist can survey the area. e. Any fossils recovered during the development, along with their contextual stratigraphic data, shall be donated to the County of Orange, or other appropriate institution with an educational and research interest in the materials. A final report detailing findings and disposition of specimens shall be prepared by the Project Paleontologist and submitted to the City of Anaheim Public Utilities Department upon completion of grading. MM V-3 During ground-disturbing activities If human remains are encountered during ground-disturbing activities, Section 7050.5 of the California Health and Safety Code states that no further disturbance shall occur until the County Coroner has made a determination of origin and disposition of the materials pursuant to Section 5097.98 of the California Public Resources Code. The County Coroner must be notified of the find immediately. If the remains are determined to be prehistoric, the Coroner would notify the Native American Heritage Commission (NAHC). The NAHC would determine and notify a Most Likely Descendent (MLD). The MLD or his/her authorized representative may inspect the site of the discovery with the permission of the property owner/developer. The descendent must complete the inspection within 24 hours of notification by the NAHC. The MLD may recommend scientific removal and nondestructive analysis of human remains and items associated with Native American burials. Public Utilities Department GEOLOGY AND SOILS MM VI-1 Prior to approval of final plans and specifications for the Windy Ridge Water Storage Tank Project Prior to approval of final plans and specifications for the Windy Ridge Water Storage Tank Project, the Engineer, or his/her designee, shall review the Project plans to confirm that all recommendations in the Draft Geotechnical Investigation for the Proposed Windy Ridge Reservoir, City of Anaheim, California (dated June 2014 and prepared by Hushmand Associates, Incorporated) and any future geotechnical reports have been fully and appropriately incorporated. These recommendations shall include, but not be limited to, the following geotechnical areas: a. Foundations b. Seismic Design Public Utilities Department; Planning Department, Building Division ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-8 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion c. Soil Corrosivity d. Slabs-on-Grade e. Retaining/Below Grade Walls f. Slope Stability (Water Storage Tank and Access Road) g. Pipe Installation h. Grading i. Site Drainage j. Pavements k. Construction Observations and Field Testing. MM VI-2 Prior to issuance of the first grading permit and during all grading and earth-disturbance activity Prior to issuance of the first grading permit, a City-approved geotechnical engineer will be under contract to provide third-party geotechnical observation. All grading and earth- disturbance activity at the site shall be conducted under the observation of the third- party geotechnical engineer. Should any grading or geotechnical issues of concern be observed, the third-party geotechnical engineer shall have the authority to stop all further earthwork. The third-party geotechnical engineer, in coordination with the City and the construction contractor, shall develop and implement an appropriate corrective action(s). Written evidence shall be submitted to the Public Utilities Department to document the action(s) taken in the field. Public Utilities Department HAZARDS AND HAZARDOUS MATERIALS PDF VIII-1 Prior to initiation of construction Prior to initiation of construction, a fuel modification plan shall be submitted to the Fire Department for review and approval. The fuel modification plan shall be prepared in accordance with the provisions of the California Fire Code in effect at the time of submittal of design plans and be based upon the criteria set forth in the City of Anaheim Fire Department Fuel Modification Plan Guidelines. Following completion of construction, fuel modification zones shall be installed and inspected in substantial conformance with the approved plans to the satisfaction of the Fire Department. Public Utilities Department; Fire Department HYDROLOGY AND WATER QUALITY RR IX-1 Prior to the approval of grading plans Prior to the approval of grading plans, the City shall ensure that a Notice of Intent with the State Water Resources Control Board has been filed in order to obtain coverage under the Construction General Permit (CGP). Pursuant to the permit requirements, the construction contractor shall develop a Storm Water Pollution Prevention Plan that incorporates Best Management Practices for reducing or eliminating construction-related pollutants in the site runoff. Public Utilities Department ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-9 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion RR IX-2 Prior to approval of a grading plan Prior to approval of a grading plan, the Department of Public Works shall verify that the General Waste Discharge Requirements issued by the Santa Ana Order No. R8-2010-0062, and National Pollutant Discharge Elimination System (NPDES) No. CAS618030 (or latest approved equivalent) are in effect and shall govern discharges from construction dewatering and water line/sprinkler line testing should they occur during construction. The property owner/developer shall comply with these regulations, including provisions requiring notification, testing, and reporting of dewatering and testing-related discharges, which shall mitigate any impacts of such discharges. Public Utilities Department RR IX-3 Prior to grading plan approval and issuance of a grading permit by the City Prior to grading plan approval and issuance of a grading permit by the City, the project proponent shall obtain approval from the City of Anaheim of the Final Water Quality Management Plan (Final WQMP) for the project. The Final WQMP shall specifically identify pollution-prevention, site-design, source-control, and treatment-control BMPs that shall be used on site to control predictable pollutant runoff in order to reduce impacts to water quality to the maximum extent practicable. Department of Public Works NOISE RR XII-1 Prior to approval of grading plans and/or prior to issuance of building permits Prior to approval of grading plans and/or prior to issuance of building permits, plans shall include a note indicating that Project construction activities in the City of Anaheim shall not occur between the hours of 7:00 PM and 7:00 AM. Public Utilities Department; Planning Department, Building Division RR XII-2 Prior to issuance of a grading permit Prior to issuance of a grading permit, the City shall ensure that construction documents require construction contractors to implement the measures below. The contractor shall comply with the identified requirements, and verification that the contractor has complied shall be confirmed by the Building Division during construction. a. The noisier staging area activities construction equipment maintenance) shall be located as far as feasible from residences. b. Stationary equipment compressors, generators, and welders) shall be oriented so that the maximum noise impact is away from residences. c. Electric power shall be used in the staging area instead of generators whenever feasible. d. The noise level from use of vehicle radios, boom boxes, and similar audio equipment shall not exceed the noise limits of the Municipal Code. Public Utilities Department; Planning Department, Building Division RR XII-3 Prior to the commencement of any blasting activities Prior to the commencement of any blasting activities, the City shall ensure that a blasting plan prepared by a qualified blasting specialist is submitted to the Fire Department and Department of Public Works for review and approval. A blasting permit shall be obtained from the Fire Department. A copy of the approved blasting plan shall be submitted to the Planning Department. The property owner/developer shall be responsible for all costs associated with the preparation of the blasting plan to the Fire Department; Department of Public Works ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-10 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion satisfaction of the Fire Department. The blasting plan shall be prepared in accordance with the United States Department of Interior, Office of Surface Mining (USOSM) standards and shall include, but not be limited to the following: a. A pre-blast survey. b. Site and location of planned blasting and hours of operation (blasting to be conducted during the daylight hours only). c. Notification of blasting activities to all property owners within ½ mile of the blasting area, which may include (depending on location of blasting) private residents, the California Department of Transportation (Caltrans), the County of Orange, the City of Yorba Linda, and any other persons/agencies determined appropriate by the Fire Department. This notification shall describe expected period and frequency that the blasting shall occur and give a contact phone number for any questions or complaints. All complaints shall be responded to in a method deemed satisfactory to the City of Anaheim Planning Director. d. Types and amounts of explosives. e. Warning system information. f. Methods of transportation and handling of explosives. g. Minimum acceptable weather conditions. h. Procedures for handling, setting, wiring, and firing explosives. i. Procedures for clearing and controlling access to blast danger. j. Procedures for handling misfires and other unusual occurrences. k. Emergency action plan. l. A material safety data sheet for all explosives or other hazardous materials expected to be used. m. Compliance with local, State and federal laws. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-11 Mitigation Monitoring Plan WINDY RIDGE WATER STORAGE TANK Mitigation Measure Number Timing Measure Responsible for Monitoring Completion n. Measures to assess, control, and monitor noise and ground vibration from blasting, including the following measures: 1. The project contractor shall use current state-of-the-art technology to keep blast-related vibration and air blast at off-site residential and other occupied structures as low as possible, consistent with blasting safety. In no instance shall blast vibration or air blast, measured on the ground adjacent to a residential or other occupied structure, be allowed to exceed the frequency dependent limits contained in the USOSM regulations.The Project contractor shall use a blasting seismograph to monitor and record air blast and vibration for blasts within 1,000 feet of residences and other occupied structures to verify that measured levels are within the recommended limits (as determined under the USOSM regulations) at those locations. If blasting is found to exceed specified levels, blasting shall cease and alternative blasting or excavation methods that result in the specified levels not being exceeded shall be employed. 2. Air blast and vibration monitoring shall take place at the nearest off-site residential or other occupied structure. If vibration levels are expected to be lower than those required to trigger the seismograph at that location, or if permission cannot be obtained to record at that location, recording shall be accomplished at some closer site in line with the structure. Specific locations and distances where air blast and vibration are measured shall be documented in detail along with measured air blast and vibration amplitudes. ---PAGE BREAK--- Windy Ridge Reservoir Project Initial Study/Mitigated Negative Declaration A-12 Mitigation Monitoring Plan This page intentionally left blank ---PAGE BREAK--- APPENDIX B AIR QUALITY ANALYSIS AND GREENHOUSE GAS EMISSIONS CALCULATIONS ---PAGE BREAK--- Road Construction Emissions Model, Version 7.1.5.1 Emission Estimates for Total Exhaust Fugitive Dust Total Exhaust Fugitive Dust Project Phases (English Units) ROG (lbs/day) CO (lbs/day) NOx (lbs/day) PM10 (lbs/day) PM10 (lbs/day) PM10 (lbs/day) PM2.5 (lbs/day) PM2.5 (lbs/day) PM2.5 (lbs/day) CO2 (lbs/day) Grubbing/Land Clearing 3.4 18.2 40.7 2.7 1.7 1.0 1.7 1.5 0.2 4,134.5 Grading/Excavation 6.6 32.6 74.6 4.5 3.5 1.0 3.4 3.2 0.2 8,064.3 Drainage/Utilities/Sub-Grade 5.4 27.6 50.0 3.9 2.9 1.0 2.9 2.6 0.2 5,489.9 Paving 2.0 12.1 17.9 1.2 1.2 - 1.1 1.1 - 2,303.8 Maximum (pounds/day) 6.6 32.6 74.6 4.5 3.5 1.0 3.4 3.2 0.2 8,064.3 Total (tons/construction project) 0.2 0.9 1.8 0.1 0.1 0.0 0.1 0.1 0.0 199.2 Notes: Project Start Year 2016 Project Length (months) 3 Total Project Area (acres) 2 Maximum Area Disturbed/Day (acres) 0 Total Soil Imported/Exported (yd3/day)-> 0 Emission Estimates for Total Exhaust Fugitive Dust Total Exhaust Fugitive Dust Project Phases (Metric Units) ROG (kgs/day) CO (kgs/day) NOx (kgs/day) PM10 (kgs/day) PM10 (kgs/day) PM10 (kgs/day) PM2.5 (kgs/day) PM2.5 (kgs/day) PM2.5 (kgs/day) CO2 (kgs/day) Grubbing/Land Clearing 1.5 8.3 18.5 1.2 0.8 0.5 0.8 0.7 0.1 1,879.3 Grading/Excavation 3.0 14.8 33.9 2.1 1.6 0.5 1.5 1.4 0.1 3,665.6 Drainage/Utilities/Sub-Grade 2.4 12.6 22.7 1.8 1.3 0.5 1.3 1.2 0.1 2,495.4 Paving 0.9 5.5 8.1 0.5 0.5 - 0.5 0.5 - 1,047.2 Maximum (kilograms/day) 3.0 14.8 33.9 2.1 1.6 0.5 1.5 1.4 0.1 3,665.6 Total (megagrams/construction project) 0.2 0.8 1.7 0.1 0.1 0.0 0.1 0.1 0.0 180.6 Notes: Project Start Year 2016 Project Length (months) 3 Total Project Area (hectares) 1 Maximum Area Disturbed/Day (hectares) 0 Total Soil Imported/Exported (meters 3/day)-> 0 Total PM10 emissions shown in column F are the sum of exhaust and fugitive dust emissions shown in columns H and I. Total PM2.5 emissions shown in Column J are the sume of exhaust and fugitive dust emissions shown in columns K and L. Windy Ridge Perm Road & Pipeline Windy Ridge Perm Road & Pipeline PM10 and PM2.5 estimates assume 50% control of fugitive dust from watering and associated dust control measures if a minimum number of water trucks are specified. PM10 and PM2.5 estimates assume 50% control of fugitive dust from watering and associated dust control measures if a minimum number of water trucks are specified. Total PM10 emissions shown in column F are the sum of exhaust and fugitive dust emissions shown in columns H and I. Total PM2.5 emissions shown in Column J are the sum of exhaust and fugitive dust emissions shown in columns K and L. ---PAGE BREAK--- Road Construction Emissions Model Version 7.1.5.1 Data Entry Worksheet Optional data input sections have a blue background. Only areas with a yellow or blue background can be modified. Program defaults have a white background. The user is required to enter information in cells C10 through C25. Input Type Project Name Windy Ridge Temp Access Road Construction Start Year 2015 Enter a Year between 2009 and 2025 (inclusive) Project Type 1 New Road Construction 2 Road Widening 3 Bridge/Overpass Construction Project Construction Time 2.00 months Predominant Soil/Site Type: Enter 1, 2, or 3 1. Sand Gravel 2. Weathered Rock-Earth 3. Blasted Rock Project Length 0.77 miles Total Project Area 3.53 acres Maximum Area Disturbed/Day 0.50 acres Water Trucks Used? 1 1. Yes 2. No Soil Imported 0.00 yd3/day Soil Exported 0.00 yd3/day Average Truck Capacity 20 yd3 (assume 20 if unknown) The remaining sections of this sheet contain areas that can be modified by the user, although those modifications are optional. Note: The program's estimates of construction period phase length can be overridden in cells C34 through C37. Program User Override of Calculated Construction Periods Construction Months Months 2005 % 2006 % 2007 % Grubbing/Land Clearing 0.25 0.20 0.00 0.00 0.00 0.00 0.00 0.00 Grading/Excavation 1.75 0.90 0.00 0.00 0.00 0.00 0.00 0.00 Drainage/Utilities/Sub-Grade 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 Paving 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.00 Totals 2.00 2.00 NOTE: soil hauling emissions are included in the Grading/Excavation Construction Period Phase, therefore the Construction Period for Grading/Excavation cannot be zero if hauling is part of the project. To begin a new project, click this button to clear data previously entered. This button will only work if you opted not to disable macros when loading this spreadsheet. Note: Required data input sections have a yellow background. 1 2 ---PAGE BREAK--- Hauling emission default values can be overridden in cells C45 through C46. Soil Hauling Emissions User Override of User Input Soil Hauling Defaults Default Values Miles/round trip 30 Round trips/day 0 Vehicle miles traveled/day (calculated) 0 Hauling Emissions ROG NOx CO PM10 PM2.5 CO2 Emission rate (grams/mile) 0.25 9.41 1.09 0.22 0.15 1694.67 Emission rate (grams/trip) 0.00 0.00 0.00 0.00 0.00 0.00 Pounds per day 0.00 0.00 0.00 0.00 0.00 0.00 Tons per contruction period 0.00 0.00 0.00 0.00 0.00 0.00 Worker commute default values can be overridden in cells C60 through C65. User Override of Worker Worker Commute Emissions Commute Default Values Default Values Miles/ one-way trip 20 One-way trips/day 2 No. of employees: Grubbing/Land Clearing 5 No. of employees: Grading/Excavation 18 No. of employees: Drainage/Utilities/Sub-Grade 15 No. of employees: Paving 11 ROG NOx CO PM10 PM2.5 CO2 Emission rate - Grubbing/Land Clearing (grams/mile) 0.164 0.219 1.956 0.047 0.020 443.518 Emission rate - Grading/Excavation (grams/mile) 0.164 0.219 1.956 0.047 0.020 443.518 Emission rate - Draining/Utilities/Sub-Grade (gr/mile) 0.000 0.000 0.000 0.000 0.000 0.000 Emission rate - Paving (grams/mile) 0.000 0.000 0.000 0.000 0.000 0.000 Emission rate - Grubbing/Land Clearing (grams/trip) 0.558 0.363 4.666 0.004 0.003 95.528 Emission rate - Grading/Excavation (grams/trip) 0.558 0.363 4.666 0.004 0.003 95.528 Emission rate - Draining/Utilities/Sub-Grade (gr/trip) 0.000 0.000 0.000 0.000 0.000 0.000 Emission rate - Paving (grams/trip) 0.000 0.000 0.000 0.000 0.000 0.000 Pounds per day - Grubbing/Land Clearing 0.084 0.105 0.965 0.021 0.009 197.486 Tons per const. Period - Grub/Land Clear 0.000 0.000 0.003 0.000 0.000 0.543 Pounds per day - Grading/Excavation 0.295 0.366 3.376 0.073 0.031 691.203 Tons per const. Period - Grading/Excavation 0.006 0.007 0.065 0.001 0.001 13.306 Pounds per day - Drainage/Utilities/Sub-Grade 0.000 0.000 0.000 0.000 0.000 0.000 Tons per const. Period - Drain/Util/Sub-Grade 0.000 0.000 0.000 0.000 0.000 0.000 Pounds per day - Paving 0.000 0.000 0.000 0.000 0.000 0.000 Tons per const. Period - Paving 0.000 0.000 0.000 0.000 0.000 0.000 tons per construction period 0.006 0.007 0.068 0.001 0.001 13.849 ---PAGE BREAK--- Water truck default values can be overriden in cells C91 through C93 and E91 through E93. User Override of Program Estimate of User Override of Truck Default Values Default # Water Trucks Number of Water Trucks Miles Traveled/Day Miles Traveled/Day Grubbing/Land Clearing - Exhaust 1 40 Grading/Excavation - Exhaust 1 40 Drainage/Utilities/Subgrade 1 40 ROG NOx CO PM10 PM2.5 CO2 Emission rate - Grubbing/Land Clearing (grams/mile) 0.25 9.41 1.09 0.22 0.15 1694.67 Emission rate - Grading/Excavation (grams/mile) 0.25 9.41 1.09 0.22 0.15 1694.67 Emission rate - Draining/Utilities/Sub-Grade (gr/mile) 0.00 0.00 0.00 0.00 0.00 0.00 Pounds per day - Grubbing/Land Clearing 0.02 0.83 0.10 0.02 0.01 149.31 Tons per const. Period - Grub/Land Clear 0.00 0.00 0.00 0.00 0.00 0.41 Pound per day - Grading/Excavation 0.02 0.83 0.10 0.02 0.01 149.31 Tons per const. Period - Grading/Excavation 0.00 0.02 0.00 0.00 0.00 2.87 Pound per day - Drainage/Utilities/Subgrade 0.00 0.00 0.00 0.00 0.00 0.00 Tons per const. Period - Drainage/Utilities/Subgrade 0.00 0.00 0.00 0.00 0.00 0.00 Fugitive dust default values can be overridden in cells C110 through C112. User Override of Max Default PM10 PM10 PM2.5 PM2.5 Acreage Disturbed/Day Maximum Acreage/Day pounds/day tons/per period pounds/day tons/per period Fugitive Dust - Grubbing/Land Clearing 0.5 5.0 0.0 1.0 0.0 Fugitive Dust - Grading/Excavation 0.5 5.0 0.0 1.0 0.0 Fugitive Dust - Drainage/Utilities/Subgrade 0 0.0 0.0 0.0 0.0 Fugitive Dust Water Truck Emissions ---PAGE BREAK--- Off-Road Equipment Emissions Default Grubbing/Land Clearing Number of Vehicles ROG CO NOx PM10 PM2.5 CO2 Override of Default Number of Vehicles Program-estimate Type pounds/day pounds/day pounds/day pounds/day pounds/day pounds/day Aerial Lifts 0.00 0.00 0.00 0.00 0.00 0.00 Air Compressors 0.00 0.00 0.00 0.00 0.00 0.00 Bore/Drill Rigs 0.00 0.00 0.00 0.00 0.00 0.00 Cement and Mortar Mixers 0.00 0.00 0.00 0.00 0.00 0.00 Concrete/Industrial Saws 0.00 0.00 0.00 0.00 0.00 0.00 Cranes 0.00 0.00 0.00 0.00 0.00 0.00 1 Crawler Tractors 0.74 4.47 9.67 0.37 0.34 825.35 Crushing/Proc. Equipment 0.00 0.00 0.00 0.00 0.00 0.00 1 Excavators 0.44 2.79 4.90 0.24 0.22 572.80 Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Generator Sets 0.00 0.00 0.00 0.00 0.00 0.00 Graders 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Trucks 0.00 0.00 0.00 0.00 0.00 0.00 Other Construction Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other General Industrial Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other Material Handling Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Pavers 0.00 0.00 0.00 0.00 0.00 0.00 Paving Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Plate Compactors 0.00 0.00 0.00 0.00 0.00 0.00 Pressure Washers 0.00 0.00 0.00 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 0.00 0.00 0.00 Rollers 0.00 0.00 0.00 0.00 0.00 0.00 Rough Terrain Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Dozers 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Scrapers 0.00 0.00 0.00 0.00 0.00 0.00 2 Signal Boards 0.81 2.81 2.74 0.21 0.20 314.87 Skid Steer Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Surfacing Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Sweepers/Scrubbers 0.00 0.00 0.00 0.00 0.00 0.00 Tractors/Loaders/Backhoes 0.00 0.00 0.00 0.00 0.00 0.00 Trenchers 0.00 0.00 0.00 0.00 0.00 0.00 Welders 0.00 0.00 0.00 0.00 0.00 0.00 Grubbing/Land Clearing pounds per day 2.0 10.1 17.3 0.8 0.8 1713.0 Grubbing/Land Clearing tons per phase 0.0 0.0 0.0 0.0 0.0 4.7 ---PAGE BREAK--- Default Grading/Excavation Number of Vehicles ROG CO NOx PM10 PM2.5 CO2 Override of Default Number of Vehicles Program-estimate Type pounds/day pounds/day pounds/day pounds/day pounds/day pounds/day Aerial Lifts 0.00 0.00 0.00 0.00 0.00 0.00 Air Compressors 0.00 0.00 0.00 0.00 0.00 0.00 Bore/Drill Rigs 0.00 0.00 0.00 0.00 0.00 0.00 Cement and Mortar Mixers 0.00 0.00 0.00 0.00 0.00 0.00 Concrete/Industrial Saws 0.00 0.00 0.00 0.00 0.00 0.00 0 Cranes 0.00 0.00 0.00 0.00 0.00 0.00 1 Crawler Tractors 0.74 4.47 9.67 0.37 0.34 825.35 Crushing/Proc. Equipment 0.00 0.00 0.00 0.00 0.00 0.00 1.00 3 Excavators 0.44 2.79 4.90 0.24 0.22 572.80 Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Generator Sets 0.00 0.00 0.00 0.00 0.00 0.00 1 Graders 1.11 3.49 10.87 0.61 0.56 671.98 Off-Highway Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Trucks 0.00 0.00 0.00 0.00 0.00 0.00 Other Construction Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other General Industrial Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other Material Handling Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Pavers 0.00 0.00 0.00 0.00 0.00 0.00 Paving Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Plate Compactors 0.00 0.00 0.00 0.00 0.00 0.00 Pressure Washers 0.00 0.00 0.00 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 0.00 0.00 0.00 1.00 2 Rollers 0.38 1.51 3.34 0.25 0.23 279.55 Rough Terrain Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Dozers 0.00 0.00 0.00 0.00 0.00 0.00 1 Rubber Tired Loaders 0.54 3.12 6.84 0.23 0.21 662.67 1.00 2 Scrapers 1.52 7.26 18.70 0.76 0.70 1609.12 0.00 2 Signal Boards 0.00 0.00 0.00 0.00 0.00 0.00 Skid Steer Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Surfacing Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Sweepers/Scrubbers 0.00 0.00 0.00 0.00 0.00 0.00 1.00 2 Tractors/Loaders/Backhoes 0.38 1.58 3.45 0.27 0.25 336.39 Trenchers 0.00 0.00 0.00 0.00 0.00 0.00 Welders 0.00 0.00 0.00 0.00 0.00 0.00 Grading/Excavation pounds per day 5.1 24.2 57.8 2.7 2.5 4957.9 Grading tons per phase 0.1 0.5 1.1 0.1 0.0 95.4 ---PAGE BREAK--- Default Drainage/Utilities/Subgrade Number of Vehicles ROG CO NOx PM10 PM2.5 CO2 Override of Default Number of Vehicles Program-estimate pounds/day pounds/day pounds/day pounds/day pounds/day pounds/day Aerial Lifts 0.00 0.00 0.00 0.00 0.00 0.00 1 Air Compressors 0.00 0.00 0.00 0.00 0.00 0.00 Bore/Drill Rigs 0.00 0.00 0.00 0.00 0.00 0.00 Cement and Mortar Mixers 0.00 0.00 0.00 0.00 0.00 0.00 Concrete/Industrial Saws 0.00 0.00 0.00 0.00 0.00 0.00 Cranes 0.00 0.00 0.00 0.00 0.00 0.00 Crawler Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Crushing/Proc. Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Excavators 0.00 0.00 0.00 0.00 0.00 0.00 Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 1 Generator Sets 0.00 0.00 0.00 0.00 0.00 0.00 1 Graders 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Trucks 0.00 0.00 0.00 0.00 0.00 0.00 Other Construction Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other General Industrial Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other Material Handling Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Pavers 0.00 0.00 0.00 0.00 0.00 0.00 Paving Equipment 0.00 0.00 0.00 0.00 0.00 0.00 1 Plate Compactors 0.00 0.00 0.00 0.00 0.00 0.00 Pressure Washers 0.00 0.00 0.00 0.00 0.00 0.00 1 Pumps 0.00 0.00 0.00 0.00 0.00 0.00 Rollers 0.00 0.00 0.00 0.00 0.00 0.00 1 Rough Terrain Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Dozers 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Loaders 0.00 0.00 0.00 0.00 0.00 0.00 2 Scrapers 0.00 0.00 0.00 0.00 0.00 0.00 2 Signal Boards 0.00 0.00 0.00 0.00 0.00 0.00 Skid Steer Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Surfacing Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Sweepers/Scrubbers 0.00 0.00 0.00 0.00 0.00 0.00 2 Tractors/Loaders/Backhoes 0.00 0.00 0.00 0.00 0.00 0.00 Trenchers 0.00 0.00 0.00 0.00 0.00 0.00 Welders 0.00 0.00 0.00 0.00 0.00 0.00 Drainage pounds per day 0.0 0.0 0.0 0.0 0.0 0.0 Drainage tons per phase 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- Default Paving Number of Vehicles ROG CO NOx PM10 PM2.5 CO2 Override of Default Number of Vehicles Program-estimate Type pounds/day pounds/day pounds/day pounds/day pounds/day pounds/day Aerial Lifts 0.00 0.00 0.00 0.00 0.00 0.00 Air Compressors 0.00 0.00 0.00 0.00 0.00 0.00 Bore/Drill Rigs 0.00 0.00 0.00 0.00 0.00 0.00 Cement and Mortar Mixers 0.00 0.00 0.00 0.00 0.00 0.00 Concrete/Industrial Saws 0.00 0.00 0.00 0.00 0.00 0.00 Cranes 0.00 0.00 0.00 0.00 0.00 0.00 Crawler Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Crushing/Proc. Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Excavators 0.00 0.00 0.00 0.00 0.00 0.00 Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Generator Sets 0.00 0.00 0.00 0.00 0.00 0.00 Graders 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Tractors 0.00 0.00 0.00 0.00 0.00 0.00 Off-Highway Trucks 0.00 0.00 0.00 0.00 0.00 0.00 Other Construction Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other General Industrial Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Other Material Handling Equipment 0.00 0.00 0.00 0.00 0.00 0.00 1 Pavers 0.00 0.00 0.00 0.00 0.00 0.00 1 Paving Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Plate Compactors 0.00 0.00 0.00 0.00 0.00 0.00 Pressure Washers 0.00 0.00 0.00 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 0.00 0.00 0.00 3 Rollers 0.00 0.00 0.00 0.00 0.00 0.00 Rough Terrain Forklifts 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Dozers 0.00 0.00 0.00 0.00 0.00 0.00 Rubber Tired Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Scrapers 0.00 0.00 0.00 0.00 0.00 0.00 2 Signal Boards 0.00 0.00 0.00 0.00 0.00 0.00 Skid Steer Loaders 0.00 0.00 0.00 0.00 0.00 0.00 Surfacing Equipment 0.00 0.00 0.00 0.00 0.00 0.00 Sweepers/Scrubbers 0.00 0.00 0.00 0.00 0.00 0.00 2 Tractors/Loaders/Backhoes 0.00 0.00 0.00 0.00 0.00 0.00 Trenchers 0.00 0.00 0.00 0.00 0.00 0.00 Welders 0.00 0.00 0.00 0.00 0.00 0.00 Paving pounds per day 0.0 0.0 0.0 0.0 0.0 0.0 Paving tons per phase 0.0 0.0 0.0 0.0 0.0 0.0 Total Emissions all Phases (tons per construction period) 0.1 0.5 1.2 0.1 0.1 100.1 ---PAGE BREAK--- Equipment default values for horsepower and hours/day can be overridden in cells C289 through C322 and E289 through E322. Default Values Default Values Equipment Horsepower Hours/day Aerial Lifts 63 8 Air Compressors 106 8 Bore/Drill Rigs 206 8 Cement and Mortar Mixers 10 8 Concrete/Industrial Saws 64 8 Cranes 226 8 Crawler Tractors 208 8 Crushing/Proc. Equipment 142 8 Excavators 163 8 Forklifts 89 8 Generator Sets 66 8 Graders 175 8 Off-Highway Tractors 123 8 Off-Highway Trucks 400 8 Other Construction Equipment 172 8 Other General Industrial Equipment 88 8 Other Material Handling Equipment 167 8 Pavers 126 8 Paving Equipment 131 8 Plate Compactors 8 8 Pressure Washers 26 8 Pumps 53 8 Rollers 81 8 Rough Terrain Forklifts 100 8 Rubber Tired Dozers 255 8 Rubber Tired Loaders 200 8 Scrapers 362 8 Signal Boards 20 8 Skid Steer Loaders 65 8 Surfacing Equipment 254 8 Sweepers/Scrubbers 64 8 Tractors/Loaders/Backhoes 98 8 Trenchers 81 8 Welders 45 8 0 END OF DATA ENTRY SHEET ---PAGE BREAK--- CalEEMod Version: CalEEMod.2013.2.2 Page 1 of 1 Date: 10/28/2014 12:03 PM Windy Ridge Reservoir Orange County, Annual 1.0 Project Characteristics 1.1 Land Usage Land Uses Size Metric Lot Acreage Floor Surface Area Population User Defined Industrial 1.00 User Defined Unit 1.50 0.00 0 Other Non-Asphalt Surfaces 4.06 Acre 4.06 176,853.60 0 1.2 Other Project Characteristics Urbanization Urban Wind Speed (m/s) 2.2 Precipitation Freq (Days) 30 Climate Zone 8 Operational Year 2016 Utility Company Anaheim Public Utilities CO2 Intensity (lb/MWhr) 1543.28 CH4 Intensity (lb/MWhr) 0.029 N2O Intensity (lb/MWhr) 0.006 1.3 User Entered Comments & Non-Default Data Project Characteristics - Reservoir and staging area only; temporary and permanent roads and pipeline calculated with Road Construction Model Land Use - 1.5 ac site is reservoir limits of grading 4 ac site is staging area Construction Phase - Somwhat arbitrary schedule as emissions will be analyzed separately Off-road Equipment - Off-road Equipment - Grading for reservoir Off-road Equipment - Staging area grading only Off-road Equipment - reservoir erection per engineer Off-road Equipment - Site prep scraper per engineer Off-road Equipment - site prep reservoir ---PAGE BREAK--- Grading - Disturbance using 1 acre/day for site prep and 1.5 acre/day for grading Architectural Coating - reservoir paint area based on 96' dia, 32' height Vehicle Trips - Consumer Products - no people - no consumer products Area Coating - paint area based on reservoir size Water And Wastewater - water use per engineer Trips and VMT - Construction Off-road Equipment Mitigation - Tier 3 Table Name Column Name Default Value New Value tblArchitecturalCoating ConstArea_Nonresidential_Exterior 88,427.00 10,000.00 tblArchitecturalCoating ConstArea_Nonresidential_Interior 265,280.00 10,000.00 tblAreaCoating Area_Nonresidential_Exterior 88427 10000 tblAreaCoating Area_Nonresidential_Interior 265281 10000 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 3.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 6.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 ---PAGE BREAK--- tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstructionPhase NumDays 20.00 15.00 tblConstructionPhase NumDays 230.00 44.00 tblConstructionPhase NumDays 20.00 5.00 tblConstructionPhase NumDays 20.00 10.00 tblConstructionPhase NumDays 10.00 5.00 tblConstructionPhase NumDays 10.00 5.00 tblConstructionPhase PhaseEndDate 3/24/2016 3/31/2016 tblConstructionPhase PhaseEndDate 1/22/2016 1/24/2016 tblConstructionPhase PhaseEndDate 7/24/2015 1/10/2016 tblConstructionPhase PhaseStartDate 1/25/2016 2/1/2016 tblConstructionPhase PhaseStartDate 7/18/2015 1/4/2016 AcresOfGrading 2.50 7.50 AcresOfGrading 0.00 15.00 AcresOfGrading 3.75 5.00 AcresOfGrading 0.00 5.00 tblLandUse LotAcreage 0.00 1.50 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 ---PAGE BREAK--- tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 OperationalYear 2014 2016 Exhaust PM10 PM10 Total tblWater OutdoorWaterUseRate 0.00 30,000.00 2.0 Emissions Summary 2.1 Overall Construction NBio- CO2 Total CO2 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 CH4 N2O CO2e Year tons/yr MT/yr Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 2015 0.0115 0.1275 0.0845 1.0000e- 004 0.0221 6.5600e- 003 0.0287 9.1000e- 003 6.0400e- 003 0.0151 9.3996 2.7100e- 003 0.0000 9.4566 2016 0.2383 0.9651 0.7399 1.2500e- 003 0.0494 0.0569 0.1062 0.0158 0.0541 0.0699 107.8716 0.0183 0.0000 108.2557 Total 0.2498 1.0927 0.8245 1.3500e- 003 0.0210 0.0000 117.7122 0.0715 0.0634 0.1349 0.0249 0.0602 0.0851 117.2713 Mitigated Construction ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Year tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 2015 2.4500e- 003 0.0462 0.0622 1.0000e- 004 0.0102 2.1700e- 003 0.0123 4.1600e- 003 2.1700e- 003 6.3200e- 003 9.3996 2.7100e- 003 0.0000 9.4565 2016 0.1499 0.5109 0.7155 1.2500e- 003 0.0352 0.0272 0.0625 0.0106 0.0272 0.0378 107.8715 0.0183 0.0000 108.2556 Total 0.1524 0.5571 0.7777 1.3500e- 003 0.0454 0.0294 0.0748 0.0148 0.0293 0.0441 117.2712 0.0210 0.0000 117.7121 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 38.99 49.02 5.67 0.00 36.45 53.64 44.54 40.66 51.26 48.18 0.00 0.00 0.00 0.00 0.00 0.00 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 prep - staging area Site Preparation 7/6/2015 7/10/2015 5 5 2 Grading - staging area Grading 7/11/2015 7/17/2015 5 5 3 Site Preparation - reservoir site Site Preparation 1/4/2016 1/10/2016 5 5 4 Grading - reservoir site Grading 1/11/2016 1/24/2016 5 10 5 Reservoir construction & other mechanical Building Construction 2/1/2016 3/31/2016 5 44 6 Architectural Coating - field coat reservoir Architectural Coating 4/1/2016 4/21/2016 5 15 Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 0 Acres of Paving: 0 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 10,000; Non-Residential Outdoor: 10,000 (Architectural Coating – OffRoad Equipment Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor ---PAGE BREAK--- Site prep - staging area Concrete/Industrial Saws 0 0.00 81 0.73 Site prep - staging area Excavators 0 0.00 162 0.38 Site prep - staging area Rubber Tired Dozers 0 0.00 255 0.40 Site prep - staging area Scrapers 1 6.00 361 0.48 Site prep - staging area Tractors/Loaders/Backhoes 1 8.00 97 0.37 Grading - staging area Excavators 1 8.00 162 0.38 Grading - staging area Graders 1 8.00 174 0.41 Grading - staging area Rubber Tired Dozers 1 8.00 255 0.40 Grading - staging area Tractors/Loaders/Backhoes 1 8.00 97 0.37 Site Preparation - reservoir site Rubber Tired Dozers 1 8.00 255 0.40 Site Preparation - reservoir site Tractors/Loaders/Backhoes 2 8.00 97 0.37 Grading - reservoir site Excavators 2 8.00 162 0.38 Grading - reservoir site Graders 0 0.00 174 0.41 Grading - reservoir site Pavers 0 0.00 125 0.42 Grading - reservoir site Paving Equipment 0 0.00 130 0.36 Grading - reservoir site Rollers 0 0.00 80 0.38 Grading - reservoir site Rubber Tired Dozers 0 0.00 255 0.40 Grading - reservoir site Tractors/Loaders/Backhoes 1 8.00 97 0.37 Reservoir construction & other mechanical Cranes 2 7.00 226 0.29 Reservoir construction & other mechanical Forklifts 2 8.00 89 0.20 Reservoir construction & other mechanical Generator Sets 2 8.00 84 0.74 Reservoir construction & other mechanical Tractors/Loaders/Backhoes 1 7.00 97 0.37 Reservoir construction & other mechanical Welders 2 8.00 46 0.45 Architectural Coating - field coat reservoir Air Compressors 1 6.00 78 0.48 Trips and VMT 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 prep - staging area 2 5.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading - staging area 4 10.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT ---PAGE BREAK--- Site Preparation - reservoir site 3 8.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading - reservoir site 3 8.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Reservoir construction & other mechanical 9 74.00 29.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating - field coat reservoir 1 15.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 3.1 Mitigation Measures Construction Use Cleaner Engines for Construction Equipment Water Exposed Area Clean Paved Roads 3.2 Site prep - staging area - 2015 Unmitigated Construction On-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 2.6500e- 003 0.0000 2.6500e- 003 2.9000e- 004 0.0000 2.9000e- 004 0.0000 0.0000 0.0000 0.0000 Off-Road 3.6100e- 003 0.0435 0.0278 4.0000e- 005 2.0800e- 003 2.0800e- 003 1.9100e- 003 1.9100e- 003 3.4040 1.0200e- 003 0.0000 3.4254 Total 3.6100e- 003 0.0435 0.0278 4.0000e- 005 2.6500e- 003 2.0800e- 003 4.7300e- 003 2.9000e- 004 1.9100e- 003 2.2000e- 003 3.4040 1.0200e- 003 0.0000 3.4254 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 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 ---PAGE BREAK--- 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 5.0000e- 005 7.0000e- 005 7.3000e- 004 0.0000 1.4000e- 004 0.0000 1.4000e- 004 4.0000e- 005 0.0000 4.0000e- 005 0.1282 1.0000e- 005 0.0000 0.1283 Total 5.0000e- 005 7.0000e- 005 7.3000e- 004 0.0000 1.0000e- 005 0.0000 0.1283 1.4000e- 004 0.0000 1.4000e- 004 4.0000e- 005 0.0000 4.0000e- 005 SO2 Fugitive PM10 Exhaust PM10 0.1282 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 1.1900e- 003 0.0000 1.1900e- 003 1.3000e- 004 0.0000 1.3000e- 004 0.0000 0.0000 0.0000 0.0000 Off-Road 8.8000e- 004 0.0176 0.0208 4.0000e- 005 8.1000e- 004 8.1000e- 004 8.1000e- 004 8.1000e- 004 3.4040 1.0200e- 003 0.0000 3.4254 Total 8.8000e- 004 0.0176 0.0208 4.0000e- 005 1.0200e- 003 0.0000 3.4254 1.1900e- 003 8.1000e- 004 2.0000e- 003 1.3000e- 004 8.1000e- 004 9.4000e- 004 SO2 Fugitive PM10 Exhaust PM10 3.4040 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 5.0000e- 005 7.0000e- 005 7.3000e- 004 0.0000 1.4000e- 004 0.0000 1.4000e- 004 4.0000e- 005 0.0000 4.0000e- 005 0.1282 1.0000e- 005 0.0000 0.1283 Total 5.0000e- 005 7.0000e- 005 7.3000e- 004 0.0000 1.0000e- 005 0.0000 0.1283 1.4000e- 004 0.0000 1.4000e- 004 4.0000e- 005 0.0000 4.0000e- 005 0.1282 ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 3.3 Grading - staging area - 2015 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 0.0190 0.0000 0.0190 8.7000e- 003 0.0000 8.7000e- 003 0.0000 0.0000 0.0000 0.0000 Off-Road 7.7800e- 003 0.0839 0.0546 6.0000e- 005 4.4800e- 003 4.4800e- 003 4.1200e- 003 4.1200e- 003 5.6110 1.6800e- 003 0.0000 5.6462 Total 7.7800e- 003 0.0839 0.0546 6.0000e- 005 1.6800e- 003 0.0000 5.6462 0.0190 4.4800e- 003 0.0235 8.7000e- 003 4.1200e- 003 0.0128 SO2 Fugitive PM10 Exhaust PM10 5.6110 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 9.0000e- 005 1.4000e- 004 1.4500e- 003 0.0000 2.7000e- 004 0.0000 2.8000e- 004 7.0000e- 005 0.0000 7.0000e- 005 0.2564 1.0000e- 005 0.0000 0.2567 Total 9.0000e- 005 1.4000e- 004 1.4500e- 003 0.0000 1.0000e- 005 0.0000 0.2567 2.7000e- 004 0.0000 2.8000e- 004 7.0000e- 005 0.0000 7.0000e- 005 SO2 Fugitive PM10 Exhaust PM10 0.2564 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e PM10 Total Fugitive PM2.5 Exhaust PM2.5 ---PAGE BREAK--- Category tons/yr MT/yr Fugitive Dust 8.5600e- 003 0.0000 8.5600e- 003 3.9200e- 003 0.0000 3.9200e- 003 0.0000 0.0000 0.0000 0.0000 Off-Road 1.4300e- 003 0.0284 0.0392 6.0000e- 005 1.3600e- 003 1.3600e- 003 1.3600e- 003 1.3600e- 003 5.6110 1.6800e- 003 0.0000 5.6462 Total 1.4300e- 003 0.0284 0.0392 6.0000e- 005 1.6800e- 003 0.0000 5.6462 8.5600e- 003 1.3600e- 003 9.9200e- 003 3.9200e- 003 1.3600e- 003 5.2800e- 003 SO2 Fugitive PM10 Exhaust PM10 5.6110 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 9.0000e- 005 1.4000e- 004 1.4500e- 003 0.0000 2.7000e- 004 0.0000 2.8000e- 004 7.0000e- 005 0.0000 7.0000e- 005 0.2564 1.0000e- 005 0.0000 0.2567 Total 9.0000e- 005 1.4000e- 004 1.4500e- 003 0.0000 1.0000e- 005 0.0000 0.2567 2.7000e- 004 0.0000 2.8000e- 004 7.0000e- 005 0.0000 7.0000e- 005 SO2 Fugitive PM10 Exhaust PM10 0.2564 PM2.5 Total Bio- CO2 NBio- CO2 3.4 Site Preparation - reservoir site - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 0.0177 0.0000 0.0177 8.5600e- 003 0.0000 8.5600e- 003 0.0000 0.0000 0.0000 0.0000 Off-Road 4.8000e- 003 0.0510 0.0383 4.0000e- 005 2.8700e- 003 2.8700e- 003 2.6400e- 003 2.6400e- 003 3.5625 1.0700e- 003 0.0000 3.5851 ---PAGE BREAK--- Total 4.8000e- 003 0.0510 0.0383 4.0000e- 005 1.0700e- 003 0.0000 3.5851 0.0177 2.8700e- 003 0.0206 8.5600e- 003 2.6400e- 003 0.0112 SO2 Fugitive PM10 Exhaust PM10 3.5625 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 7.0000e- 005 1.0000e- 004 1.0600e- 003 0.0000 2.2000e- 004 0.0000 2.2000e- 004 6.0000e- 005 0.0000 6.0000e- 005 0.1979 1.0000e- 005 0.0000 0.1981 Total 7.0000e- 005 1.0000e- 004 1.0600e- 003 0.0000 1.0000e- 005 0.0000 0.1981 2.2000e- 004 0.0000 2.2000e- 004 6.0000e- 005 0.0000 6.0000e- 005 SO2 Fugitive PM10 Exhaust PM10 0.1979 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 7.9700e- 003 0.0000 7.9700e- 003 3.8500e- 003 0.0000 3.8500e- 003 0.0000 0.0000 0.0000 0.0000 Off-Road 9.2000e- 004 0.0191 0.0234 4.0000e- 005 1.0000e- 003 1.0000e- 003 1.0000e- 003 1.0000e- 003 3.5625 1.0700e- 003 0.0000 3.5851 Total 9.2000e- 004 0.0191 0.0234 4.0000e- 005 1.0700e- 003 0.0000 3.5851 7.9700e- 003 1.0000e- 003 8.9700e- 003 3.8500e- 003 1.0000e- 003 4.8500e- 003 3.5625 Mitigated Construction Off-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 7.0000e- 005 1.0000e- 004 1.0600e- 003 0.0000 2.2000e- 004 0.0000 2.2000e- 004 6.0000e- 005 0.0000 6.0000e- 005 0.1979 1.0000e- 005 0.0000 0.1981 Total 7.0000e- 005 1.0000e- 004 1.0600e- 003 0.0000 1.0000e- 005 0.0000 0.1981 2.2000e- 004 0.0000 2.2000e- 004 6.0000e- 005 0.0000 6.0000e- 005 SO2 Fugitive PM10 Exhaust PM10 0.1979 PM2.5 Total Bio- CO2 NBio- CO2 3.5 Grading - reservoir site - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 7.9500e- 003 0.0000 7.9500e- 003 8.6000e- 004 0.0000 8.6000e- 004 0.0000 0.0000 0.0000 0.0000 Off-Road 5.5800e- 003 0.0606 0.0464 7.0000e- 005 3.4300e- 003 3.4300e- 003 3.1600e- 003 3.1600e- 003 6.4570 1.9500e- 003 0.0000 6.4979 Total 5.5800e- 003 0.0606 0.0464 7.0000e- 005 1.9500e- 003 0.0000 6.4979 7.9500e- 003 3.4300e- 003 0.0114 8.6000e- 004 3.1600e- 003 4.0200e- 003 SO2 Fugitive PM10 Exhaust PM10 6.4570 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 ---PAGE BREAK--- 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 1.4000e- 004 2.0000e- 004 2.1100e- 003 1.0000e- 005 4.4000e- 004 0.0000 4.4000e- 004 1.2000e- 004 0.0000 1.2000e- 004 0.3958 2.0000e- 005 0.0000 0.3962 Total 1.4000e- 004 2.0000e- 004 2.1100e- 003 1.0000e- 005 2.0000e- 005 0.0000 0.3962 4.4000e- 004 0.0000 4.4000e- 004 1.2000e- 004 0.0000 1.2000e- 004 SO2 Fugitive PM10 Exhaust PM10 0.3958 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 3.5800e- 003 0.0000 3.5800e- 003 3.9000e- 004 0.0000 3.9000e- 004 0.0000 0.0000 0.0000 0.0000 Off-Road 1.6800e- 003 0.0339 0.0519 7.0000e- 005 1.8200e- 003 1.8200e- 003 1.8200e- 003 1.8200e- 003 6.4569 1.9500e- 003 0.0000 6.4978 Total 1.6800e- 003 0.0339 0.0519 7.0000e- 005 1.9500e- 003 0.0000 6.4978 3.5800e- 003 1.8200e- 003 5.4000e- 003 3.9000e- 004 1.8200e- 003 2.2100e- 003 SO2 Fugitive PM10 Exhaust PM10 6.4569 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 1.4000e- 004 2.0000e- 004 2.1100e- 003 1.0000e- 005 4.4000e- 004 0.0000 4.4000e- 004 1.2000e- 004 0.0000 1.2000e- 004 0.3958 2.0000e- 005 0.0000 0.3962 Total 1.4000e- 004 2.0000e- 004 2.1100e- 003 1.0000e- 005 2.0000e- 005 0.0000 0.3962 4.4000e- 004 0.0000 4.4000e- 004 1.2000e- 004 0.0000 1.2000e- 004 0.3958 ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Reservoir construction & other mechanical - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Off-Road 0.0971 0.7691 0.4709 7.5000e- 004 0.0481 0.0481 0.0459 0.0459 65.6141 0.0141 0.0000 65.9097 Total 0.0971 0.7691 0.4709 7.5000e- 004 0.0141 0.0000 65.9097 0.0481 0.0481 0.0459 0.0459 SO2 Fugitive PM10 Exhaust PM10 65.6141 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 5.9600e- 003 0.0576 0.0752 1.4000e- 004 3.9300e- 003 8.8000e- 004 4.8100e- 003 1.1200e- 003 8.1000e- 004 1.9300e- 003 12.5070 9.0000e- 005 0.0000 12.5089 Worker 5.5600e- 003 8.2400e- 003 0.0859 2.1000e- 004 0.0179 1.3000e- 004 0.0180 4.7500e- 003 1.2000e- 004 4.8600e- 003 16.1093 7.9000e- 004 0.0000 16.1258 Total 0.0115 0.0658 0.1612 3.5000e- 004 8.8000e- 004 0.0000 28.6347 0.0218 1.0100e- 003 0.0228 5.8700e- 003 9.3000e- 004 6.7900e- 003 28.6163 Mitigated Construction On-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Off-Road 0.0189 0.3810 0.4562 7.5000e- 004 0.0227 0.0227 0.0227 0.0227 65.6140 0.0141 0.0000 65.9096 Total 0.0189 0.3810 0.4562 7.5000e- 004 0.0141 0.0000 65.9096 0.0227 0.0227 0.0227 0.0227 SO2 Fugitive PM10 Exhaust PM10 65.6140 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 5.9600e- 003 0.0576 0.0752 1.4000e- 004 3.9300e- 003 8.8000e- 004 4.8100e- 003 1.1200e- 003 8.1000e- 004 1.9300e- 003 12.5070 9.0000e- 005 0.0000 12.5089 Worker 5.5600e- 003 8.2400e- 003 0.0859 2.1000e- 004 0.0179 1.3000e- 004 0.0180 4.7500e- 003 1.2000e- 004 4.8600e- 003 16.1093 7.9000e- 004 0.0000 16.1258 Total 0.0115 0.0658 0.1612 3.5000e- 004 8.8000e- 004 0.0000 28.6347 0.0218 1.0100e- 003 0.0228 5.8700e- 003 9.3000e- 004 6.7900e- 003 SO2 Fugitive PM10 Exhaust PM10 28.6163 PM2.5 Total Bio- CO2 NBio- CO2 3.7 Architectural Coating - field coat reservoir - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Archit. Coating 0.1159 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ---PAGE BREAK--- Off-Road 2.7600e- 003 0.0178 0.0141 2.0000e- 005 1.4700e- 003 1.4700e- 003 1.4700e- 003 1.4700e- 003 1.9149 2.3000e- 004 0.0000 1.9197 Total 0.1186 0.0178 0.0141 2.0000e- 005 2.3000e- 004 0.0000 1.9197 1.4700e- 003 1.4700e- 003 1.4700e- 003 1.4700e- 003 SO2 Fugitive PM10 Exhaust PM10 1.9149 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 3.8000e- 004 5.7000e- 004 5.9400e- 003 1.0000e- 005 1.2400e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e- 004 1.1132 5.0000e- 005 0.0000 1.1144 Total 3.8000e- 004 5.7000e- 004 5.9400e- 003 1.0000e- 005 5.0000e- 005 0.0000 1.1144 1.2400e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e- 004 SO2 Fugitive PM10 Exhaust PM10 1.1132 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 Archit. Coating 0.1159 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 4.5000e- 004 0.0102 0.0137 2.0000e- 005 7.1000e- 004 7.1000e- 004 7.1000e- 004 7.1000e- 004 1.9149 2.3000e- 004 0.0000 1.9197 Total 0.1163 0.0102 0.0137 2.0000e- 005 2.3000e- 004 0.0000 1.9197 7.1000e- 004 7.1000e- 004 7.1000e- 004 7.1000e- 004 1.9149 Mitigated Construction Off-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 3.8000e- 004 5.7000e- 004 5.9400e- 003 1.0000e- 005 1.2400e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e- 004 1.1132 5.0000e- 005 0.0000 1.1144 Total 3.8000e- 004 5.7000e- 004 5.9400e- 003 1.0000e- 005 1.2400e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e- 004 1.1132 5.0000e- 005 0.0000 1.1144 ---PAGE BREAK--- CalEEMod Version: CalEEMod.2013.2.2 Page 1 of 1 Date: 10/28/2014 11:59 AM Windy Ridge Reservoir Orange County, Winter 1.0 Project Characteristics 1.1 Land Usage Land Uses Size Metric Lot Acreage Floor Surface Area Population User Defined Industrial 1.00 User Defined Unit 1.50 0.00 0 Other Non-Asphalt Surfaces 4.06 Acre 4.06 176,853.60 0 1.2 Other Project Characteristics Urbanization Urban Wind Speed (m/s) 2.2 Precipitation Freq (Days) 30 Climate Zone 8 Operational Year 2016 Utility Company Anaheim Public Utilities CO2 Intensity (lb/MWhr) 1543.28 CH4 Intensity (lb/MWhr) 0.029 N2O Intensity (lb/MWhr) 0.006 1.3 User Entered Comments & Non-Default Data Project Characteristics - Reservoir and staging area only; temporary and permanent roads and pipeline calculated with Road Construction Model C t ti l Land Use - 1.5 ac site is reservoir limits of grading 4 ac site is staging area Construction Phase - Somwhat arbitrary schedule as emissions will be analyzed separately Off-road Equipment - Off-road Equipment - Grading for reservoir Off-road Equipment - Staging area grading only Off-road Equipment - reservoir erection per engineer Off-road Equipment - Site prep scraper per engineer Off-road Equipment - site prep reservoir ---PAGE BREAK--- Grading - Disturbance using 1 acre/day for site prep and 1.5 acre/day for grading Architectural Coating - reservoir paint area based on 96' dia, 32' height Vehicle Trips - Consumer Products - no people - no consumer products Area Coating - paint area based on reservoir size Water And Wastewater - water use per engineer Trips and VMT - Construction Off-road Equipment Mitigation - Tier 3 Table Name Column Name Default Value New Value tblArchitecturalCoating ConstArea_Nonresidential_Exterior 88,427.00 10,000.00 tblArchitecturalCoating ConstArea_Nonresidential_Interior 265,280.00 10,000.00 tblAreaCoating Area_Nonresidential_Exterior 88427 10000 tblAreaCoating Area_Nonresidential_Interior 265281 10000 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 3.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 1.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 6.00 tblConstEquipMitigation NumberOfEquipmentMitigated 0.00 2.00 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 ---PAGE BREAK--- tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstEquipMitigation Tier No Change Tier 3 tblConstructionPhase NumDays 20.00 15.00 tblConstructionPhase NumDays 230.00 44.00 tblConstructionPhase NumDays 20.00 5.00 tblConstructionPhase NumDays 20.00 10.00 tblConstructionPhase NumDays 10.00 5.00 tblConstructionPhase NumDays 10.00 5.00 tblConstructionPhase PhaseEndDate 3/24/2016 3/31/2016 tblConstructionPhase PhaseEndDate 1/22/2016 1/24/2016 tblConstructionPhase PhaseEndDate 7/24/2015 1/10/2016 tblConstructionPhase PhaseStartDate 1/25/2016 2/1/2016 tblConstructionPhase PhaseStartDate 7/18/2015 1/4/2016 AcresOfGrading 2.50 7.50 AcresOfGrading 0.00 15.00 AcresOfGrading 3.75 5.00 AcresOfGrading 0.00 5.00 tblLandUse LotAcreage 0.00 1.50 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 3.00 1.00 ---PAGE BREAK--- tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 4.00 2.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 2.00 tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment PhaseName Grading - reservoir site tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 tblOffRoadEquipment UsageHours 8.00 0.00 OperationalYear 2014 2016 Exhaust PM10 PM10 Total tblWater OutdoorWaterUseRate 0.00 30,000.00 2.0 Emissions Summary 2.1 Overall Construction (Maximum Daily Emission) NBio- CO2 Total CO2 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 CH4 N2O CO2e Year lb/day lb/day Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 2015 3.1521 33.6063 22.3920 0.0248 7.7246 1.7919 9.5165 3.5116 1.6485 5.1602 2,585.4041 0.7444 0.0000 2,601.0361 2016 15.8732 37.8910 28.7949 0.0496 7.1720 2.2309 8.3193 3.4485 2.1294 4.5039 4,706.3651 0.7495 0.0000 4,722.1046 Total 19.0254 71.4973 51.1870 0.0745 1.4939 0.0000 7,323.1407 14.8966 4.0228 17.8358 6.9601 3.7779 9.6641 7,291.7693 Mitigated Construction ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Year lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 2015 0.6133 11.4005 16.2622 0.0248 3.5376 0.5432 4.0807 1.5965 0.5431 2.1397 2,585.4041 0.7444 0.0000 2,601.0361 2016 15.5642 20.2520 28.1272 0.0496 3.2766 1.0763 3.6786 1.5649 1.0726 1.9668 4,706.3651 0.7495 0.0000 4,722.1046 Total 16.1775 31.6524 44.3894 0.0745 6.8141 1.6195 7.7593 3.1614 1.6157 4.1065 7,291.7693 1.4939 0.0000 7,323.1407 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 14.97 55.73 13.28 0.00 54.26 59.74 56.50 54.58 57.23 57.51 0.00 0.00 0.00 0.00 0.00 0.00 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 prep - staging area Site Preparation 7/6/2015 7/10/2015 5 5 2 Grading - staging area Grading 7/11/2015 7/17/2015 5 5 3 Site Preparation - reservoir site Site Preparation 1/4/2016 1/10/2016 5 5 4 Grading - reservoir site Grading 1/11/2016 1/24/2016 5 10 5 Reservoir construction & other mechanical Building Construction 2/1/2016 3/31/2016 5 44 6 Architectural Coating - field coat reservoir Architectural Coating 4/1/2016 4/21/2016 5 15 Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 0 Acres of Paving: 0 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 10,000; Non-Residential Outdoor: 10,000 (Architectural Coating – OffRoad Equipment Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor ---PAGE BREAK--- Site prep - staging area Concrete/Industrial Saws 0 0.00 81 0.73 Site prep - staging area Excavators 0 0.00 162 0.38 Site prep - staging area Rubber Tired Dozers 0 0.00 255 0.40 Site prep - staging area Scrapers 1 6.00 361 0.48 Site prep - staging area Tractors/Loaders/Backhoes 1 8.00 97 0.37 Grading - staging area Excavators 1 8.00 162 0.38 Grading - staging area Graders 1 8.00 174 0.41 Grading - staging area Rubber Tired Dozers 1 8.00 255 0.40 Grading - staging area Tractors/Loaders/Backhoes 1 8.00 97 0.37 Site Preparation - reservoir site Rubber Tired Dozers 1 8.00 255 0.40 Site Preparation - reservoir site Tractors/Loaders/Backhoes 2 8.00 97 0.37 Grading - reservoir site Excavators 2 8.00 162 0.38 Grading - reservoir site Graders 0 0.00 174 0.41 Grading - reservoir site Pavers 0 0.00 125 0.42 Grading - reservoir site Paving Equipment 0 0.00 130 0.36 Grading - reservoir site Rollers 0 0.00 80 0.38 Grading - reservoir site Rubber Tired Dozers 0 0.00 255 0.40 Grading - reservoir site Tractors/Loaders/Backhoes 1 8.00 97 0.37 Reservoir construction & other mechanical Cranes 2 7.00 226 0.29 Reservoir construction & other mechanical Forklifts 2 8.00 89 0.20 Reservoir construction & other mechanical Generator Sets 2 8.00 84 0.74 Reservoir construction & other mechanical Tractors/Loaders/Backhoes 1 7.00 97 0.37 Reservoir construction & other mechanical Welders 2 8.00 46 0.45 Architectural Coating - field coat reservoir Air Compressors 1 6.00 78 0.48 Trips and VMT 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 prep - staging area 2 5.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading - staging area 4 10.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT ---PAGE BREAK--- Site Preparation - reservoir site 3 8.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Grading - reservoir site 3 8.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Reservoir construction & other mechanical 9 74.00 29.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating - field coat reservoir 1 15.00 0.00 0.00 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 3.1 Mitigation Measures Construction Use Cleaner Engines for Construction Equipment Water Exposed Area Clean Paved Roads 3.2 Site prep - staging area - 2015 Unmitigated Construction On-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 1.0605 0.0000 1.0605 0.1145 0.0000 0.1145 0.0000 0.0000 Off-Road 1.4427 17.3813 11.1081 0.0143 0.8320 0.8320 0.7655 0.7655 1,500.9227 0.4481 1,510.3325 Total 1.4427 17.3813 11.1081 0.0143 1.0605 0.8320 1.8925 0.1145 0.7655 0.8800 1,500.9227 0.4481 1,510.3325 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 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 ---PAGE BREAK--- 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 2.8900e- 003 55.7425 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 SO2 Fugitive PM10 Exhaust PM10 55.6818 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 0.4772 0.0000 0.4772 0.0515 0.0000 0.0515 0.0000 0.0000 Off-Road 0.3510 7.0521 8.3015 0.0143 0.3232 0.3232 0.3232 0.3232 1,500.9227 0.4481 1,510.3325 Total 0.3510 7.0521 8.3015 0.0143 0.4481 1,510.3325 0.4772 0.3232 0.8005 0.0515 0.3232 0.3748 SO2 Fugitive PM10 Exhaust PM10 1,500.9227 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 2.8900e- 003 55.7425 0.0559 4.1000e- 004 0.0563 0.0148 3.7000e- 004 0.0152 55.6818 ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 3.3 Grading - staging area - 2015 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 7.6128 0.0000 7.6128 3.4820 0.0000 3.4820 0.0000 0.0000 Off-Road 3.1119 33.5518 21.8219 0.0235 1.7911 1.7911 1.6478 1.6478 2,474.0405 0.7386 2,489.5512 Total 3.1119 33.5518 21.8219 0.0235 0.7386 2,489.5512 7.6128 1.7911 9.4039 3.4820 1.6478 5.1298 SO2 Fugitive PM10 Exhaust PM10 2,474.0405 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0402 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 0.0402 0.0545 0.5702 1.2800e- 003 5.7800e- [PHONE REDACTED] 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 SO2 Fugitive PM10 Exhaust PM10 111.3636 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e PM10 Total Fugitive PM2.5 Exhaust PM2.5 ---PAGE BREAK--- Category lb/day lb/day Fugitive Dust 3.4258 0.0000 3.4258 1.5669 0.0000 1.5669 0.0000 0.0000 Off-Road 0.5731 11.3460 15.6920 0.0235 0.5424 0.5424 0.5424 0.5424 2,474.0405 0.7386 2,489.5512 Total 0.5731 11.3460 15.6920 0.0235 0.7386 2,489.5512 3.4258 0.5424 3.9682 1.5669 0.5424 2.1093 SO2 Fugitive PM10 Exhaust PM10 2,474.0405 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0402 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 0.0402 0.0545 0.5702 1.2800e- 003 5.7800e- [PHONE REDACTED] 0.1118 8.1000e- 004 0.1126 0.0296 7.5000e- 004 0.0304 SO2 Fugitive PM10 Exhaust PM10 111.3636 PM2.5 Total Bio- CO2 NBio- CO2 3.4 Site Preparation - reservoir site - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 7.0826 0.0000 7.0826 3.4247 0.0000 3.4247 0.0000 0.0000 Off-Road 1.9194 20.3808 15.3102 0.0151 1.1466 1.1466 1.0549 1.0549 1,570.7866 0.4738 1,580.7365 ---PAGE BREAK--- Total 1.9194 20.3808 15.3102 0.0151 0.4738 1,580.7365 7.0826 1.1466 8.2292 3.4247 1.0549 4.4797 SO2 Fugitive PM10 Exhaust PM10 1,570.7866 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0292 0.0394 0.4137 1.0300e- 003 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 85.9654 4.2700e- 003 86.0551 Total 0.0292 0.0394 0.4137 1.0300e- 003 4.2700e- 003 86.0551 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 SO2 Fugitive PM10 Exhaust PM10 85.9654 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 3.1872 0.0000 3.1872 1.5411 0.0000 1.5411 0.0000 0.0000 Off-Road 0.3678 7.6424 9.3615 0.0151 0.4014 0.4014 0.4014 0.4014 1,570.7866 0.4738 1,580.7365 Total 0.3678 7.6424 9.3615 0.0151 0.4738 1,580.7365 3.1872 0.4014 3.5885 1.5411 0.4014 1.9425 1,570.7866 Mitigated Construction Off-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0292 0.0394 0.4137 1.0300e- 003 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 85.9654 4.2700e- 003 86.0551 Total 0.0292 0.0394 0.4137 1.0300e- 003 4.2700e- 003 86.0551 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 SO2 Fugitive PM10 Exhaust PM10 85.9654 PM2.5 Total Bio- CO2 NBio- CO2 3.5 Grading - reservoir site - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 1.5908 0.0000 1.5908 0.1718 0.0000 0.1718 0.0000 0.0000 Off-Road 1.1170 12.1167 9.2695 0.0137 0.6867 0.6867 0.6317 0.6317 1,423.5135 0.4294 1,432.5305 Total 1.1170 12.1167 9.2695 0.0137 0.4294 1,432.5305 1.5908 0.6867 2.2774 0.1718 0.6317 0.8035 SO2 Fugitive PM10 Exhaust PM10 1,423.5135 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 ---PAGE BREAK--- 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 0.0292 0.0394 0.4137 1.0300e- 003 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 85.9654 4.2700e- 003 86.0551 Total 0.0292 0.0394 0.4137 1.0300e- 003 4.2700e- 003 86.0551 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 SO2 Fugitive PM10 Exhaust PM10 85.9654 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Fugitive Dust 0.7158 0.0000 0.7158 0.0773 0.0000 0.0773 0.0000 0.0000 Off-Road 0.3365 6.7722 10.3765 0.0137 0.3647 0.3647 0.3647 0.3647 1,423.5135 0.4294 1,432.5305 Total 0.3365 6.7722 10.3765 0.0137 0.4294 1,432.5305 0.7158 0.3647 1.0806 0.0773 0.3647 0.4420 SO2 Fugitive PM10 Exhaust PM10 1,423.5135 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0292 0.0394 0.4137 1.0300e- 003 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 85.9654 4.2700e- 003 86.0551 Total 0.0292 0.0394 0.4137 1.0300e- 003 4.2700e- 003 86.0551 0.0894 6.2000e- 004 0.0901 0.0237 5.8000e- 004 0.0243 85.9654 ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Reservoir construction & other mechanical - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Off-Road 4.4147 34.9586 21.4060 0.0339 2.1850 2.1850 2.0871 2.0871 3,287.5969 0.7054 3,302.4106 Total 4.4147 34.9586 21.4060 0.0339 0.7054 3,302.4106 2.1850 2.1850 2.0871 2.0871 SO2 Fugitive PM10 Exhaust PM10 3,287.5969 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.2811 2.5676 3.5623 6.2300e- 003 0.1812 0.0402 0.2214 0.0516 0.0369 0.0886 623.5881 4.6000e- [PHONE REDACTED] Worker 0.2703 0.3648 3.8266 9.5100e- 003 0.8272 5.7800e- 003 0.8329 0.2194 5.3300e- 003 0.2247 795.1802 0.0395 796.0093 Total 0.5513 2.9324 7.3889 0.0157 0.0441 1,419.6940 1.0084 0.0460 1.0543 0.2710 0.0423 0.3132 1,418.7682 Mitigated Construction On-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Off-Road 0.8594 17.3195 20.7384 0.0339 1.0303 1.0303 1.0303 1.0303 3,287.5969 0.7054 3,302.4106 Total 0.8594 17.3195 20.7384 0.0339 0.7054 3,302.4106 1.0303 1.0303 1.0303 1.0303 SO2 Fugitive PM10 Exhaust PM10 3,287.5969 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.2811 2.5676 3.5623 6.2300e- 003 0.1812 0.0402 0.2214 0.0516 0.0369 0.0886 623.5881 4.6000e- [PHONE REDACTED] Worker 0.2703 0.3648 3.8266 9.5100e- 003 0.8272 5.7800e- 003 0.8329 0.2194 5.3300e- 003 0.2247 795.1802 0.0395 796.0093 Total 0.5513 2.9324 7.3889 0.0157 0.0441 1,419.6940 1.0084 0.0460 1.0543 0.2710 0.0423 0.3132 SO2 Fugitive PM10 Exhaust PM10 1,418.7682 PM2.5 Total Bio- CO2 NBio- CO2 3.7 Architectural Coating - field coat reservoir - 2016 Unmitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Archit. Coating 15.4500 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ---PAGE BREAK--- Off-Road 0.3685 2.3722 1.8839 2.9700e- 003 0.1966 0.1966 0.1966 0.1966 281.4481 0.0332 282.1449 Total 15.8185 2.3722 1.8839 2.9700e- 003 0.0332 282.1449 0.1966 0.1966 0.1966 0.1966 SO2 Fugitive PM10 Exhaust PM10 281.4481 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0548 0.0739 0.7757 1.9300e- 003 0.1677 1.1700e- 003 0.1688 0.0445 1.0800e- 003 0.0455 161.1852 8.0000e- [PHONE REDACTED] Total 0.0548 0.0739 0.7757 1.9300e- 003 8.0000e- [PHONE REDACTED] 0.1677 1.1700e- 003 0.1688 0.0445 1.0800e- 003 0.0455 SO2 Fugitive PM10 Exhaust PM10 161.1852 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 Archit. Coating 15.4500 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.0594 1.3570 1.8324 2.9700e- 003 0.0951 0.0951 0.0951 0.0951 281.4481 0.0332 282.1449 Total 15.5094 1.3570 1.8324 2.9700e- 003 0.0332 282.1449 0.0951 0.0951 0.0951 0.0951 281.4481 Mitigated Construction Off-Site ---PAGE BREAK--- SO2 Fugitive PM10 Exhaust PM10 PM2.5 Total Bio- CO2 NBio- CO2 ROG NOx CO Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 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 0.0548 0.0739 0.7757 1.9300e- 003 0.1677 1.1700e- 003 0.1688 0.0445 1.0800e- 003 0.0455 161.1852 8.0000e- [PHONE REDACTED] Total 0.0548 0.0739 0.7757 1.9300e- 003 0.1677 1.1700e- 003 0.1688 0.0445 1.0800e- 003 0.0455 161.1852 8.0000e- [PHONE REDACTED] ---PAGE BREAK--- APPENDIX C BIOLOGICAL RESOURCES ASSESSMENT ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» L S A A S S O C I A T E S , I N C . 2 0 E X E C U T I V E P A R K , S U I T E 2 0 0 I R V I N E , C A L I F O R N I A 9 2 6 1 4 9 4 9 . 5 5 3 . 0 6 6 6 T E L 9 4 9 . 5 5 3 . 8 0 7 6 F A X B E R K E L E Y C A R L S B A D F R E S N O P A L M S P R I N G S P T . R I C H M O N D R I V E R S I D E R O C K L I N S A N L U I S O B I S P O P L A N N I N G I E N V I R O N M E N T A L S C I E N C E S I D E S I G N January 26, 2015 Glen Grant MWH Americas, Inc. 3321 Power Inn Road, Suite 300 Sacramento, CA 95826 Subject: Biological Assessment of the Proposed Windy Ridge Water Storage Tank Project County of Orange, California Dear Mr. Grant: Per your request, LSA Associates, Inc. (LSA) conducted a general assessment of the biological resources associated with the proposed Windy Ridge Water Storage Tank Project (Project). The City of Anaheim (City) requires the construction of a new 1.6 million-gallon water storage tank in order to improve its water system reliability in the upper pressure zone portions of the water system, and its firefighting capabilities in the area. The Project area (Attachment A: Figures 1 and 2) is located southwest of the interchange between State Route 91 (Riverside Freeway) and State Route 241 (Eastern Transportation Corridor Toll Road). The Project includes the water storage tank, a dual-purpose pipeline to fill the tank and to carry water from the tank to use areas, a paved access road to allow for maintenance of the facilities, a temporary construction access road, and a soil-disposal area. The pipeline and the paved access road will be co-located. The entirety of the Project area is within the planning area for the Central Subregion of the Central/Coastal Orange County Natural Community Conservation Plan/Habitat Conservation Plan (NCCP/HCP). The Project area lies largely within the footprint of the approved Mountain Park Development. The Mountain Park Specific Plan Amendment, EIR No. 331, was submitted in support of that development. The Biological Resources section (Section 4.6) of the EIR was reviewed in preparation of this biological resources assessment. The entirety of the Project area lies within the survey area covered by the Mountain Park EIR. This biological resources assessment describes the site-specific survey methods, results of the surveys, an impact analysis, and recommendations for the mitigation of significant adverse impacts, as needed. This technical information is provided for Project review under the California Environmental Quality Act (CEQA), State and federal Endangered Species Acts, and other pertinent regulations. METHODS As a part of this General Biological Assessment, the California Department of Fish and Wildlife’s (CDFW) Rarefind 3, the California Native Plant Society’s (CNPS) Electronic Inventory of Rare and Endangered Vascular Plants of California, and the Mountain Park EIR were utilized to assist in ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 2 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . determining the existence or potential occurrence of any special-interest plant or animal species in or immediately adjacent to the Project area. LSA senior biologist Chris Meloni conducted biological surveys of the Project area on March 28, 2012, and on December 20, 2013. During the surveys, the entirety of the Project area was covered on foot, and the existing biological resources were thoroughly assessed. This included identifying and classifying vegetation communities present in the Project area, photo-documenting the general site conditions, documenting animal species observed or otherwise detected on site, and searching for any special-interest species present or potentially occurring on site. RESULTS Vegetation The Project area is within an open space area dominated by native vegetation, with an old ranch road within a portion of the area. Descriptions of the plant communities and their subtypes present within the Project area are listed below, using the Orange County Habitat Classification System (HCS) articulated by Jones & Stokes Associates, Inc. for the NCCP/HCP. The distribution of the plant communities within the Project area is depicted on Figure 2 of Attachment A. There are 5 major classifications of plant communities within the Project area: scrub, chaparral, grassland, cliff and rock, and developed. Sagebrush Scrub (2.3.6 of the HCS). Sagebrush scrub is almost exclusively dominated by coastal sagebrush and is usually found on mesic slopes. It usually occurs as small patches within grasslands or with other CSS subtypes that support coastal sagebrush as a codominant. Sagebrush-Black Sage Scrub (2.3.8 of the HCS). Sagebrush-black sage scrub is dominated by coastal sagebrush and black sage and is usually found on mesic slopes below 1,000 feet (ft). Other shrubs associated with this habitat include California buckwheat, coastal sagebrush, lax-flowered bushmallow, coastal prickly pear, chaparral bedstraw, white sage, and our Lord’s candle. Mixed Sage Scrub (2.3.10 of the HCS). Mixed sage scrub is dominated by an even mix of each of four or more scrub species. Scrub species that may make up mixed scrub are California buckwheat, black sage, purple sage, white sage, California encelia, laurel sumac, bush monkey flower, and coastal prickly pear. Coastal sagebrush can occur but is not an important species in this community. Mixed Sage Scrub-Grassland Ecotone (2.8.5 of the HCS). Sage scrub-grassland ecotone is an open shrub/grassland association with 5 to 20 percent relative shrub cover. Subshrubs and forbs are a very important component of this habitat type, but nonnative annual grasses often dominate the cover. The mixed sage scrub-grassland is dominated by nonnative annual grass species, with no one species as the dominant shrub component. Mixed Mid-Elevation Chaparral (3.2 of the HCS). Mixed mid-elevation chaparral consists of a mix of chaparral species and generally occurs between 1,000 and 3,000 ft in the Santa Ana Mountains. Dominant species within the Project area include bigpod lilac, chamise, sugar bush, chaparral nolina, chaparral yucca, and black sage. Within the Project area, this habitat type is present as a mixture of bigpod ceanothus chaparral and chamise chaparral. ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 3 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . Chamise Chaparral (3.3 of the HCS). Chamise chaparral is dominated by chamise, with black sage, sugar bush, laurel sumac, ceanothus, and California buckwheat as subdominants. It occurs on xeric slopes with very shallow soils. Bigpod Ceanothus Chaparral (3.5 of the HCS). Bigpod ceanothus chaparral is dominated by bigpod lilac. Other species present include chamise, sugar bush, chaparral nolina, chaparral yucca, toyon, and California scrub oak. Nolian Chaparral (3.11 of the HCS). Nolina chaparral is dominated by chaparral nolina with chamise, California scrub oak, black sage, California buckwheat, bigpod lilac, and chaparral yucca present. It occurs on steep slopes in heavy but young soils between 1,000 and 3,000 ft in elevation. Ruderal Grassland (4.6 of the HCS). Ruderal grassland consists of early successional grassland dominated by pioneering, nonnative, herbaceous plants that readily colonize disturbed ground. Ruderal grassland generally occurs where the site has been disturbed by either natural or human causes. Sumac Savanna (4.8 of the HCS). Sumac savanna consists of nonnative annual grass species with widely scattered laurel sumac. Mesic Vascular Plant Cliff and Rock (10.2.1 of the HCS). Cliff and rock habitats are characterized by an assortment of vascular plants and lichens. The vegetation composition depends on the amount of water and site conditions of a particular cliff habitat. Mesic vascular plant cliffs are dominated by a mix of vascular plants. This habitat typically occurs in moist canyons and ravines near a perennial water source. Disturbed or Barren (16.1 of the HCS). Disturbed or barren (cleared or graded) areas within the Project area consist of abandoned ranch roads. Wildlife Scrub, chaparral, grassland, and cliff and rock habitats all occur within and around the Project area, so many wildlife species occur in the area, including a number of special--status species (see Attachment One special-status wildlife species, red-diamond rattlesnake (Crotalus ruber), was detected within the Project area during a site visit. Other wildlife species observed during the site visits include mourning dove (Zenaida macroura), common raven (Corvus corax), California thrasher (Toxostoma redivivum), northern mockingbird (Mimus polyglottos), California towhee (Melozone crissalis), song sparrow (Melospiza melodia), Audubon’s cottontail (Sylvilagus audubonii), coyote (Canis latrans), and mule deer (Odocoileus hemionus). Special-Interest Species Special-interest-species are those plants or animals that are federally and/or State-listed, are currently proposed for listing, or have some other special designation from a resource agency or a recognized conservation organization CNPS). Attachment B is a table that identifies those special-interest plant and animal species known to occur or potentially occur in the region. These ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 4 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . species were compiled largely from database records from the CNPS electronic inventory, the California Natural Diversity Data Base the Mountain Park EIR, and from LSA’s extensive knowledge and experience in the region. This table contains detailed information regarding special-interest plant and animal species’ habitat and distribution, activity period, State and federal status designations, and probability of occurrence. LSA identified nine special-interest plant species and nine special-interest animal species with a “low” probability of occurrence within the Project area; one special-interest plant species and five special-interest animal species with a “moderate” probability of occurrence within the Project area; and two special-interest plant species and five special-interest animal species with a “high” probability of occurrence within the Project area. One special-interest plant species, chaparral nolina (Nolina cismontana), and one special-interest animal species, red-diamond rattlesnake, were observed within the Project area during the site visits. Both of the special-interest plant species identified as having a “high” probability of occurring within the Project area, intermediate mariposa lily (Calochortus weedii var. intermedius; IML) and many-stemmed dudleya (Dudleya multicaulis; MSD), were identified within the Mountain Park EIR as occurring within the Project area; however, these populations, or portions thereof, may have been impacted during the vegetation crushing for the 2006 Mountain Park development that occurred in 2006. Neither species was observed within the Project area during the site visits. Wetlands and Potential Jurisdictional Drainages No wetlands were observed within the Project area; however, the Mountain Park EIR and the site assessments both indicate that the Project area does contain potentially jurisdictional drainages. An updated jurisdictional delineation will be performed during the permit process for the proposed Project. The locations of jurisdictional drainages identified within the Mountain Park EIR are depicted on Figure 2 of Attachment A. IMPACTS AND RECOMMENDATIONS Summary of Habitat Impacts The proposed Project will result in permanent and temporary impacts to chaparral, grassland, scrub, and cliff and rock habitats (Table A: Permanent and Temporary Habitat Impacts). All temporary impacts will be revegetated with appropriate native vegetation, and the permanent impacts will be very small in comparison to the remainder of the 3,000-acre (ac) Mountain Park Specific Plan area, which is now planned for preservation. Therefore, these impacts are not considered significant. Also, short-term construction-related impacts nuisance noise) to the adjacent off-site habitat would be temporary and are not expected to be significant. ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 5 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . Table A: Permanent and Temporary Habitat Impacts Habitat Type Permanent Impacts Temporary Impacts Total Scrub 0.36 ac 6.48 ac 6.84 ac Chaparral 2.21 ac 8.27 ac 10.48 ac Grassland 0.38 ac 0.54 ac 0.92 ac Cliff and Rock 0.00 ac 0.17 ac 0.17 ac Disturbed 0.02 ac 3.38 ac 3.40 ac Total 2.97 ac 18.85 ac 21.83 ac1 1 The totals differ from the sums of the individual components because of rounding. Consistency with NCCP/HCP Coastal sage scrub (CSS) and cliff and rock habitats are covered habitats under the NCCP/HCP, to which the City of Anaheim is a signatory. Chaparral and grassland habitats are not considered sensitive habitats; however, even though they are not covered by the NCCP/HCP, these habitats are extensively preserved within the NCCP/HCP Reserve. Take of Identified Species is authorized on all lands owned or controlled by Participating Landowners outside the Reserve System as of the Effective Date of the NCCP/HCP Implementation Agreement. All of the land that will be utilized for the proposed Project was owned by the Irvine Company, a Participating Landowner. As such, impacts to the aforementioned habitats and Identified Species outside the NCCP/HCP Reserve would be considered less than significant following revegetation of temporary impacts. The United States Fish and Wildlife Service (USFWS), as an oversight agency for the NCCP/HCP program, considers that a Project conflicts with the goals and policies of the NCCP/HCP if it were to occur within a portion of the NCCP/HCP Reserve. The Project area was partially within the NCCP/HCP Reserve. The City of Anaheim, the Irvine Company and the County of Orange proposed a Minor Amendment to the NCCP/HCP to address this conflict. The Minor Amendment process is provided for within the NCCP/HCP and the associated EIR. The Minor Amendment, approved by the Nature Reserve of Orange County (NROC) Board of Directors on December 18, 2014, adjusted the boundaries of the NCCP Reserve so that the Project area and the resulting portion of the NCCP Reserve that will be isolated (5.25 ac total) was deleted from the NCCP Reserve. The boundary adjustment also resulted in the addition of 10.50 ac of native habitat to the NCCP Reserve for a net increase of 5.25 ac to the NCCP Reserve (Attachment C: Figure 1 of the Windy Ridge Reservoir NCCP Minor Amendment). With the approved boundary adjustment, the Project is consistent with the NCCP/HCP. However, to prevent any incidental impacts to the native habitat immediately adjacent to the Project area, compliance with the NCCP/HCP Construction-Related Minimization Measures (Attachment D) is required for impacts to CSS habitat and is recommended for all impacts to native habitat. Special-Status Species Although not observed during the site visits, it is highly likely that IML and MSD occur within the Project area. IML is a conditionally covered species within the NCCP/HCP; impacts to populations of 20 or more individuals must be mitigated for. The impacts to all of the IML individuals within the ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 6 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . Mountain Park development, including those within most of the Project area, were mitigated for in 2006 (Attachment E: Mountain Park IML Mitigation Approval Letter). Therefore, mitigation for any IML that would be impacted by the Project has already occurred, and impacts are considered less than significant. In addition, the abandonment of the Mountain Park development has greatly reduced the approved impacts to IML. The Mountain Park EIR did contain a mitigation measure for impacts to MSD; however, the number of MSD that were to be impacted by the development was estimated to be in excess of 7,000 individuals. It is uncertain how many individuals are/were within the MSD polygon identified within the Mountain Park EIR that is within the Project area; however, the polygon is rather small and is one of approximately 50 polygons within the Mountain Park Development area that collectively contained in excess of 7,000 MSD individuals (Attachment F: Exhibit 4.6-8 of the Mountain Park EIR). It is likely that this polygon contained fewer than 100 individuals. It is also likely that this population was impacted, as it was located on a ranch road that experienced heavy use during vegetation crushing activities for the Mountain Park development in 2006, and it was not observed during the site assessments for this Project. Impacts to MSD are likely less than significant; however, if a significant additional population is discovered during subsequent surveys, impacts to this species may be mitigated to be less than significant through salvage and translocation of individuals, Chaparral nolina is present within the Project area, and individuals will be impacted as a result of Project activities. The number of individuals that will be impacted is estimated to be approximately 100 individuals. Impacts to chaparral nolina generally do not require mitigation due to preservation of this species within the remainder of Mountain Park area and the NCCP/HCP Reserve. For example, the EIR for the Mountain Park Specific Plan Amendment found that the approximately 18,100 individuals that would have been impacted by that project constituted approximately 18 percent of the onsite population and that the project would not threaten the regional population. The proposed Project would impact less than 0.1 percent of the population and the remainder of the 18 percent that would have been impacted with the Mountain Park project that is now planned for preservation under a conservation easement. In addition, 6.16 ac of the 10.50 ac added to the NCCP Reserve, as a result of the Windy Ridge Reservoir NCCP Minor Amendment, is nolina chaparral habitat. Therefore, impacts to this species are not considered significant. A red-diamond rattlesnake was observed within the Project area during a site assessment. The red- diamond rattlesnake is a covered species under the NCCP/HCP, and adequate habitat for this species within the Central Subregion is provided for within the NCCP/HCP Reserve. In addition, the NCCP/HCP Construction-Related Minimization Measures will reduce impacts to this species during construction; therefore, impacts to this species are not considered significant. There are 5 special-status species that have a high probability of occurrence within the Project area: western spadefoot (Spea hammondii), coast horned lizard blainvillii), coastal California gnatcatcher (Polioptila californica californica), Yuma myotis (Myotis yumanensis), and San Diego desert woodrat (Neotoma lepida intermedia). The western spadefoot, coast horned lizard, coastal California gnatcatcher, and San Diego desert woodrat are all covered species under the NCCP/HCP, and adequate habitat for these species within the Central Subregion is provided for within the NCCP/HCP Reserve. In addition, the NCCP/HCP Construction-Related Minimization Measures will reduce impacts to these species during construction; therefore, impacts to these species are not considered significant. ---PAGE BREAK--- 1/26/15 «P:\MWH1201\BA Report 1-26-15.docx» 7 L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . The Yuma myotis is a common and widespread species. Although it is highly likely that this species flies over the Project area, suitable foraging habitat open water) is absent from the Project area. There is a low probability that this species roosts within the cliff and rock habitat present within the Project area. As mentioned above, cliff and rock habitat is a covered habitat under the NCCP/HCP and this habitat is extensively preserved within the NCCP/HCP Reserve. In addition, the NCCP/HCP Construction-Related Minimization Measures will reduce impacts to this species during construction; therefore, impacts to this species are not considered significant. Jurisdictional Waters Wetlands are absent within the Project area. Impacts to jurisdictional waters are limited to non-wetland waters and are estimated to be less than 0.10 ac. This small amount is not considered significant under CEQA. However, authorizations from CDFW, the United States Army Corps of Engineers and Santa Ana Regional Water Quality Control Board are necessary, and mitigation will likely be required as part of the permitting process. Mitigation by either participation in an in-lieu fee program or purchasing mitigation bank credits is available. Wildlife Movement The access road to the water storage tank will not be accessible to the public, and only infrequent operations/maintenance travel is expected. This, combined with the relatively small (2.97 ac) and linear nature of the permanent impacts, will have a less than significant impact on wildlife movement. CONCLUSION In summary, the proposed Project is not expected to result in any significant adverse impacts to biological resources within or immediately adjacent to the Project area. Therefore, aside from the recommendations described above, no other mitigation measures are suggested or warranted. If you have any questions or comments regarding this letter report, please feel free to contact me at (949) 553-0666. Sincerely, LSA ASSOCIATES, INC. Chris Meloni Senior Biologist Attachments: A: Figures 1 and 2 B: Summary of Special-Status Species C: Figure 1 of the Windy Ridge Reservoir NCCP Minor Amendment D: NCCP Construction-Related Minimization Measures E: Mountain Park IML Mitigation Approval Letter F: Exhibit 4.6-8 of the Mountain Park EIR ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT A FIGURES ---PAGE BREAK--- ÄÆ 91 ÄÆ 91 Project Location SOURCE: USGS 7.5' Quad - Blackstar Canyon (1988), CA I:\MWH1201\GIS\ProjectLocation_Vicinity.mxd (11/3/2014) FIGURE 1 Windy Ridge Reservoir Project Project Location 0 1000 2000 FEET LEGEND Project Area San Bernardino County Riverside County Orange County Los Angeles County à 142 à 72 à 90 à 261 à 1 à 133 à 73 à 39 à 22 à 55 à 71 à 241 à 60 à 57 à 91 05 10 405 5 15 Project Location Project Vicinity ---PAGE BREAK--- Blue Sky Way SOURCE: Eagle Aerial (4/2011); TIC (4/22/2004, 8/6/2010); MWH Global (10/2014); Bonterra (2002) I:\MWH1201\GIS\BioResources.mxd (11/4/2014) FIGURE 2 Windy Ridge Reservoir Project Biological Resources LEGEND Project Area/Temporary Impact Permanent Impact Jurisdictional Waters (2002) Habitat Mesic vascular plant cliff and rock (10.2.1) Disturbed (16.1) Mixed scrub (2.3.10) Sagebrush scrub (2.3.6) Sagebrush-black sage scrub (2.3.8) Mixed sage scrub-grassland ecotone (2.8.5) Nolina chaparral (3.11) Mixed mid-elevation chaparral (3.2) Chamise chaparral (3.3) Bigpod ceanothus chaparral (3.5) Ruderal grassland (4.6) Sumac savanna (4.8) Sheet 1 of 2 0 100 200 FEET ---PAGE BREAK--- SOURCE: Eagle Aerial (4/2011); TIC (4/22/2004, 8/6/2010); MWH Global (10/2014); Bonterra (2002) I:\MWH1201\GIS\BioResources.mxd (11/4/2014) FIGURE 2 Windy Ridge Reservoir Project Biological Resources LEGEND Project Area/Temporary Impact Permanent Impact Jurisdictional Waters (2002) Habitat Mesic vascular plant cliff and rock (10.2.1) Disturbed (16.1) Mixed scrub (2.3.10) Sagebrush scrub (2.3.6) Sagebrush-black sage scrub (2.3.8) Mixed sage scrub-grassland ecotone (2.8.5) Nolina chaparral (3.11) Mixed mid-elevation chaparral (3.2) Chamise chaparral (3.3) Bigpod ceanothus chaparral (3.5) Ruderal grassland (4.6) Sumac savanna (4.8) Sheet 2 of 2 0 100 200 FEET ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT B SUMMARY OF SPECIAL-STATUS SPECIES ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-1 Special-Status Plant Species Potentially Occurring in the Project Area Common Name Scientific Name Status General Habitat Description Flowering Period Likelihood of Occurrence Chaparral sand-verbena Abronia villosa var. aurita US: - CA: SP CNPS: 1B.1 Annual herb. Occurs on sandy soils, in chaparral, coastal scrub, desert dunes/ sandy habitats between 80–1600 m in elevation. January–September Not expected. There is suitable habitat and soil present within the Project area; however, the last reported sighting of this species within the vicinity of the Project area occurred in 1931. Munz’s onion Allium munzii US: FE CA: ST CNPS: 1B.1 On clay soils in openings within CSS, pinyon juniper woodland, and grassland; 300 to 1,070 m (1,000 to 3,500 ft) elevation. Known only from western Riverside County in Temescal Canyon, Gavilan Plateau, and Skunk Hollow areas. March–May Not expected. Project area and vicinity lacking suitable habitat for this species. Braunton’s milk-vetch Astragalus brauntonii US: FE CA: SP CNPS: 1B.1 Perennial herb considered a limestone endemic and dependent on fire. Typically associated with the fire-dependent chaparral habitat on limestone and on down-wash sites. Elevation is below 640 m (3,000 ft). Los Angeles, Orange, and Ventura Counties. March–July Low. Suitable habitat and soil are present within the Project area; however, there are no known occurrences within the immediate vicinity. Coulter’s saltbush Atriplex coulteri US: - CA: SP CNPS: 1B.2 Perennial herb. Found on alkaline or clay soils in coastal dunes, coastal bluff scrub, coastal scrub, and grasslands. March - October Not expected. Project area and vicinity lacking suitable habitat for this species. South coast saltscale Atriplex pacifica US: - CA: SP CNPS: 1B.2 Annual herb. Found in coastal dunes, coastal bluff scrub, coastal scrub, and playas. March - October Not expected. Project area and vicinity lacking suitable habitat for this species. Davidson’s saltscale Atriplex serenana var. davidsonii US: - CA: SP CNPS: 1B.2 Annual herb. Found on alkaline soils in coastal bluff scrub and coastal scrub. April - October Not expected. Project area and vicinity lacking suitable habitat for this species. Malibu baccharis Baccharis malibuensis US: - CA: SP CNPS: 1B.1 Evergreen shrub. Chaparral, cismontane woodland, coastal scrub, riparian woodland. From 150–305 m August Absent. This evergreen shrub species was not observed during site assessments. Thread-leaved brodiaea Brodiaea filifolia US: FT CA: CE CNPS: 1B.1 Bulbiferous perennial herb. Occurs primarily in vernal pools, but also found in chaparral, cismontane woodlands, coastal scrub, playas, and valley and foothill grasslands, usually in clay soils. From 115 to 4,003 ft in elevation. March–June Low. There are no known occurrences within the immediate vicinity and there is only marginal soil habitat present within the Project area. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-2 Special-Status Plant Species Potentially Occurring in the Project Area Common Name Scientific Name Status General Habitat Description Flowering Period Likelihood of Occurrence Intermediate mariposa-lily Calochortus weedii var. intermedius US: - CA: SP CNPS: 1B.2 Perennial bulbiferous herb. Occurs in chaparral, coastal scrub, and valley and foothill grassland. Often in dry, rocky soils. From 395 to 2,805 ft in elevation. May–July High. Not observed; however, there are known occurrences within the immediate vicinity of the Project area. Lucky morning-glory Calystegia felix US: - CA: SP CNPS: 3.1 Annual rhizomatous herb. Occurs in wetlands, marshy places, meadows, seeps, and riparian scrub. March - September Not expected. Project area and vicinity lacking suitable habitat for this species. Southern tarplant Centromadia parryi ssp. australis US: - CA: SP CNPS: 1B.1 Annual herb. Occurs in vernal pools, margins of marshes and swamps, and vernally mesic valley and foothill grasslands, sometimes with saltgrass on alkaline soils. Up to 1,400 ft in elevation. May–November Not expected. Project area and vicinity lacking suitable habitat for this species. Smooth tarplant Centromadia pungens ssp. laevis US: - CA: SP CNPS: 1B.1 Annual herb. Occurs on alkaline soils in chenopod scrub, meadows and seeps, playas, riparian woodland, and grasslands. April - September Not expected. Project area and vicinity lacking suitable habitat for this species. San Fernando Valley spineflower Chorizanthe parryi var. fernandina US: FC CA: SE CNPS: 1B.1 Annual herb found in sandy soils in coastal scrub, primarily in northeastern Western Transverse Ranges and San Gabriel Mountains at elevations between 3 to 1,220 m (10 and 4,000 ft). April–June Not expected. Project area and vicinity lacking suitable habitat for this species. Long-spined spineflower Chorizanthe polygonoides var. longispina US: – CA: SP CNPS: 1B.2 Annual herb of clay soils in chaparral, coastal scrub, meadows and seeps, valley and foothill grassland at 30 to 1,450 m (100 to 4,800 ft) elevation. Occurs in Orange, Riverside, and San Diego Counties. April–July Low. There is a known extant population within the vicinity of the Project area; however, there is only marginal clay soil habitat present within the Project area. White-bracketed spineflower Chorizanthe xanti var. leucotheca US: – CA: SP CNPS: 1B.2 Annual herb of Mojave desert scrub and pinyon and juniper woodland 300 to 1,200 m (900 to 4,000 ft) elevation. Known only from Los Angeles, Riverside and San Bernardino Counties. April–June Not expected. Project area and vicinity lacking suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-3 Special-Status Plant Species Potentially Occurring in the Project Area Common Name Scientific Name Status General Habitat Description Flowering Period Likelihood of Occurrence Slender-horned spineflower Dodecahema leptoceras US: FE CA: SE CNPS: 1B.1 Gravel soils of Temecula arkose deposits in openings in chamise chaparral in the Vail Lake Area, or on sandy soils in opening in alluvial scrub (usually late seral stage) in floodplain terraces and benches that receive overbank deposits every 50 to 100 years from generally large washes or rivers; 200 to 760 m (600 to 2,500 ft) elevation. Los Angeles, Riverside, and San Bernardino Counties. April–June Not expected. There are no known occurrences within the immediate vicinity and suitable habitat is lacking within the Project area. Santa Monica Mountains dudleya Dudleya cymosa ssp. ovatifolia US: FT CA: SP CNPS: 1B.1 Perennial herb of cracks and crevices of rock outcrops and cliff faces in canyons (primarily on north-facing slopes) in chaparral and coastal scrub at 150 to 1700 m (500 to 5500 ft) elevation. Known only from Los Angeles and Orange Counties. March–June Low. There are no known occurrences within the immediate vicinity; however, there is some suitable habitat present within the Project area. Many-stemmed dudleya Dudleya multicaulis US: - CA: SP CNPS: 1B.2 Perennial herb. Occurs in chaparral, coastal scrub, and valley and foothill grassland usually in heavy, often clayey soils. From 45 to 2,370 ft in elevation. April–July High. Not observed; however, there are known occurrences within the immediate vicinity of the Project area, and there is suitable habitat and soil present within the Project area. Santa Ana River Eriastrum densifolium ssp. sanctorum US: FE CA: SE CNPS: 1B.1 Sandy soils on river floodplains and terraced fluvial deposits. Known only from Santa Ana River and larger tributaries in San Bernardino and Riverside Counties; elevations of 120 to 625 m (400 to 2,100 ft). May–September Absent. Project area and vicinity lacking suitable habitat for this species. This evergreen shrub was not observed during the site assessments. Los Angeles sunflower Helianthus nuttallii ssp. parishii US: - CA: SP CNPS: 1A Perennial rhizomatous herb. Occurs in marshes and swamps. August–October Not expected. Project area and vicinity lacking suitable habitat for this species. Tecate cypress Hesperocyparis forbesii US: - CA: SP CNPS: 1B.1 Evergreen tree. Occurs in closed-cone coniferous forest and chaparral. From 835 to 4,920 ft in elevation. N/A Absent. This evergreen tree was not observed during the site assessments. Gowen cypress Hesperocyparis goveniana US: FT CA: SP CNPS: 1B.2 Evergreen tree. Occurs in closed-cone coniferous forest and maritime chaparral. N/A Absent. This evergreen tree was not observed during the site assessments. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-4 Special-Status Plant Species Potentially Occurring in the Project Area Common Name Scientific Name Status General Habitat Description Flowering Period Likelihood of Occurrence Coulter’s goldfields Lasthenia glabrata ssp. coulteri US: - CA: SP CNPS: 1B.1 Annual herb. Occurs in marshes and swamps, playas, and vernal pools. February - June Not expected. Project area and vicinity lacking suitable habitat for this species. Heart-leaved pitcher sage Lepechinia US: – CA: SP CNPS: 1B.2 Closed-cone coniferous forest, chaparral, cismontane woodland; 550 to 1,370 m (1,800 to 4,500 ft) elevation; Santa Ana Mountains in Riverside and Orange Counties. Also reported from San Diego County and Baja California. April–July Not expected. There are no known occurrences within the immediate vicinity and the Project area is below the known elevation limit for this species. Jokerst’s monardella Monardella australis ssp. jokerstii US: - CA: SP CNPS: 1B.1 Perennial rhizomatous herb. Occurs on steep scree or talus slopes between breccia and secondary alluvial benches along drainages and washes in chaparral and coniferous forest habitats. July-September Not expected. Project area and vicinity lacking suitable habitat and soil conditions for this species. Intermediate monardella Monardella hypoleuca ssp. intermedia US: - CA: SP CNPS: 1B.3 Perennial rhizomatous herb. Usually found in the understory of chaparral, cismontane woodland, and lower montane coniferous forest habitats between 400 and 1,250 meters in elevation. April-September Moderate. Not observed. There is a known extant population within the vicinity of the Project area and there is suitable habitat present within the Project area. Felt-leaved monardella Monardella hypoleuca ssp. lanata US: – CA: SP CNPS: 1B.2 Chaparral and woodland, 300 to 1,190 m (1,000 to 3,900 ft) elevation. Known from Peninsular Ranges in Orange and San Diego Counties and from northern Baja California. June–August Low. There are no known occurrences within the immediate vicinity; however, there is suitable habitat present within the Project area. Hall’s monardella Monardella macrantha ssp. hallii US: – CA: SP CNPS: 1B.3 Perennial herb of dry slopes and ridges in openings in chaparral, woodland, and forest at 700 to 2,195 m (2,300 to 7,200 ft) elevation. Known only from San Diego, Orange, Riverside, and San Bernardino Counties. June–August Not expected. There are no known occurrences within the immediate vicinity. Mud nama Nama stenocarpum US: - CA: SP CNPS: 2B.2 Annual to perennial herb. Occurs in marshes and swamps and along lake margins and riverbanks. From 15 to 1,640 ft in elevation. January–July Not expected. Project area and vicinity lacking suitable habitat for this species. Chaparral nolina Nolina cismontana US: - CA: SP CNPS: 1B.2 Evergreen shrub. Occurs in chaparral and coastal scrub on sandstone or gabbro soils. From 420 to 3,825 ft in elevation. May–July Present. Many individuals, greater than 100, were observed scattered throughout the Project area and immediate vicinity. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-5 Special-Status Plant Species Potentially Occurring in the Project Area Common Name Scientific Name Status General Habitat Description Flowering Period Likelihood of Occurrence California beardtongue Penstemon californicus US: - CA: SP CNPS: 1B.2 Perennial herb. Occurs in chaparral, lower montane coniferous forest, and pinyon and juniper woodland on sandy soils. From 3,800 to 7,500 ft in elevation. May–August Low. There is a known occurrence within the immediate vicinity; however, the species is not known to occur within the elevation range of the Project area. Allen’s pentachaeta Pentachaeta aurea ssp. allenii US: - CA: SP CNPS: 1B.1 Annual herb. Occurs in coastal scrub openings and valley and foothill grassland. From 225 to 1,560 ft in elevation. March–June Not expected. Project area and vicinity lacking suitable habitat for this species. Santiago Peak phacelia Phacelia keckii US: – CA: SP CNPS: 1B.3 Annual herb found in closed-coned coniferous forest and chaparral in elevations from 545 to 1,600 m (1,800 to 5,200 ft). Known from Orange and Riverside Counties. May–June Not expected. There are no known occurrences within the immediate vicinity and the species is not known to occur within the elevation range of the Project area. White rabbit-tobacco Pseudognaphalium leucocephalum U S: - CA: SP CNPS: 2B.2 Perennial herb. Occurs in chaparral, cismontane woodland, coastal scrub, and riparian woodland on sandy and gravelly soils below 7,000 ft elevation August–November Low. There are no known occurrences within the immediate vicinity; however, there are suitable habitat and soil conditions within the Project area. Chaparral ragwort Senecio aphanactis U S: - CA: SP CNPS: 2B.2 Annual herb. Sometimes occurs on alkaline soils. Occurs in chaparral, cismontane, and coastal scrub habitats between 15 and 800 meters in elevation. January - April Low. There are no known occurrences within the immediate vicinity; however, there is suitable habitat within the Project area. Salt spring checkerbloom Sidalcea neomexicana U S: - CA: SP CNPS: 2B.2 Perennial herb. Occurs on alkaline or mesic soils in chaparral, coastal scrub, lower montane coniferous forest, Mojavean desert scrub, and playa habitats between 15 and 1,530 meters in elevation. March - June Low. There are no known occurrences within the immediate vicinity; however, there are suitable habitat and soil conditions present within the Project area. San Bernardino aster defoliatum U S: - CA: SP CNPS: 1B.2 Perennial rhizomatous herb. Occurs near ditches, springs, and streams in cismontane woodland, coastal scrub, lower montane coniferous forest, meadows and seeps, mashes and swamps, and grasslands between 2 and 2,040 meters in elevation. July - November Not expected. Project area and vicinity lacking suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-6 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence INVERTEBRATES San Diego fairy shrimp Branchinecta sandiegonensis US: FE CA: CSA Endemic to vernal pools in Orange and San Diego Counties. Usually appears in late fall, winter, and spring when rains fill their small, shallow, seasonal pools. Not expected. Project area and vicinity lacking suitable habitat for this species. Delhi Sands flower-loving fly Rhaphiomides terminates abdominalis US: FE CA: CSA Found only in areas of the Delhi Sands formation in southwestern San Bernardino and northwestern Riverside counties. Requires fine, sandy soils, often with wholly or partly consolidated dunes and sparse vegetation. Not expected. Project area and vicinity lacking suitable habitat for this species. Riverside fairy shrimp Streptocephalus woottoni US: FE CA: CSA Warm-water pools large, deep pools that retain water into the warm season); vernal pools in Orange, Riverside, Los Angeles, Ventura, and San Diego Counties. Not expected. Project area and vicinity lacking suitable habitat for this species. Mimic tryonia Tryonia imitator US: - CA: CSA Inhabits coastal lagoons, estuaries, and salt marshes from Sonoma County south to San Diego County. Found only in permanently submerged areas in a variety of sediment types. Not expected. Project area and vicinity lacking suitable habitat for this species. FISH Santa Ana sucker Catostomus santaanae US: FT CA: SSC The Santa Ana sucker’s historical range includes the Los Angeles, San Gabriel, and Santa Ana River drainage systems located in Southern California. An introduced population also occurs in the Santa Clara River drainage system in southern California. Found in shallow, cool, running water. Not expected. Project area and vicinity lacking suitable habitat for this species. Arroyo chub Gila orcuttii US: - CA: SSC Occurs in slow-water stream sections with mud or sand bottoms in the Los Angeles Basin south coastal streams. Not expected. Project area and vicinity lacking suitable habitat for this species. Santa Ana speckled dace osculus US: - CA: SSC Occurs in headwaters of the Santa Ana and San Gabriel Rivers and may be extirpated from the Los Angeles River system. Requires permanent flowing streams with cobble and gravel riffle complexes. Not expected. Project area and vicinity lacking suitable habitat for this species. AMPHIBIANS Arroyo toad Anaxyrus californicus US: FE CA: SSC Found in semiarid regions near washes or intermittent streams. Often found near streams with sandy banks, gravel washes, and riparian vegetation. Not expected. Project area and vicinity lacking suitable habitat for this species. Northern leopard frog (native populations only) Lithobates pipiens US: - CA: SSC Native range is east of Sierra Nevada-Cascade Crest. Found near permanent or semi-permanent water in a variety of habitats. Not expected. Any population or individual found would not be native. Western spadefoot Spea hammondii US: - CA: SSC Occurs primarily in grassland and other relatively open habitats. Found in elevations ranging from sea level to 4,500 ft. Requires temporary pools for breeding. High. Rain puddles in existing ranch roads may attract this species and adults can range far. Coast Range newt Taricha torosa US: – CA: SSC Breeds in ponds, reservoirs, and slow-moving streams; uses nearby upland areas including grassland, chaparral, and woodland; coastal Not expected. Project area and vicinity lacking suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-7 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence drainages from Mendocino County south to San Diego County, with populations from Monterey County south designated as sensitive. REPTILES Orangethroat whiptail Aspidoscelis US: - CA: SSC Inhabits low-elevation coastal scrub, chaparral, and valley hardwood habitats. Prefers washes and other sandy areas with patches of brush and rocks. Perennial plants necessary for its major food, termites. Moderate. There are known occurrence within the immediate vicinity, and there is marginal habitat present within the project area. Coastal whiptail Aspidoscelis tigris stejnegeri US: - CA: CSA Occurs in deserts and semiarid areas with sparse vegetation. Often found in woodland and riparian areas. Moderate. There is marginal habitat present within the project area and this species is rather common within the area. Rosy boa Charina trivirgata US: - CA: CSA Inhabits rock outcrops and rocky shrublands in the southwestern United States and western Mexico. Not expected. Project area and vicinity lacking suitable habitat for this species. San Diego banded gecko Coleonyx variegatus abbotti US: - CA: CSA Found in coastal and cismontane areas of southern California. Inhabits granite or rocky outcrops in coastal scrub and chaparral habitats. Low. There are no known occurrences within the immediate vicinity and there is only marginal habitat present within the project area. Red-diamond rattlesnake Crotalus ruber US: - CA: SSC Associated with chaparral, woodland, grassland, and desert communities from Los Angeles County to Baja California Sur. Prefers rocky areas with dense vegetation. Needs rodent burrows, cracks in rocks, or surface cover objects for shelter. Present. Observed during assessment. Western pond turtle Emys marmorata US: - CA: SSC Occurs in a variety of habitats, including woodland, grassland, and open forest. Thoroughly aquatic, existing in good-quality ponds, marshes, rivers, streams, and irrigation ditches that have rocky or muddy bottoms. Requires basking sites such as partially submerged logs, vegetation mats, or open mud banks. Not expected. Project area and vicinity lacking suitable habitat for this species. California mountain kingsnake (San Diego population) Lampropeltis zonata (pulchra) US: – CA: SSC Wet meadows and moist woods in chaparral, woodland and coniferous forest. Most common in the vicinity of rocks or boulders near streams or lake shores. Ranges from sea level to 1,800 m (5,900 ft) elevation. Los Angeles County to San Diego County. Not expected. Project area and vicinity lacking suitable habitat for this species. Coast horned lizard blainvillii US: - CA: SSC Occurs in CSS, open chaparral, riparian woodland, and annual grassland habitats that support adequate prey species. High. There is suitable habitat present within the project area and there are known occurrences for this species within the immediate area. Coast patch-nosed snake Salvadora hexalepis virgultea US: - CA: SSC Occupies desert scrub, coastal chaparral, washes, sandy flats, and rocky areas. Moderate. There is suitable habitat present on site; however, there are no known occurrences within the project vicinity. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-8 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence Two-striped garter snake Thamnophis hammondii US: - CA: SSC Highly aquatic. Found in or near permanent fresh water. Often found along streams with rocky beds and riparian growth. Not expected. Project area and vicinity lacking suitable habitat for this species. BIRDS Cooper’s hawk (nesting) Accipiter cooperii US: - CA: CSA Nests in a wide variety of woodland and forest habitats. Low. Project area and vicinity lacking suitable nesting habitat for this species. May forage on site. Tricolored blackbird (nesting colony) Agelaius tricolor US: – CA: SSC Breeds near fresh water, preferably in emergent wetland with tall, dense cattails or tules, but also in thickets of willow, blackberry, wild rose, tall herbs and forages in grassland and cropland habitats. Seeks cover for roosting in emergent wetland vegetation, especially cattails and tules, and also in trees and shrubs. Occurs in non-desert lowlands throughout California. Not expected. Project area and vicinity lacking suitable habitat for this species. Southern California rufous-crowned sparrow Aimophila ruficeps canescens US: - CA: CSA Resident in Southern California CSS and sparse mixed chaparral. Frequents relatively steep, often rocky hillsides with grass and forb patches. Moderate. There is suitable habitat present within the project area; however, there are no known occurrences within the project vicinity. Grasshopper sparrow (nesting) Ammodramus savannarum US: - CA: SSC Occurs in dense grasslands, preferring native grasslands with a mixture of forbs and shrubs. Low. Project area lacking suitable habitat for this species; however, there is suitable habitat within the vicinity. Golden eagle (nesting & wintering) Aquila US: – CA: CFP Grasslands, brushlands, deserts, oak savannas, open coniferous forests and montane valleys. Nesting primarily in rugged mountainous country. Uncommon resident in Southern California. Not expected. Project area and vicinity lacking suitable habitat for this species. Great Blue Heron (nesting colony) Ardea herodias US: - CA: CSA Usually nests in trees, but also on large bushes, poles, reedbeds, and even on the ground. Frequents a wide range of wetland habitats at other times of year. February to July at nesting sites; year round elsewhere Not expected. Project area and vicinity lacking suitable habitat for this species. Bell’s sage sparrow Artemisiospiza belli belli US: – CA: CSA Nests in chaparral dominated by fairly dense stands of chamise. Low. There are no known occurrences within the immediate vicinity and there is only marginal habitat present within the project area. Long-eared owl (nesting) Asio otus US: – CA: SSC Rare resident in Southern California coastal and foothill areas and uncommon resident in desert areas. Dense willow-riparian woodland and oak woodland. Breeds from valley foothill hardwood up to ponderosa pine habitat. Low. There is a known occurrence within the project vicinity; however, the project area lacks suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-9 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence Burrowing owl (burrow sites & some wintering sites) Athene cunicularia US: - CA: SSC Burrows in open, dry annual or perennial grasslands, deserts, and scrublands characterized by low-growing vegetation. Subterranean nester, dependent upon burrowing mammals, most notably the California ground squirrel. Not expected. Project area and vicinity lacking suitable habitat for this species. Ferruginous hawk (wintering) Buteo regalis US: - CA: CSA Found in open country in western North America; migrates north to Canada in summer and south to Mexico in winter. Not expected. Project area and vicinity lacking suitable habitat for this species Swainson’s hawk (nesting) Buteo swainsoni US: – CA: CT Breeds in grasslands with scattered trees, juniper-sage flats, riparian areas, savannas, and agricultural/ranch lands. Requires adjacent suitable foraging areas such as grasslands or alfalfa or grain fields supporting rodent populations. Not expected. Project area and vicinity lacking suitable habitat for this species. Coastal cactus wren (San Diego & Orange Counties only) brunneicapillus sandiegensis US: - CA: SSC Occurs in CSS habitats. Requires tall Opuntia cactus for nesting and roosting. Not expected. Project area and vicinity lacking suitable habitat for this species. Northern harrier (nesting) Circus cyaneus US: – CA: SSC Grassland and marshy habitats in Southern California. Uncommonly in open desert and brushlands. Not expected. Project area and vicinity lacking suitable habitat for this species. Western yellow-billed cuckoo (nesting) Coccyzus americanus occidentalis US: FPT CA: CE Breeds and nests in extensive stands of dense cottonwood/willow riparian forest along broad, lower flood bottoms of larger river systems. Very rare and local in California. May through September Not expected. Project area and vicinity lacking suitable habitat for this species White-tailed kite (nesting) Elanus leucurus US: - CA: CFP Breeds in riparian trees such as oaks, willows, and cottonwoods in lower-elevation areas, particularly coastal valleys and plains. Low. There is limited suitable habitat within the project area and there is a known occurrence for this species within the vicinity of the project area. Southwestern willow flycatcher (nesting) Empidonax traillii extimus US: FE CA: CE Breeds and nests in riparian forest with dense understory. Rare and local in Southern California. Not expected. Project area and vicinity lacking suitable habitat for this species. California horned lark Eremophila alpestris actia US: - CA: CSA Occurs in open grasslands, farmlands, prairies, tundras, airports, beaches, golf courses, cemeteries, and parks. Not expected. Project area and vicinity lacking suitable habitat for this species. Bald eagle (nesting & wintering) Haliaeetus leucocephalus US: FD CA: CE Found at ocean shores, lake margins, & rivers for both nesting and wintering. Most nests are within 1 mile of water. Nests in large, old growth, or dormant live tree with open branches. Not expected. Project area and vicinity lacking suitable habitat for this species. Yellow-breasted chat (nesting) Icteria virens US: - CA: SSC Summer resident of California. Inhabits riparian thickets of willow and other brushy tangles near water. Nests in low, dense vegetation consisting of willow, blackberry, and wild grape. Not expected. Project area and vicinity lacking suitable habitat for this species. California black rail Laterallus jamaicensis coturniculus US: – CA: CT Inhabits freshwater marshes, wet meadows, and shallow margins of saltwater marshes bordering larger bays. Needs water depths of about 1 in. that does not fluctuate during the year and dense vegetation for nesting habitat. Not expected. Project area and vicinity lacking suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-10 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence Belding’s savannah sparrow Passerculus sandwichensis beldingi US: – CA: CE Inhabits coastal salt marshes from Santa Barbara south through San Diego County. Nests in salicornia on and about margins of tidal flats. Not expected. Project area and vicinity lacking suitable habitat for this species. Coastal California gnatcatcher Polioptila californica californica US: FT CA: SSC Obligate, permanent resident of CSS below 2,500 ft in elevation in Southern California. High. There is marginally suitable habitat present within the project area and this species is known to occur within the vicinity of the project. Light-footed clapper rail Railus longirostris levipes US: FE CA: CE Found in salt marshes traversed by tidal sloughs where cordgrass and pickleweed are the dominant vegetation. Requires dense growth of either pickleweed or cordgrass for nesting or escape cover; feeds on molluscs and crustaceans. Not expected. Project area and vicinity lacking suitable habitat for this species. Yellow warbler (nesting) Setophaga petechia US: – CA: SSC Requires habitats with riparian plant associations in close proximity to water. Also nests in montane shrubbery in open conifer forests. Frequently found nesting and foraging in willow shrubs and thickets and in other riparian plants including cottonwoods. Not expected. Project area and vicinity lacking suitable habitat for this species. California least tern (nesting colony) Sternula antillarum browni US: SE CA: CE Nests along the coast from San Francisco Bay south to Northern Baja California. It is a colonial breeder on bare or sparsely vegetated, flat substrates; sand beaches, alkali flats, landfills, or paved areas. Not expected. Project area and vicinity lacking suitable habitat for this species. Least Bell’s vireo (nesting) Vireo bellii pusillus US: FE CA: CE Occurs in moist thickets and riparian areas that are predominantly composed of willow and mulefat. Not expected. Project area and vicinity lacking suitable habitat for this species. MAMMALS Pallid bat Antrozous pallidus US: - CA: SSC Found in varied habitats in western North America. Low. Project area has marginally suitable foraging habitat for this species. Northwestern San Diego pocket mouse Chaetodipus fallax fallax US: – CA: SSC Found in sandy herbaceous areas, usually associated with rocks or coarse gravel in coastal scrub, chaparral, grasslands, and sagebrush in western San Diego and southwestern Riverside Counties. Low. Project area and vicinity lacking suitable habitat for this species. Mexican long-tongued bat Choeronycteris mexicana US: - CA: SSC Occasionally found in San Diego County. Feeds on nectar and pollen of night-blooming succulents. Roosts in relatively well-lit caves as well as in and around buildings. Not expected. Project area and vicinity lacking suitable habitat for this species. San Bernardino kangaroo rat Dipodomys merriami parvus US: FE CA: SSC Found in alluvial scrub vegetation on sandy loam substrates characteristic of alluvial fans and flood plains. Needs early to intermediate seral stages. Not expected. Project area and vicinity lacking suitable habitat for this species. Stephens’ kangaroo rat Dipodomys stephensi US: FE CA: CT Found in plant communities transitional between grassland and coastal sage scrub, with perennial vegetation cover of less than 50%. Most commonly associated with Artemesia tridentata, Eriogonum fasciculatum, and Erodium. Requires well-drained Not expected. Project area and vicinity lacking suitable habitat for this species. ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E C T P R O J E C T P R O J E C T P R O J E C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» B-11 Special-Status Animal Species and Critical Habitat Potentially Occurring or Known to Occur in the Project Area Common Name Scientific Name Status Listing Habitat and Comments Likelihood of Occurrence soils with compaction characteristics suitable for burrow construction. Not found in soils that are highly rocky, less than 20 inches deep, or heavily alkaline or clay, or in areas exceeding 25 percent slope. Occurs only in western Riverside County and northern San Diego County, below 915 m (3,000 ft) elevation. In northeastern Riverside County, known only from east of Interstate 15. Western mastiff bat Eumops perotis californicus US: - CA: SSC Inhabits many open, semi-arid to arid habitats including conifer and deciduous woodlands, coastal scrub, grasslands, and chaparral communities. Roosts in crevices in cliff faces, high buildings, trees, and tunnels. Moderate. There is marginally suitable roosting habitat for this species within the project area and foraging habitat is present. Western yellow bat Lasiurus xanthinus US: – CA: SSC Occurs in Southern California in palm oases and in residential areas with untrimmed palm trees. Roosts primarily in trees, especially the dead fronds of palm trees. Forages over water and among trees. Not expected. Project area and vicinity lacking suitable habitat for this species. Yuma myotis Myotis yumanensis US: - CA: CSA Common and widespread in California. Found in a wide variety of habitats in elevations ranging from sea level to 11,000 ft. Optimal habitats are open forests and woodlands with sources of water over which to feed. High. Project area lacks open water for foraging. San Diego desert woodrat Neotoma lepida intermedia US: - CA: SSC Occurs in CSS and chaparral; most commonly associated with cactus and rocky cliffs and slopes. Found in coastal Southern California from San Diego County to San Luis Obispo County. High. There is suitable habitat present within the project area and an old woodrat midden was observed within the project area. Pocketed free-tailed bat Nyctinomops femorasacca US: – CA: SSC Spotty distribution in California, ranging from Southern California south to the Baja Peninsula, and through southwestern Arizona to at least central Mexico (Williams 1986). In California, typically found in rocky, desert areas with relatively high cliffs. Low. There is marginally suitable habitat present within the project area and vicinity. Pacific pocket mouse Perognathus longimembris pacificus US: FE CA: SSC Inhabits friable soils along the narrow coastal plains from the northern Mexican border to Los Angeles County. Not expected. Project area and vicinity lacking suitable habitat for this species. Southern California saltmarsh shrew Sorex ornatus salicornicus US: - CA: SSC Occurs in coastal marshes in Los Angeles, Orange, and Ventura Counties. Requires dense vegetation and woody debris for cover. Not expected. Project area and vicinity lacking suitable habitat for this species. Status: Federal Endangered (FE); Federal Threatened (FT); Federal Candidate (FC); Federal Proposed (FP, FPE, FPT); Federal Delisted (FD); California Endangered (CE); California Threatened (CT); California Species of Special Concern (SSC); California Fully Protected Species (CFP); California Special Plant (CSP), California Special Animal (CSA) Habitat Present/Absent: Absent – No habitat is present and no further work is needed; Habitat Present (HP) – Habitat is or may be present; Species Present – The species was observed within the BSA during surveys; Critical Habitat (CH) – The Project footprint is located within a designated critical habitat unit but that does not necessarily mean appropriate habitat is present. CSS = coastal sage scrub ft = feet; m = meters ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E P R O J E P R O J E P R O J E C T C T C T C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT C FIGURE 1 OF THE WINDY RIDGE RESERVOIR NCCP MINOR AMENDMENT ---PAGE BREAK--- CITY OF ANAHEIM UNINCORPORATED ORANGE COUNTY WEIR CANYON RD BLUE S K Y S ILV ER STAR SH INING S TAR NIGHT STAR GYPSUM SOURCE: Eagle Aerial (4/2011); TIC (8/6/2010); City of Anaheim (2/2012); MWH Global (2/2014) I:\MWH1201\GIS\NCCPAmendment_Overview.mxd (10/27/2014) FIGURE 1 Windy Ridge Reservoir Parcels to be Added and Deleted NCCP Minor Amendment - Habitat Overview 0 125 250 FEET LEGEND Habitat Types within the Deleted Parcel Bigpod Ceanothus Chaparral (4.48 ac) Disturbed or Barren (0.05 ac) Mixed Mid-Elevation Chaparral (0.72 ac) Habitat Types within the Added Parcel Nolina Chaparral (6.16 ac) Mixed Mid-Elevation Chaparral (1.04 ac) Chamise Chaparral (3.30 ac) Construction Limits 100 ft Buffer Around Construction Limits NCCP Reserve (8/6/2010) Deleted Parcel (5.25 ac) Project Location San Bernardino County Riverside County Orange County 142 72 90 261 1 133 73 39 22 55 71 241 57 60 91 05 10 10 405 5 15 Project Vicinity ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E P R O J E P R O J E P R O J E C T C T C T C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT D NCCP CONSTRUCTION-RELATED MINIMIZATION MEASURES ---PAGE BREAK--- 8/9/01(ConstMinMeasures-NCCP.doc) NCCP Construction-Related Minimization Measures NCCP/HCP FEIS/FEIR No. 553, Section 7.5.3 1. To the maximum extent practicable, no grading of CSS habitat that is occupied by nesting gnatcatchers will occur during the breeding season (February 15 through July 15). It is expressly understood that this provision and the remaining provisions of these “construction-related minimization measures,” are subject to public health and safety considerations. These considerations include unexpected slope stabilization, erosion control measures and emergency facility repairs. In the event of such public health and safety circumstances, landowners or public agencies/utilities will provide USFWS/CDFG with the maximum practicable notice (or such notice as is specified in the NCCP/HCP) to allow for capture of gnatcatchers, cactus wrens and any other CSS Identified Species that are not otherwise flushed and will carry out the following measures only to the extent as practicable in the context of the public health and safety considerations. 2. Prior to the commencement of grading operations or other activities involving significant soil disturbance, all areas of CSS habitat to be avoided under the provisions of the NCCP/HCP, shall be identified with temporary fencing or other markers clearly visible to construction personnel. Additionally, prior to the commencement of grading operations or other activities involving disturbance of CSS, a survey will be conducted to locate gnatcatchers and cactus wrens within 100 feet of the outer extent of projected soil disturbance activities and the locations of any such species shall be clearly marked and identified on the construction/grading plans. 3. A monitoring biologist, acceptable to USFWS/CDFG will be on site during any clearing of CSS. The landowner or relevant public agency/utility will advise USFWS/CDFG at least seven calendar days (and preferably fourteen (14) calendar days) prior to the clearing of any habitat occupied by Identified Species to allow USFWS/CDFG to work with the monitoring biologist in connection with bird flushing/capture activities. The monitoring biologist will flush Identified Species (avian or other mobile Identified Species) from occupied habitat areas immediately prior to brush-clearing and earth-moving activities. If birds cannot be flushed, they will be captured in mist nets, if feasible, and relocated to areas of the site to be protected or to the NCCP/HCP Reserve System. It will be the responsibility of the monitoring biologist to assure that Identified bird species will not be directly impacted by brush-clearing and earth-moving equipment in a manner that also allows for construction activities on a timely basis. 4. Following the completion of initial grading/earth movement activities, all areas of CSS habitat to be avoided by construction equipment and personnel will be marked with temporary fencing or other appropriate markers clearly visible to construction personnel. No construction access, parking or storage of equipment or materials will be permitted within such marked areas. 5. In areas bordering the NCCP reserve system or Special Linkage/Special Management areas containing significant CSS identified in the NCCP/HCP for protection, vehicle transportation routes between cut-and-fill locations will be restricted to a minimum number during construction consistent with project construction requirements. Waste dirt or rubble will not be deposited on adjacent CSS identified in the NCCP/HCP for protection. Preconstruction meetings involving the monitoring biologist, construction supervisors and equipment operators will be conducted and documented to ensure maximum practicable adherence to these measures. 6. CSS identified in the NCCP/HCP for protection and located within the likely dust drift radius of ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E P R O J E P R O J E P R O J E C T C T C T C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT E MOUNTAIN PARK IML MITIGATION APPROVAL LETTER ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . L S A A S S O C I A T E S , I N C . J A N U A R Y J A N U A R Y J A N U A R Y J A N U A R Y 2 0 1 2 0 1 2 0 1 2 0 1 5 B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N B I O L O G I C A L A S S E S S M E N T W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W I N D Y R I D G E W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K W A T E R S T O R A G E T A N K P R O J E P R O J E P R O J E P R O J E C T C T C T C T C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A C O U N T Y O F O R A N G E , C A L I F O R N I A L I F O R N I A L I F O R N I A L I F O R N I A P:\MWH1201\BA Report 1-26-15.docx «01/26/15» ATTACHMENT F EXHIBIT 4.6-8 OF THE MOUNTAIN PARK EIR ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX D CULTURAL RESOURCES RECORDS SEARCH ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Natural History Museum of Los Angeles County 900 Exposition Boulevard Los Angeles, CA 90007 tel 213.763.DINO NATURAL wwwsihm.org HI STORY MUSEUM Vertebrate Paleontology Section Telephone: (213) 763-3325 Fax: (213) 746-7431 e-mail: smcleod~nhm.org 8 October 2014 BonTerra Psomas 2 Executive Circle, Suite 175 Irvine,CA 92614 Ann: David M. Smith re: Paleontological Resources for the proposed Windy Ridge Project, Project number 3MWH003700, between Weir Canyon and Gypsum Canyon, Orange County, project area Dear David: I have conducted a thorough search of our Vertebrate Paleontology records for the proposed Windy Ridge Project, Project number 3MWH003700, between Weir Canyon and Gypsum Canyon, Orange County, project area as outlined on the portion of the Black Star Canyon USGS topographic quadrangle map that you sent to me via e-mail on 24 September 2014. We do not have any vertebrate fossil localities that lie within the proposed project site boundaries, but we do have a localities nearby from the same deposits that occur in the proposed project area. From the geologic mapping it appears that the entire proposed project area has exposures of the marine middle Miocene Topanga Formation. Our closest vertebrate fossil locality from the Topanga Formation is LACM 6292, along Santiago Canyon Road directly west of the Santiago Reservoir just west of south of the proposed project area, that produced a fossil specimen of dog shark, Mustelus. Our next closest vertebrate fossil localities from the Topanga Formation are LACM 3891 and 4008-4009, all southwest of the proposed project area in the El Modena foothills west of the Santiago Reservoir, that produced fossil specimens of four-legged marine mammals, Desmostylus, sirenians, Dugongidae, and whales, Cetacea. Any excavations in undisturbed bedrock may well encounter significant fossil vertebrate specimens. Any substantial excavations in the proposed project area, therefore, should be Inspiring wonder, discovery and responsibility for our natural and cultural worlds. ---PAGE BREAK--- monitored closely to quickly and professionally recover any fossil remains discovered while not impeding development. Sediment samples from the proposed project area should also be collected and processed to determine the small fossil potential of the site. Any fossils recovered during mitigation should be deposited in an accredited and permanent scientific institution for the benefit of current and future generations. This records search covers only the vertebrate paleontology records of the Natural History Museum of Los Angeles County. It is not intended to be a thorough paleontological survey of the proposed project area covering other institutional records, a literature survey, or any potential on-site survey. Sincerely, A_/i ~ Samuel A. McLeod, Ph.D. Vertebrate Paleontology enclosure: invoice ---PAGE BREAK--- APPENDIX E DRAFT GEOTECHNICAL INVESTIGATION ---PAGE BREAK--- Geotechnical, Earthquake and Environmental Engineers HUSHMAND ASSOCIATES, INCORPORATED Geotechnical, Earthquake and Environmental Engineers HUSHMAND ASSOCIATES, INCORPORATED June 16, 2014 Project No. MWH-11-001 To: MWH Americas, Inc. 618 Michillinda Avenue, Suite 200 Arcadia, California 91007 Attention: Mr. Glen Grant, PE Subject: Geotechnical Investigation for the Proposed Windy Ridge Reservoir, City of Anaheim, California In accordance with your request and authorization, Hushmand Associates, Inc. (HAI) is pleased to present the results of our geotechnical investigation for the proposed Windy Ridge Reservoir project in the city of Anaheim, California. This study was authorized by your office through Project No. 1011671.122587 and Subcontract No. 96832-OM. This report presents the findings of our field investigation and results of laboratory work, as well as our analyses, conclusions, and recommendations for the site. In general, the site is considered suitable for the proposed structure. The conclusions and recommendations in this report are based, in part, upon data that were obtained from a limited number of observations, site visits, borings, samples, and tests. Such information is, by necessity, incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if HAI has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. 250 Goddard Irvine, California 92618 (949) 777-1266 Fax (949) 777-1276 www.hushmand-associates.com ---PAGE BREAK--- ---PAGE BREAK--- GEOTECHNICAL INVESTIGATION FOR THE PROPOSED WINDY RIDGE RESERVOIR, CITY OF ANAHEIM, CALIFORNIA Prepared for: MWH AMERICAS, INC. 618 Michllinda Avenue, Suite 200 Arcadia, California 91007 Project No. MWH-11-001 June 16, 2014 ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - i - TABLE OF CONTENTS Section Page 1.0 1 2.0 PROJECT DESCRIPTION 3 2.1 Site Location and Description 3 2.2 Proposed Project 3 3.0 FIELD INVESTIGATION AND LABORATORY TESTING 4 4.0 GEOTECHNICAL/GEOLOGICAL FINDINGS 5 4.1 Geologic Setting and Structure 5 4.2 Subsurface Soil Conditions 5 4.2.1 Surficial Units 5 4.2.2 Bedrock Units 6 4.3 Groundwater 8 4.4 Expansion Potential 8 4.5 Faulting 8 4.5.1 Regional Faults 9 4.5.2 Transverse Ranges Faults 11 4.5.3 Blind Thrusts 12 4.5.4 Local Faults 13 5.0 CONCLUSIONS AND RECOMMENDATIONS 14 5.1 General 14 5.2 Seismic Hazards 14 5.2.1 Fault Rupture Hazard 23 5.2.2 Liquefaction 23 5.2.3 Lateral Spread 23 ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - ii - 5.2.4 Earthquake-Induced Settlement 24 5.2.5 Earthquake-Induced Landslide 24 5.3 Foundations 25 5.4 CBC Site Factor 26 5.5 Soil Corrosivity 27 5.6 Slabs-On-Grade (Non Structural Slabs) 29 5.7 Retaining/Below Grade Walls and Lateral Earth Pressures 30 5.8 Slope Stability 31 5.8.1 Tank Site 31 5.8.2 Access Road 32 5.8.3 MSE 33 5.8.4 Excess Soil Stockpile Area 35 5.9 Pipe Installation 35 5.9.1 Pipe Zone Bedding and Shading Backfill 35 5.9.2 Trench Zone 37 5.10 Site Grading 38 5.10.1 Earthwork Factor 39 5.10.2 Rippability and Generation of Oversized Materials 40 5.10.3 Erosion 41 5.10.4 Mitigation of Creep Zone 42 5.10.5 Rock Fall Hazards 42 5.11 Site Drainage 43 5.12 Pavements 43 5.11 Construction Observations and Field Testing 44 6.0 GENERAL CONDITIONS 45 ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 TABLE CONTENTS (Cont’d) - iii - Appendices Appendix A – References Appendix B – Previous Boring Logs and Laboratory Tests Appendix C – Boring and Trench Logs Appendix D – Laboratory Testing Appendix E – Slope Stability Analyses Appendix F – General Earthwork and Grading Specifications for Rough Grading LIST OF ILLUSTRATIONS Tables Table 1 – Characterization of Faults Considered Significant to Seismic Shaking Hazard at Windy Ridge Reservoir Site Page 15 Table 2 – Summary of Historic Earthquakes Recorded by Strong Motion Stations at Distances from the Site of Less than 20 Km Page 17 Table 3 – Site Specific Ground Motion Hazard Analysis, Horizontal Acceleration Response Spectra with Directivity, Fault Normal Component Page 20 Table 4 – Site Specific Ground Motion Hazard Analysis, Vertical Acceleration Response Spectra Page 21 Table 5 – Site Specific Ground Motion Hazard Analysis, Acceleration Response Spectra with 0.5% Damping Page 22 Table 6 – 2010 CBC Site Characterization and Soil Coefficients Page 27 Table 7 – Results of Corrosivity Testing Page 27 Table 8 – Relationship between Soil Resistivity and Soil Corrosivity Page 28 Table 9 – Relationship between Sulfate Concentration and Sulfate Exposure Page 28 Table 10 – Soil Strength Parameters for MSE Wall Design Page 33 Table 11 – Line 11 Seismic Velocity Profile Page 40 Table 12 – Pavement Design Recommendations, R-Value=30 Page 43 ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 TABLE CONTENTS (Cont’d) - iv - Figures Figure 1 – Site Vicinity Map Rear of Text Figure 2 – Site Plan Rear of Text Figure 3 – Regional Fault Map Rear of Text Figure 4 – Site Specific MCE and DBE Horizontal Acceleration Response Spectra Rear of Text Figure 5 – Site Specific MCE and DBE Horizontal & Vertical Acceleration Response Spectra Rear of Text Figure 6 – Site Specific MCE and DBE Horizontal & Vertical Acceleration Response Spectra for Different Damping Ratios Rear of Text Figure 7 – Lateral Earth Pressure Diagram for Retaining Walls Rear of Text Figure 8 – Retaining Wall Backfill and Subdrain Detail Rear of Text Plates Plate 1 – Proposed Reservoir, Access Road, and Grading Plan Rear of Text Plate 2 – Geotechnical Map Rear of Text Plate 3 – Geologic Cross Sections (1-1’ to 4-4’) Rear of Text Plate 4 – Geologic Cross Sections (5-5’ to 9-9’) Rear of Text Plate 5 – MSE Wall Typical Sections Rear of Text ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 1 - 1.0 INTRODUCTION This report presents the results of the geotechnical investigation performed by Hushmand Associates, Inc. (HAI) for the proposed Windy Ridge Reservoir project in the city of Anaheim, California. This report presents our findings, conclusions, and recommendations for the proposed project. Our investigation was performed in general accordance with the proposed scope of services in our contract and supplemental work authorizations dated August 1, 2011, January 1, 2012, July 15, 2013, and October 7, 2013. Our scope of services for this project consisted of the following tasks: Review of readily available geological and geotechnical reports. These reports are listed in Appendix A. A copy of relevant earlier boring logs and laboratory tests are also provided in Appendix B; Analysis of sequential stereoscopic aerial photographs listed in Appendix A; Field investigation using surface mapping, a large-diameter bucket-auger drill rig, a trench excavator, and hand-dug test pits. Our boring logs and trench logs are included in Appendix C; Laboratory testing of samples obtained from the site. Results of the tests are provided in Appendix D; Geological and geotechnical engineering analysis including slope stability and seismic hazard evaluations. The slope stability analyses are included in Appendix E; Meeting with members of the project team and the reviewing agency; and Preparation of this report containing our findings, conclusions, and recommendations. The results, conclusions, and recommendations presented in our report include the following: Site subsurface and groundwater conditions; Site acceleration response spectra estimated from site-specific probabilistic seismic hazard analyses for both Design Basis and Maximum Considered Earthquakes as defined by 2010 California Building Code (2010 CBC) and ASCE7-05 with damping ratios of 0.5 and 5 percents; Site-response coefficient and seismic design criteria per 2010 CBC; Potential seismic hazards; ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 2 - Suitable foundation system; Potential settlements; Static and seismic lateral load resistance of foundation systems; Slab-on-grade design; Stability of slopes; Design parameters for Mechanically Stabilized Earth (MSE) Walls; Design parameters for retaining walls; Earthwork and compaction criteria; Pavement design; and Corrosion and chemical attack potential of soils. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 3 - 2.0 PROJECT DESCRIPTION 2.1 Site Location and Description We understand that the City of Anaheim is considering constructing a 1.6 million gallon steel tank, Windy Ridge Reservoir, for the distribution system in 1320 Pressure Zone. The reservoir will be located in Mountain Park hills between the southern end of Weir Canyon Road and 241 Toll Road. The location of the site and its latitude (33.8435o) and longitude (117.7229o) are shown on the Site Vicinity Map, Figure 1. The site is located on the United States Geological Survey (USGS) Black Star Canyon 7.5-minute quadrangle. 2.2 Proposed Project The proposed Windy Ridge Reservoir will consist of a circular water tank with an approximate diameter of 100 feet and a height of about 30 feet. The tank will have a capacity of 1.6 million gallons. The tank will be located approximately 0.7 miles south of Weir Canyon Road and about 0.3 miles west of 241 Toll Road, as shown on Figure 1. The elevation of the bottom of the tank will be about 1,290 feet above mean sea level (msl) and the maximum water height will be at about 30 feet. An access road is proposed to connect the tank site to Blue Sky Way as shown on Figure 2. The proposed tank pad will be a 130-foot diameter circular cut lot with slope gradient of the cut varying from ½H to 1V (horizontal to vertical) to 2H to 1V. The slope heights surrounding the tank will range from 20 feet to 120 feet. The proposed access road connecting the tank pad and Blue Sky Way will be approximately ½ mile in length with a maximum width of 18 feet. The current grading concept for the access road results in a maximum cut on the uphill side of approximately 25 feet at a gradient of ½H to 1Vand a Mechanically Stabilized Earth (MSE) wall system on the downhill side to support the fill embankment. The excess soil generated from excavation of the tank pad and access road will be placed as engineered fill in the canyon between Stations 16+80 and 18+50. The proposed grading for the subject project is illustrated in the Proposed Reservoir Access Road and Grading Plan, Plate 1. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 4 - 3.0 FIELD INVESTIGATION AND LABORATORY TESTING Our investigation consisted of field reconnaissance mapping and subsurface exploration. Subsurface conditions were explored by drilling six 2.5-foot-diameter bucket-auger borings (B-1 to B-6), excavation of seven trenches (T-1 to T-7) with a track-mounted excavator and two hand dug trenches (T-8 to T-9). The borings were drilled to depths of 40 to 100 feet below the ground surface. We also conducted geologic mapping of the canyon below the access road where access for drilling equipment is impractical due to the existing steep terrain. The approximate locations of the borings and trenches are shown on the Grading Plan (Plate The boring and trench logs are presented in Appendix C of this report. We also reviewed boring and trench logs from previous investigations performed by others in the vicinity of the site, listed in Appendix A. The logs of pertinent borings drilled by others and associated laboratory tests are included in Appendix B. The bucket auger borings were drilled by an EZ Bore rig with a 28-inch diameter bucket except for B-6, which was drilled by 42LH bucket auger mounted on Paystar 5000 rig with a 24-inch bucket. Soil samples brought to the surface by the drill rig were visually logged by HAI personnel. In addition, the borings were downhole logged by a certified engineering geologist to observe the subsurface geology and bedrock structure. All borings were backfilled with the soil cuttings and tamped at the time of our field investigation. Blowcounts were recorded during the driving of Modified California ring samplers in both the large diameter borings and the exploratory trenches. Ring samplers were driven into the ground using the Kelly bar on the bucket-auger drill rigs and by hand for the trenches. Selected soil samples collected during the field investigation were brought to HAI laboratory for further classification and testing. The laboratory tests included measurement of moisture content, dry unit weight, fines content, particle gradation, Atterberg Limits, Expansion Index, shear strength (Direct Shear tests), compaction and consolidation properties, pH, sulfate content, chloride content, and minimum electrical resistivity. The laboratory test results are presented in Appendix D of this report. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 5 - 4.0 GEOTECHNICAL/GEOLOGICAL FINDINGS 4.1 Geologic Setting and Structure The project site is located in the western part of the Santa Ana Mountains. The Santa Ana Mountains are within the western part of the Peninsular Ranges physiographic/geologic province, which is characterized by northwest-southeast trending mountains and valleys that have been faulted and uplifted by northwest-southwest trending faults. The California Geological Survey does not show any active faults at the site (Jennings, 2010). The nearest known major active faults are the Whittier-Elsinore fault about 2 miles north of the site, the Newport-Inglewood Structural Zone about 19 miles to the southwest, and the Palos Verdes fault about 27 miles to the southwest. These faults are discussed in more detail in Section 4.5 of the report “Faulting”. The Peninsular Ranges consist of Mesozoic-age (100 million year old = myo) igneous rocks intruding older Mesozoic-age metamorphic and volcanic rocks. The western part of the Santa Ana Mountains comprises predominantly Tertiary-age (10-60 myo) sedimentary rocks overlying the older Mesozoic rocks. In the site area, these Tertiary rocks are primarily Miocene age (10-20 myo) marine rocks of the Topanga Formation overlying and in fault contact with Miocene-Eocene age (20-40 myo) Vaqueros-Sespe Formation. Both these formations are primarily sandstones with interbeds of finer grained siltstone, shales and conglomerates (lithified gravel). 4.2 Subsurface Soil Conditions Nine critical cross-sections (1-1’ to were prepared to illustrate subsurface soil and geologic conditions across the site (Plates 3 and The locations of these cross-sections are shown on the Geotechnical Map (Plate The cross-sections were used to determine bedding conditions for slope stability analyses. The typical subsurface soil profile consists of: 4.2.1 Surficial Units The surficial units include unconsolidated or poorly consolidated materials of Quaternary age (less than 1.8 million years old). These geologically youthful deposits are derived from older geologic materials on site or were transported by water, wind, or human activities. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 6 - Most of the natural slopes at the site are mantled by soil material up to about 3 feet thick. The soil is generally porous, dry, contains abundant rootlets and is potentially compressible and erodible. The distribution of the topsoil is not shown on the Geotechnical Map (Plate Slopewash (Map symbol; Qsw): Portions of slopes at the site are mantled by accumulations of soil materials deposited by gravity and slopewash processes from the surrounding slopes. These deposits are generally located in the swales and shallow canyon bottoms throughout the site. The steeper drainages and canyons were found to have little, if any, accumulation of sediment. The slopewash materials generally consist of brown, silty sand and sandy silts with varying degrees of vegetative matter. 4.2.2 Bedrock Units Rock Creep (Map symbol; Rc-Tvs): The area descending from the tank pad area to the SR-241 toll road was observed from aerial photographs and reconnaissance geologic mapping to have the geomorphology of a possible landslide. A previous subsurface investigation by GeoSoils (1990) shows this area as being underlain by bedrock of the Vaqueros-Sespe Formation. Leighton and Associates (2006) interprets this feature as an area influenced by bedrock creep. Borings B-1 and B-3 were drilled in this area as part of this investigation to characterize the geologic materials present. During downhole logging of Borings B-1 and B-3, it was observed that the Vaqueros-Sespe Formation is highly faulted with abundant moderate angle faults. The faults were observed to offset bedding in the borings and consisted of clay gouge ranging from a few millimeters to several centimeters in thickness. There is no evidence that any of the faults have been active in recent time and it is our opinion that the faulting occurred in conjunction with the faulting that brought the Topanga Formation into contact with the Vaqueros- Sespe Formation to the northwest of the borings. It is our opinion that the area sloping towards the east from the tank site has experienced some degree of slope creep due to the degree of faulting of the bedrock over the millions of years that the Santa Ana Mountains have been uplifted. No evidence was observed during this investigation or previous investigations by others that suggest this feature is an active landslide. No rupture surface was observed and no open voids or fissures were noted in the borings. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 7 - Topanga Formation (Map symbol; Tt): The western portion of the site is underlain by bedrock of Topanga Formation. This unit is middle Miocene in age (about 10 to 20 million years old) and was deposited in a shallow marine environment. The Topanga Formation overlies and is in fault contact with the Vaqueros-Sespe Formation. The Topanga Formation observed at the site consists of pale tan sandstone with rare interbeds and lenses of silty sandstone, siltstone and clayey sandstone. The unit is massive to thickly bedded with poorly defined bedding. Conglomerate beds consisting of rounded to sub-rounded cobbles and gravel in a sandstone matrix where observed in outcrops at the site as well as during downhole logging. The Topanga Formation observed during this investigation was dense and generally dry. Borings B-5 and B-6 and trenches T-1 to T-9 of this investigation encountered the Topanga Formation. Bedding observed in the Topanga Formation at the site are generally inclined at moderate angles of 15 to 30 degrees to the northwest. Undifferentiated Vaqueros-Sespe Formation (Tvs): The eastern portion of the site is underlain by the non-marine Sespe and marine Vaqueros Formations. In the Santa Ana Mountains, these two formations are interfingered and for the purposes of this study are considered undifferentiated. The Vaqueros-Sespe formation is late Eocene to middle Miocene in age (20 to 40 myo) and is observed to be in fault contact with the Topanga Formation northerly of the proposed tank site. The Vaqueros-Sespe Formation observed at the site consists of red, brownish-red and gray sandstone and siltstone with interbeds of silty sandstone, clayey sandstone and claystone. The unit at the site exhibits weakly defined bedding and displays a high degree of faulting. Rare conglomerate beds consisting of rounded to sub-rounded gravel in a sandstone matrix were observed during downhole logging. The Vaqueros-Sespe Formation observed during this investigation was very firm, dense and generally dry. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 8 - 4.3 Groundwater During our investigation, no seepage was encountered in any of our borings or trenches and no surface water was observed. Previous investigations by Leighton and GeoSoils (Appendix A) also did not encounter groundwater or seepage in borings in the subject area. However, areas of perched water may be encountered during grading operations. Groundwater and surface water are not expected to be a constraint for the proposed development. 4.4 Expansion Potential An Expansion Index (EI) test was conducted on the material in vicinity of the reservoir pad at Boring B-2. According to the 2010 CBC if the Expansion Index is greater than 20, soils shall be considered expansive if they show compliance with all of the following requirements: Plasticity Index (PI) greater than 15 (ASTM D4318), More than 10 percent of the soil particles pass the #200 sieve (ASTM D422), and More than 10 percent of the soil particles are less than 5 micrometers in size (ASTM D422). Taking into consideration the result of our test (Expansion Index of the sandstone material in vicinity of the reservoir pad is not considered expansive. The results of the Expansion Index test are included in Appendix D. Additional site-specific testing should be performed at the final reservoir pad to evaluate the reservoir subgrade expansion potential after the fine grading. 4.5 Faulting Southern California is a seismically active area. As such, it is subject to seismic hazards from numerous sources in the area. The severity of the potential seismic hazards is related to the geology of the project area, distance to the seismic sources and the magnitudes of the earthquakes generated by the seismic sources. The principal seismic hazards that are generally investigated for most projects in southern California should be considered for design of the tank and access road. These include: the potential for surface rupture along active or potentially active fault traces, the degree of seismic ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 9 - shaking, and the susceptibility to ground failure (liquefaction, lurching, and seismically- induced landslides). The fault classification criteria adopted by the California Geological Survey, formerly the California Division of Mines and Geology, defines Earthquake Fault Zones along active or potentially active faults. The classification system of the Alquist-Priolo Earthquake Fault Zoning Act of 1972 is used in this report. Thus, an active fault is one that has ruptured during Holocene time (the last 11,000 years). A fault that has ruptured during the last 1.6 million years (Quaternary time), but has not been proven by direct evidence to have not moved within Holocene time is considered to be potentially active. A fault that has not moved during both Pleistocene and Holocene time (that is no movement within the last 1.8 million years) is considered inactive. Several faults were observed at the site during the field investigation; however, the faults are not considered active and the project site is not mapped as being within an Alquist-Priolo Earthquake Fault Zone (Hart and Bryant, 1999), therefore the potential for ground rupture as a result of a seismic event is considered low. Earthquakes on the faults in southern California are capable of producing significant shaking at the project site. These faults are described below. 4.5.1 Regional Faults The Whittier – Elsinore Fault Zone Whittier Fault: The Whittier fault is the northwestward extension of the Elsinore fault, a 250-km (155 miles) long fault that is traced from Los Angeles to northern Baja California in Mexico. The Whittier segment is approximately 40 km (25 miles) long, and extends from the Whittier Narrows section of the San Gabriel River southeastward to the Santa Ana River. Although no major historical earthquakes have been attributed to the Whittier fault, studies done by several investigators, most of which included trenching, have documented movement on this fault in the last 11,000 years (Hannan et at., 1979; Leighton 1987; Rockwell et al., 1988; Gath et al., 1992; Patterson and Rockwell, 1993). Slip rates on this fault range from 2.5 to 3 mm/yr (Rockwell et al., 1990; Gath et al., 1992). The estimated maximum earthquake to occur along the Whittier fault segment is Mw 7.0 (Petersen et al., 2008). The fault is classified as a Class A fault by the California Division of Mines and Geology (CDMG, Frankel et al., 2002) and ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 10 - United States Geological Survey (USGS, Petersen et al., 2008). The Whittier fault is about 3 km (2 miles) northeast of the site. Chino-Central Avenue Segment: The Chino-Central Avenue segment is located about 17 km (10.5 miles) northeast of the site. This segment of the fault zone is about 28 km (17 miles) long and accommodates right-lateral displacement with a small portion of reverse movement. The segment extends northward from the intersection of the Whittier fault segment and Glen Ivy segment in the vicinity of Santa Ana Canyon. The estimated slip rate of the Chino-Central Avenue Fault segment is 1.0 mm/yr (Frankel et al., 2002; Petersen et al., 2008). The Chino- Central Avenue Segment is capable of producing an earthquake with an estimated maximum moment magnitude of 6.7. The fault is considered a Class B fault according to USGS (Peterson et al., 2008). Glen Ivy Segment: The Glen Ivy segment of the Elsinore fault zone is approximately 36 km (22 miles) long and extends from near Corona southward to Lake Elsinore. It is located approximately 12 km (8 miles) from the project site. The fault is a right lateral strike slip fault with an estimated slip rate of 5+2 mm/yr (Millman and Rockwell, 1986). The maximum moment magnitude earthquake along the Elsinore-Glen Ivy segment is estimated to be 6.9 (Mw) (Frankel et al., 2002; Petersen et al., 2008). The fault is considered a Class A fault according to CDMG/USGS (Frankel et al., 2002; Petersen et al., 2008). Newport-Inglewood Fault Zone – LA Basin Segment: The LA Basin or Onshore Segment of the Newport-Inglewood Fault Zone is approximately 64 km (40 miles) long, extending southeastward from the Santa Monica fault to Newport Beach where it transitions to the Offshore Segment. The Onshore Segment is a discontinuous zone that is poorly exposed at the surface. The right-lateral, strike- slip fault zone is represented by a series of left-stepping en-echelon anticlines. This segment is located about 31 km (19 miles) from the project site. The estimated slip rate for this segment of the fault is 1.0 +0.5 mm/yr (Freeman et al., 1992; WGCEP, 1995). The maximum moment magnitude earthquake along this segment of the fault has been estimated to be Mw 7.1 (Cao et al., 2003). This segment of the fault is considered a Type B fault by CDMG/USGS (Frankel et al., 2002; Petersen, et al., 2008). San Andreas Fault Zone: The San Andreas fault has been mapped from Cape Mendocino in northern California to an area near the Mexican border, a distance ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 11 - of over 1,000 km (about 625 miles). Its activity is known from historic earthquakes, most notable are the 1857 and 1906 magnitude 8 earthquakes, and from many fault studies, which have shown that the San Andreas offsets, or displaces, recently deposited sediments. The closest segments of the San Andreas fault to the project site are the San Bernardino and Southern segments, which lie approximately 53 km (33 miles) away to the east-northeast. These segments are capable of producing an estimated maximum moment magnitude (Mw) of 7.2 to 7.3 (Frankel et al., 2002; Petersen et al., 2008). Average slip rates along the San Bernardino and Southern segments are between 18 and 30 mm/yr (WGCEP, 1995; Salyards et al., 1992; Sieh, 1984). This fault is considered a Class A fault by the CDMG/USGS (Frankel et al., 2002; Petersen, et al., 2008). 4.5.2 Transverse Ranges Faults There are several faults present along the southern flanks of the Transverse Ranges, which are in close proximity of the project area. Many of these faults have a reverse sense of displacement although a few exhibit left-lateral strike slip. Sierra Madre Fault: The Sierra Madre fault zone includes several fault segments that flank the southern margin of the San Gabriel Mountains, and are responsible for uplifting the mountains as a result of north-south compression of this part of southern California. The San Fernando segment of the Sierra Madre fault, near the city of Sylmar, caused the 1971 Mw 6.6 San Fernando earthquake. The closest segment of the Sierra Madre fault to the site is located about 31 km (19 miles) to the north. This fault segment has a slip rate of ~ 3 mm/yr and an estimated maximum moment magnitude of 7.2 (Frankel et al., 2002; Petersen et al., 2008; Dolan et al., 1995). It is considered a Class B fault by the USGS (Petersen et al., 2008). Cucamonga Fault: The Cucamonga fault is the eastern continuation of the Sierra Madre fault zone. It is located 31 km (19 miles) to the northeast of the project site. This fault has a higher slip rate than the Sierra Madre segment and ruptures more frequently than the adjacent Sierra Madre segment to the west (Petersen and Wesnousky, 1994). The Cucamonga fault has a slip rate of ~ 5 mm/yr and is capable of generating earthquakes of Mw 6.7 (Frankel et al., 2002; Petersen et al., 2008). The fault is considered a Class B fault according to CDMG/USGS (Frankel et al., 2002; Petersen et al., 2008). ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 12 - San Jose Fault: The San Jose fault is a 22-km-long (14 miles) fault that branches southwestward from the Cucamonga-Sierra Madre fault system in the Upland area and continues southwest along the southern boundary of the San Jose Hills. The San Jose fault is located approximately 26 km (16 miles) from the project site. It is a left-lateral strike slip fault with a small amount of reverse movement. The estimated slip rate is ~ 0.5 mm/yr with an estimated maximum moment magnitude earthquake of 6.7 (Frankel et al., 2002; Petersen et al., 2008). The fault is considered a Class B fault by USGS (Petersen et al., 2008). 4.5.3 Blind Thrusts Puente Hills Blind-Thrust Fault: Movement on the Puente Hills blind-thrust fault (PHT) caused the 1987 magnitude 6.0 Whittier Narrows earthquake. The hypocenter of the 1987 event was at depth of approximately 13 km (8 miles) below the San Gabriel Valley. From the hypocentral region, the fault shallows southward towards the surface. The PHT has a subsurface extent of 44 km (27 miles), from west of downtown Los Angeles to near Brea California. This fault does not reach the surface but instead a fold is formed above the fault ramp and is expressed as a fold-scarp at or just below the surface (Shaw and Shearer, 1999; Pratt et al., 2001, Christofferson et al., 2002). To the north of the 1987 hypocenter, the fault flattens and continues beneath the San Gabriel mountains and merges with the Sierra Madre-Cucamonga fault system (Fuis et al., 2001). Buried fold scarps along the Santa Fe Springs segment reveal evidence for 4 major earthquakes (Mw > 7.0) generated by the PHT in the past 11,000 years (Dolan et al., 2003). Late Quaternary slip rates range from 0.3 – 1.1 mm/yr, however minimum Holocene slip rates range from 1.1 to 1.6 mm/yr (Dolan et al, 2003; Frankel et al., 2002). The estimated maximum earthquake on this fault is Mw 6.9. The PHT is considered a Class B fault (Frankel et al., 2002). The closest segment of PHT is located approximately 15 km (9 miles) north of the site. San Joaquin Hills Blind Thrust: The San Joaquin Hills blind-thrust fault is a buried thrust fault underlying the San Joaquin Hills, located in coastal Orange County. These hills are the surface expression of an anticline generated by uplift due to movement on the San Joaquin Hills blind-thrust fault. Measurements of uplifted ancient marsh deposits and a shoreline suggest that the last large earthquake (Mw on this fault was less than 400 years ago (Grant et al., 2002). Estimated slip rates are between 0.4 and 0.7 mm/yr (Grant et al., 1999). This fault is considered a Class B fault by USGS (Petersen et al., 2008) ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 13 - 4.5.4 Local Faults Peralta Hills Fault: The Peralta Hills fault is an east-west trending, north-dipping reverse fault located on the south side of the Peralta Hills, 2 km (1 mile) from the project site. Mapping by Schoellhamer et al. (1981) and Morton et al. (1976) describe this fault as placing Miocene Puente Formation over Quaternary alluvial deposits (Wills, 1988). The fault has been investigated by various consultants, however, sufficient evidence for movement in the last 11,000 years has not yet been found (Wills, 1988). The Peralta Hills fault is not considered an active fault and is classified as potentially active by the California State Geological Survey (Wills, 1988). El Modeno Fault: The El Modeno fault is a northeast trending, southwest dipping normal fault mapped for 10 to 18 km (6.2 to 11 miles) from Peter’s Canyon Wash to Burruel Ridge. The El Modeno fault is poorly defined, as it is covered by Quaternary alluvium for much of its length. Evidence for Holocene activity has not yet been found for this fault and is defined as a potentially active fault at this time. It is unclear to what extent the Peralta Hills fault and the El Modeno faults interact near Burruel Ridge. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 14 - 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General The discussions, conclusions, and recommendations presented in the following sections are based on the information provided to us by the project design team, our understanding of the proposed development, review of available reports (see Appendix field and laboratory studies, analyses, and our professional judgment. It is our opinion that the site is suitable for the proposed development from a geotechnical standpoint, provided the recommendations outlined in this report are implemented. Note that the conclusions and recommendations section of this report are based on subsurface conditions as interpreted from limited exploratory borings and trenches, and should be reviewed and verified during site grading, and revised accordingly if exposed geotechnical conditions vary from our preliminary findings and interpretations. We understand that the provisions of the 2010 CBC and ACI 350 are applicable to this project. Should conflict arise between the following recommendations and/or the project specifications, the engineer of record should be consulted to determine the more appropriate method. 5.2 Seismic Hazards The site is located in a highly seismically active region of southern California. The Whittier and Chino Faults are located approximately 3 km (2 miles) north/northeast and approximately 7.5 km (5 miles) north of the site, respectively. The Cucamonga Thrust Fault is the closest CBC 2010 Class A fault to the site that is approximately 31 km (20 miles) from the site. The major contributing faults to the site seismic exposure are listed in Table 1. Therefore, strong ground shaking could potentially occur during the design lifetime of the structure. ---PAGE BREAK--- MWH-11-001 Hushmand Associates, Inc. Irvine Office Table 1 – Characterization of Faults Considered Significant to Seismic Shaking Hazard at Windy Ridge Reservoir Site FAULT NAME APPROXIMATE DISTANCE FROM SITE (km)* FAULT LENGTH (km) FAULT DIP SLIP RATE (mm/yr) STYLE OF FAULTING MAGNITUDE OF MAXIMUM EARTHQUAKE (Mw) AGE/EVIDENCE OF LATEST SURFICIAL FAULTING SEISMOGENIC DEPTH (km) FAULT CLASS (USGS OFR 2008-1128) Regional Faults Elsinore Fault Zone Whittier 3 38 4 75 NE 2.5 0.5 Right Lateral Strike Slip 6.8 Late Quaternary NW of Brea Canyon 0-15 A Elsinore-Glen Ivy 12 36 4 90 5.0 1.0 Right Lateral Strike Slip 6.8 Late Quaternary; Holocene 0-15 A Chino-Central Avenue 7.5 28 3 60-65 SW 1.0 0.5 Right Lateral Reverse Oblique 6.7 Late Quaternary 0-15 B San Jose Fault 26 20 2 75 NW 0.5 0.25 Left Lateral Reverse 6.4 Late Quaternary 0-13 B Newport-Inglewood Fault Zone N-I L.A. Basin 31 66 7 90 1.0 0.25 Right Lateral Strike Slip 7.1 Holocene (North Branch); Late Quaternary 0-13 B Transverse Ranges Faults Sierra Madre Fault Zone 31 57 6 45 NE 2.0 ± 0.5 Reverse 7.2 Holocene 0-13 B Cucamonga Fault 31 28 3 45 5.0 ± 1.0 Reverse 6.9 Holocene 0-18 B Local Faulting, Blind Thrusts and Other Faults Puente Hills Thrust 15 44 4 25 N 0.7 0.2 Blind Reverse 7.1 Late Pleistocene (1997 Whittier Narrows Earthquake) 5-13 B San Joaquin Hills 20 27 3 23 SW 0.5 0.1 Blind Reverse 6.6 Late Quaternary 2-8 B San Andreas Fault Zone-San Bernadino Segment 53 103 10 90 24 3.0 Right Lateral Strike Slip 7.5 Holocene 0-12 A *Distance is based on the closest distance to subsurface rupture. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 16 - Five free field strong motion stations exist in the vicinity (within 20 km, 12.5 miles) of the site. The historical earthquakes recorded by the free field strong motion stations with a similar geology in the vicinity of the site are summarized in Table 2 on the following page. Strong motion records from these stations extend back in time to include the 1971 San Fernando Earthquake. The maximum-recorded peak horizontal ground acceleration (PHGA) by a nearby strong motion station is 0.32g, which was measured by Brea Dam Strong Motion Station during the 1987 Whittier Narrows Earthquake. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 17 - Table 2. Summary of Historic Earthquakes Recorded by Strong Motion Stations at Distances Less than 20 Km from the Site Strong Motion Station Site Geology(1) Distance from Site (km) Location Earthquake Acceleration Lat. Long. H1 H2 V Brea Dam – Q 19.4 33.889N 117.926W 1987 Whittier Narrows (40) 0.17 (130) 0.32 0.09 1994 Northridge 0.12 0.19 0.05 Brea – 200 S Flower Ave. Q 13.0 33.916N 117.896W 1987 Whittier Narrows (20) 0.11 (290) 0.1 1994 Northridge 0.10 0.11 0.04 1992 Landers 0.04 0.04 0.02 Orange County Reservoir Abutment – Brea T 12.8 33.935N 117.883W 1987 Whittier Narrows (90) 0.20 (360) 0.20 0.12 1994 Northridge 0.12 0.11 0.05 Anaheim – Francis S Key SCH – 2000 W Ball Road Q 15.9 33.817N 117.951W 1986 Oceanside 0.01 (90) 0.02 0.01 1987 Whittier Narrows 0.07 0.05 0.06 1992 Landers 0.02 0.04 0.02 1994 Northridge 0.08 0.07 0.05 Brea – Carbon Canyon Dam – Left Abutment T 9.6 33.916N 117.842W 1971 San Fernando (40) 0.07 (130) 0.07 0.05 1987 Whittier Narrows 0.16 0.21 0.06 1994 Northridge 0.10 0.12 0.03 Q: Quaternary, Vs 333 m/s; T: Tertiary, Vs 406 m/s; Reference: Park and Elrick (1998). Directions of the measured horizontal motions are recorded in the parenthesis. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 18 - A Probabilistic Seismic Hazard Analysis (PSHA) was performed, using the computer program EZFRISK Version 7.62 (Risk Engineering, Inc., 2012) to evaluate the likelihood of various ground motion levels at the site as reflected in PHGA and horizontal Acceleration Response Spectra (ARS). This approach takes into account historical seismicity, the geological slip rate of all active faults within 200 km (125 miles) of the site as described in Section 4.5, and the site response characteristics. A fault map showing the seismic sources and their proximity to the site is presented on Figure 3. The PSHA results, represented by the site PHGA and ARS, correspond to the anticipated response at a free field ground motions are not influenced by the presence of a structure, topographic features, or ground failure). The site coordinates are N33.8435o and W117.7229o as shown on Figure 1. The proposed reservoir will be constructed on the Tertiary Vaqueros-Sespe Formation. Based on the measured seismic wave velocities in vicinity of the reservoir, the soil profile falls within SC soil profile (Vs30 ~ 1366 fps) per 2010 CBC definition in Table 1613A.5.2 for the upper 100 feet of bedrock. Therefore, the SC (Stiff Soil/Soft Rock) soil profile is considered in our analyses. The attenuation relationships by Abrahamson and Silva (2008), Boore and Atkinson (2008), Campbell and Bozorgnia (2008), and Chiou and Youngs (2008) were utilized in the following analyses. An average shear-wave velocity (VS30) of 416 meters per second (1,366 feet per second) for the upper 100 feet of soil was used based on the measured shear wave velocities reported by Goffman, McCormick & Urban (GMU, 1990). The average of these attenuation relationship results is utilized in the rest of our analyses. These attenuation relationships are based on the geometric mean of the peak horizontal ground accelerations. Directivity effects were applied to the design ARSs to estimate the site-specific design ARSs including the near-fault effects using procedures recommended by Somerville et al. (1997) and Abrahamson (2000). Figure 4 illustrates the 5-percent damped site-specific Maximum Considered Earthquake (MCE) and Design Basis Earthquake (DBE) ARSs for this site. The site-specific response spectra are obtained based on the concept of the uniform risk spectra that gives the same probability of exceedance for all frequencies. The CBC 2010 requirements are also presented on this figure. The digitized values of the average horizontal site-specific response spectra are tabulated in Table 3. The convective period of reservoir oscillation is ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 19 - approximately 10 seconds for the reservoir based on information obtained from MWH. Therefore, the horizontal ARSs were extended to a period of 10 seconds. Three earlier attenuation relationships by Abrahamson and Silva (1997); Rock Sites, Bozorgnia et al. (1999); Soft Rock Sites, and Campbell and Bozorgnia (2003) offer procedures for evaluating the vertical response spectra. Therefore, these attenuation relationships were utilized to derive the probabilistic horizontal and vertical ARSs for 2 percent probability of exceedance in 50 years. The ratios of vertical to horizontal ARSs for different periods were applied to the site-specific DBE and MCE horizontal ARSs to develop the vertical DBE and MCE ARSs. This process and the site-specific vertical acceleration response spectra are presented in Table 4 and Figure 5. ARSs for 0.5-percent damping ratio were also determined based on the 5-percent damped ARSs, utilizing recommended procedures by Idriss (1993). Figure 6 illustrates the 0.5- and 5-percent damped design ARSs associated with horizontal and vertical directions for the two DBE and MCE design events. The ARS values for 0.5% damping ratio are also tabulated in Table 5. In summary, design values for horizontal, vertical, 5% and 0.5% damping acceleration response spectra are provided in Tables 3 through 5, respectively. ---PAGE BREAK--- TABLE 3 - SITE SPECIFIC GROUND MOTION HAZARD ANALYSIS HORIZONTAL ACCELERATION RESPONSE SPECTRA WITH 5% DAMPING AND DIRECTIVITY, FAULT NORMAL COMPONENT WINDY RIDGE RESERVOIR Utilized Software: EZFRISKP 7.62 Deterministic Seismic Hazard Analysis Probabilistic Seismic Hazard Analysis Fractile: 0.5 (50 Percentile) Average Return Period: 2475 year Controlling Fault: Elsinore (W+GI+T+J+CM) Column No. Column No. 1 2 3 4 5 6 7 8 9 10 11 12 Period Mean Abrahamson & Silva Boore-Atkinson Campbell-Bozorgnia Chiou-Young Period Mean Abrahamson & Silva Boore-Atkinson Campbell-Bozorgnia Chiou-Young 2008 2008 2008 2008 2008 2008 2008 2008 (sec) NGA NGA NGA NGA (sec) NGA NGA NGA NGA 0.01 0.48 0.48 0.46 0.43 0.57 0.7266 0.01 0.76 0.73 0.76 0.68 0.86 0.03 0.53 0.52 0.50 0.46 0.62 0.789 0.03 0.83 0.78 0.84 0.74 0.97 0.05 0.59 0.55 0.57 0.54 0.72 0.89175 0.05 0.99 0.87 0.97 0.90 1.14 0.08 0.71 0.64 0.71 0.61 0.87 1.06185 0.08 1.20 1.07 1.21 1.12 1.36 0.1 0.81 0.74 0.81 0.69 1.02 1.221 0.1 1.39 1.24 1.40 1.31 1.60 0.2 1.04 1.01 0.98 0.87 1.30 1.563 0.2 1.77 1.66 1.75 1.62 2.03 0.3 1.07 1.07 1.00 0.89 1.30 1.599 0.3 1.70 1.68 1.67 1.54 1.93 0.4 1.02 1.05 0.93 0.89 1.20 1.524 0.4 1.57 1.57 1.55 1.46 1.68 0.5 0.95 0.97 0.82 0.92 1.08 1.41945 0.5 1.41 1.41 1.38 1.38 1.46 0.6 0.88 0.90 0.77 0.88 0.98 1.3227 0.6 1.26 1.27 1.24 1.24 1.30 0.7 0.86 0.86 0.76 0.88 0.94 1.28925 0.7 1.15 1.15 1.14 1.13 1.18 0.8 0.83 0.82 0.73 0.87 0.90 1.23945 0.8 1.05 1.04 1.04 1.04 1.08 0.9 0.79 0.78 0.68 0.85 0.85 1.18305 0.9 0.96 0.94 0.95 0.95 1.00 1 0.76 0.74 0.64 0.83 0.82 1.13385 1 0.88 0.86 0.86 0.87 0.92 1.5 0.66 0.59 0.60 0.77 0.67 0.9885 1.5 0.62 0.57 0.66 0.62 0.64 2 0.57 0.50 0.54 0.70 0.55 0.85425 2 0.47 0.42 0.51 0.48 0.47 2.5 0.52 0.44 0.54 0.64 0.47 0.7857 2.5 0.38 0.34 0.42 0.40 0.38 3 0.49 0.40 0.55 0.60 0.43 0.7413 3 0.33 0.29 0.36 0.34 0.32 3.5 0.46 0.37 0.52 0.57 0.38 0.6891 3.5 0.29 0.25 0.31 0.31 0.27 4 0.43 0.34 0.49 0.54 0.35 0.6423 4 0.25 0.22 0.27 0.28 0.24 4.5 0.40 0.31 0.45 0.52 0.30 0.59295 4.5 0.23 0.20 0.25 0.27 0.21 5 0.37 0.28 0.42 0.49 0.27 0.5475 5 0.21 0.17 0.23 0.25 0.18 6 0.31 0.23 0.37 0.44 0.21 0.468 6 0.17 0.14 0.19 0.21 0.13 7 0.27 0.20 0.34 0.40 0.17 0.41025 7 0.14 0.12 0.16 0.18 0.10 8 0.24 0.17 0.27 0.36 0.13 0.35265 8 0.12 0.10 0.13 0.16 0.08 9 0.20 0.15 0.20 0.34 0.11 0.2994 9 0.10 0.08 0.10 0.14 0.06 10 0.17 0.13 0.16 0.32 0.09 0.26025 10 0.09 0.07 0.08 0.13 0.05 2010 CBC Code Values Deterministic Lower Bond SS = 1.591 SS = 1.5 S1 = 0.6 S1 = 0.6 Fa = 1 Fa = 1 Fv = 1.3 Fv = 1.5 SMS = 1.591 SMS = 1.5 SM1 = 0.780 SM1 = 0.9 SDS = 1.061 T0 = 0.12 SD1 = 0.520 TS = 0.6 T0 = 0.098 TS = 0.490 TL = 8.0 DESIGN SPECTRA Column No. Column No. Column No. 13 14 14 16 17 18 19 20 21 22 Period (sec) Sa 80% Sa Period (sec) Sa Period DSHA Check for Code LB Site Specific MCE ARS Check w/ 80% Code DESIGN ARS 0 0.42 0.34 0 1.50 Max (1.5*Col2, Col 17) Min (Col 19, Col 8) Max (2/3*Col 27, Col 21) 0.01 0.49 0.39 0.01 1.50 (sec) 0.03 0.62 0.50 0.03 1.50 0.01 1.50 0.76 0.50 0.50 0.05 0.75 0.60 0.05 1.50 0.03 1.50 0.83 0.56 0.56 0.08 0.91 0.73 0.08 1.50 0.05 1.50 0.99 0.66 0.66 0.098 1.06 0.85 0.1 1.50 0.08 1.50 1.20 0.80 0.80 0.1 1.06 0.85 0.2 1.50 0.1 1.50 1.39 0.93 0.93 0.2 1.06 0.85 0.3 1.50 0.2 1.56 1.56 1.04 1.04 0.3 1.06 0.85 0.4 1.50 0.3 1.60 1.60 1.07 1.07 0.4 1.06 0.85 0.5 1.50 0.4 1.52 1.52 1.02 1.02 0.490 1.06 0.85 0.6 1.50 0.5 1.50 1.41 0.94 0.94 0.5 1.04 0.83 0.7 1.29 0.6 1.50 1.26 0.84 0.84 0.6 0.87 0.69 0.8 1.13 0.7 1.29 1.15 0.76 0.76 0.7 0.74 0.59 0.9 1.00 0.8 1.24 1.05 0.70 0.70 0.8 0.65 0.52 1 0.90 0.9 1.18 0.96 0.64 0.64 0.9 0.58 0.46 1.5 0.60 1 1.13 0.88 0.59 0.59 1 0.52 0.42 2 0.45 1.5 0.99 0.62 0.42 0.42 1.5 0.35 0.28 2.5 0.36 2 0.85 0.47 0.32 0.32 2 0.26 0.21 3 0.30 2.5 0.79 0.38 0.26 0.26 2.5 0.21 0.17 3.5 0.26 3 0.74 0.33 0.22 0.22 3 0.17 0.14 4 0.23 3.5 0.69 0.29 0.19 0.19 3.5 0.15 0.12 4.5 0.20 4 0.64 0.25 0.17 0.17 4 0.13 0.10 5 0.18 4.5 0.59 0.23 0.15 0.15 4.5 0.12 0.09 6 0.15 5 0.55 0.21 0.14 0.14 5 0.10 0.08 7 0.13 6 0.47 0.17 0.11 0.11 6 0.09 0.07 8 0.11 7 0.41 0.14 0.09 0.09 7 0.07 0.06 9 0.10 8 0.35 0.12 0.08 0.08 8 0.07 0.05 10 0.09 9 0.30 0.10 0.07 0.07 9 0.05 0.04 10 0.26 0.09 0.06 0.06 10 0.04 0.03 ---PAGE BREAK--- TABLE 4 - SITE SPECIFIC GROUND MOTION HAZARD ANALYSIS VERTICAL ACCELERATION RESPONSE SPECTRA WITH 5% DAMPING WINDY RIDGE RESERVOIR Utilized Software: EZFRISKP 7.62 Probabilistic Seismic Hazard Analysis Probabilistic Seismic Hazard Analysis Average Return Period: 2475 year Average Return Period: 2475 year VERTICAL ARS HORIZONTAL ARS Column No. Column No. 1 2 3 4 5 6 7 8 9 10 Period Mean Abrahamson & Silva Campbell-Bozorgnia Campbell-Bozorgnia Period Mean Abrahamson & Silva Campbell-Bozorgnia Campbell-Bozorgnia 1997, Rock 1997, Soft Rock 2003 1997, Rock 1997, Soft Rock 2003 (sec) (sec) 0.01 0.75 0.88 0.79 0.53 1.1175 0.01 0.80 0.92 0.75 0.73 0.03 1.03 1.19 1.11 0.69 1.5435 0.03 0.89 1.02 0.90 0.72 0.05 1.34 1.82 1.29 0.78 2.0055 0.05 1.04 1.26 0.99 0.72 0.08 1.68 2.09 1.84 1.02 2.5155 0.08 1.25 1.56 1.19 0.84 0.1 1.73 2.00 2.02 1.12 2.5905 0.1 1.44 1.82 1.39 0.98 0.2 1.26 1.27 1.46 1.03 1.8855 0.2 1.84 2.31 1.63 1.43 0.3 0.94 0.92 1.04 0.86 1.40685 0.3 1.65 2.00 1.43 1.52 0.4 0.75 0.74 0.81 0.72 1.1298 0.4 1.45 1.64 1.30 1.41 0.5 0.65 0.60 0.67 0.67 0.9741 0.5 1.32 1.39 1.22 1.36 0.6 0.57 0.53 0.59 0.58 0.85725 0.6 1.21 1.23 1.10 1.29 0.7 0.52 0.48 0.54 0.52 0.774 0.7 1.12 1.09 1.02 1.24 0.8 0.48 0.42 0.51 0.49 0.71595 0.8 1.05 0.99 0.94 1.19 0.9 0.45 0.38 0.49 0.47 0.67905 0.9 0.99 0.91 0.88 1.12 1 0.43 0.35 0.47 0.46 0.651 1 0.93 0.83 0.83 1.07 1.5 0.32 0.24 0.37 0.34 0.4845 1.5 0.68 0.56 0.60 0.82 2 0.24 0.18 0.25 0.26 0.35835 2 0.50 0.42 0.44 0.61 2.5 0.19 0.15 0.20 0.20 0.2781 2.5 0.37 0.31 0.33 0.46 3 0.15 0.12 0.16 0.16 0.22215 3 0.29 0.24 0.25 0.36 3.5 0.12 0.11 0.13 0.12 0.18015 3.5 0.23 0.19 0.21 0.27 4 0.10 0.10 0.11 0.10 0.1536 4 0.18 0.16 0.17 0.21 4.5 0.09 0.09 0.10 0.08 0.13731 4.5 0.16 0.13 0.15 0.19 5 0.08 0.08 0.09 0.08 0.12414 5 0.14 0.11 0.14 0.16 6 0.06 0.06 0.06 0.05 0.08628 6 0.10 0.08 0.10 0.11 7 0.04 0.04 0.05 0.04 0.0621 7 0.07 0.06 0.07 0.09 8 0.03 0.03 0.03 0.03 0.04671 8 0.06 0.04 0.06 0.07 9 0.02 0.02 0.03 0.02 0.037275 9 0.04 0.03 0.04 0.05 10 0.02 0.02 0.02 0.02 0.031035 10 0.03 0.03 0.03 0.04 RATIO OF VERTICAL ARS TO HORIZONTAL ARS VERTICAL DESIGN ARS Column No. Column No. 11 12 13 14 15 16 Period Mean Period Vertical MCE Vertical DBE Col 2/ Col 3/ Col 8 Col 4/ Col 9 Col 5/Col 10 ARS ARS (sec) Col7 (sec) Col 11*(Hor. ARS) Col 11*(Hor. ARS) 0.01 0.93 0.96 1.05 0.72 0.01 0.70 0.47 0.03 1.16 1.17 1.23 0.96 0.03 0.96 0.64 0.05 1.28 1.44 1.31 1.08 0.05 1.27 0.84 0.08 1.34 1.34 1.54 1.22 0.08 1.61 1.07 0.1 1.20 1.10 1.46 1.14 0.1 1.67 1.11 0.2 0.68 0.55 0.90 0.72 0.2 1.07 0.71 0.3 0.57 0.46 0.72 0.56 0.3 0.91 0.61 0.4 0.52 0.45 0.62 0.51 0.4 0.79 0.53 0.5 0.49 0.43 0.55 0.49 0.5 0.69 0.46 0.6 0.47 0.43 0.54 0.45 0.6 0.59 0.40 0.7 0.46 0.44 0.53 0.42 0.7 0.53 0.35 0.8 0.45 0.43 0.54 0.41 0.8 0.48 0.32 0.9 0.46 0.42 0.55 0.42 0.9 0.44 0.29 1 0.47 0.42 0.57 0.43 1 0.41 0.27 1.5 0.48 0.43 0.61 0.41 1.5 0.30 0.20 2 0.48 0.44 0.58 0.43 2 0.23 0.15 2.5 0.50 0.47 0.61 0.44 2.5 0.19 0.13 3 0.51 0.51 0.62 0.43 3 0.17 0.11 3.5 0.53 0.56 0.62 0.44 3.5 0.15 0.10 4 0.57 0.62 0.65 0.46 4 0.14 0.10 4.5 0.58 0.67 0.67 0.46 4.5 0.13 0.09 5 0.59 0.71 0.67 0.46 5 0.12 0.08 6 0.57 0.71 0.65 0.46 6 0.10 0.06 7 0.57 0.70 0.64 0.44 7 0.08 0.05 8 0.56 0.70 0.62 0.43 8 0.07 0.04 9 0.57 0.71 0.64 0.44 9 0.06 0.04 10 0.60 0.73 0.67 0.47 10 0.05 0.03 ---PAGE BREAK--- TABLE 5 - SITE SPECIFIC GROUND MOTION HAZARD ANALYSIS ACCELERATION RESPONSE SPECTRA WITH 0.5% DAMPING WINDY RIDGE RESERVOIR Period Horizontal MCE Vertical MCE Horizontal DBE Vertical DBE ARS ARS ARS ARS (sec) 0.01 0.76 0.70 0.50 0.47 0.03 0.83 0.96 0.56 0.64 0.08 1.80 2.41 1.20 1.61 0.10 2.37 2.85 1.58 1.90 0.15 2.70 2.51 1.80 1.67 0.2 2.94 1.71 1.96 1.14 0.3 3.01 1.48 2.00 0.99 0.4 2.83 1.28 1.88 0.85 0.5 2.57 1.09 1.72 0.72 0.75 1.91 0.87 1.28 0.58 1 1.48 0.69 0.98 0.46 1.5 1.02 0.48 0.68 0.32 2 0.76 0.36 0.51 0.24 3 0.52 0.26 0.35 0.17 4 0.40 0.23 0.27 0.15 5 0.33 0.20 0.22 0.13 6 0.29 0.18 0.19 0.12 7 0.25 0.16 0.17 0.11 8 0.22 0.15 0.15 0.10 9 0.20 0.14 0.14 0.09 10 0.19 0.13 0.12 0.08 + ARS: Acceleration Response Spectra NOTE: Spectral coordinates for damping ratios other than 0.5% damping between 6 to 12 seconds were extrapolated from the 4 and 5 seconds spectral accelerations utilizing 10^{(Log(Tt)-Log(T5))*(Log(ARS4)-Log(ARS5))/(Log(T4)-Log(T5))+Log(ARS5)}. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 23 - 5.2.1 Fault Rupture Hazard No known active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Hart and Bryant, 1999). Therefore, fault rupture hazard potential is considered low. The nearest mapped segment of the Whittier Fault is approximately 3 km (2 miles) north/northeast of the site. 5.2.2 Liquefaction Liquefaction of saturated noncohesive soil due to the buildup of excess pore pressure has been a major cause of damage during past earthquakes. Liquefaction occurs due to a cyclic loading or vibration when an increase of pore fluid pressure in the soil leads to a lower effective confining pressure. The occurrence and severity of this phenomenon depend on many variables, such as the level and the duration of vibration, the relative density or looseness of the soil, previous strain history, grain characteristic, aging under sustained load, lateral earth pressure (Ko) or stress state of soil elements, over consolidation of soil, and boundary conditions of soil layers. The liquefaction potential is considered low for the this site based on the unsaturated soil condition, cementation and bedrock nature of the subsurface material. The site is not located in a liquefaction prone area as shown on the Seismic Hazard Zone map for the Black Star Canyon Quadrangle (CGS, 2001). 5.2.3 Lateral Spread Empirical relationships have been derived by Youd and others (Youd, 1993; Bartlett and Youd, 1995; and Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. The susceptibility to earthquake-induced lateral spread is considered low for the site because of the low susceptibility to liquefaction. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 24 - 5.2.4 Earthquake-Induced Settlement Granular soils tend to densify when subjected to shear strains induced by ground shaking during earthquakes. Simplified methods proposed by Tokimatsu and Seed (1987) and Ishihara and Yoshimine (1992) involving SPT N-values were used to estimate earthquake-induced soil settlement. Potential for liquefaction-induced settlements at the site is considered low due to the bedrock nature of the subsurface material. The compaction of roadway fill soils under cyclic loading are estimated to be less than 1 and ½ inch of total and differential settlements, respectively. 5.2.5 Earthquake-Induced Landslide Seismically-induced landslide occurs when shaking from an earthquake causes pre- existing landslides to reactivate or triggers new landslides along planes of weakness. Areas of potential seismically-induced landsliding are illustrated on the Seismic Hazard Map for the Black Star Canyon quadrangle (CGS, 2001). Both the Seismic Hazard Map and the Seismic Hazard Zone Report for the Black Star Canyon 7.5-minute Quadrangle were reviewed for this study (CGS, 2000 and 2001). The surrounding ascending natural slopes to the existing reservoir coincide with areas of potentially seismically-induced landslide delineated on the map and discussed in the report. Evaluation of the slopes, not affecting the reservoir, was not part of the scope of work for this investigation. 5.2.6 Lurching Lurching is the relative displacement of adjacent land surfaces during an earthquake. As the seismic motion encounters a cliff or bluff, a stream bank, or even a fill slope at the nearly right angles it may cause displacement of the material in the unsupported direction (Richter, 1958). Lurching may also be caused by liquefaction of a zone beneath the otherwise intact surface. Visible evidence of lurching includes ground cracking and fissuring generally in a relatively parallel fashion to a stream bank or slope face. Ground cracking caused by lurching is not related to the fault rupture. Ground lurching may occur along the slopes around the proposed water tank and roadway fill slopes, depending on the direction of ground motion. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 25 - 5.2.7 Tsunamis Tsunamis are tidal waves generated in large bodies of water by fault displacement or major ground movement. Based on the location of the site, tsunamis will not be a potential hazard to this site. 5.2.8 Seiches Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Under certain circumstances, a seiche could occur within the water tank. 5.3 Foundations Based on the information provided by MWH, a conventional shallow foundation system consisting of ring and spread footings will be used for the proposed water tank. Geotechnical design parameters for shallow foundations are presented in this section. Our exploration and review of the subsurface conditions of the site indicates that the proposed reservoir site is located east of an inactive fault zone with a generally fractured and distorted subsurface condition. Some of fractures were filled with clay gouge; however, the clay gouge layers were not thick and generally less than 1 to 2 inches. To reduce the effect of non-uniformity of subsurface soils, we recommend the tank and its foundation be supported on at least 3 feet of engineered fill. The construction of the engineered fill blanket under the tank should also allow the installation of an underdrain system consisting of open-grade aggregate and drain pipes. The project Civil Engineer should detail the design of the underdrain system. Bearing Capacity - The water tank’s perimeter and interior footings should be at least 2 feet wide and embedded a minimum of 24 inches below the lowest adjacent grade. For designing the foundation, a net allowable bearing pressure of 2,500 pounds per square foot (psf) may be used. The net bearing pressure may be increased by 300 psf and 500 psf for every additional foot increase in footing width and depth, respectively, up to a maximum value of 5,000 psf. Shallow foundations consisting of spread and continuous footings outside the water tank should be embedded at least 12 inches below the lowest adjacent final grade and should be placed on a minimum of 2-foot-thick engineered fill. For designing the foundation, a ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 26 - net allowable bearing pressure of 2,000 psf may be used. The net bearing pressure may be increased by 150 psf and 300 psf for every additional foot increase in footing width and depth, respectively, up to a maximum value of 4,000 psf. We recommend that spread footings and wall footings have a minimum width of 2 feet and 1.5 feet, respectively. Shallow footings will resist lateral loads primarily through base friction. Base coefficient of friction of 0.45 may be used to estimate the base lateral resistance. The bearing capacity and base coefficient of friction may be increased by one-third for transient loading conditions, such as wind or seismic, assuming that passive earth pressures are not included in the lateral resistance computation. Settlement - The reservoir pad will be a cut lot with a minimum of 50 feet of excavation in the Vaqueros-Sespe formation bedrock. The bedrock is expected to heave after excavation due to removal of the overburden and settle recompression) under the weight of the reservoir during construction and filling. The heave and settlement of the bedrock are expected to occur shortly after excavation and reservoir construction since the bedrock is unsaturated sandstone. We expect a maximum total and differential settlements of approximately ¾ inches and ½ inches, respectively, for the proposed reservoir loads. 5.4 CBC Site Factor The seismic design coefficients based on Chapter 16 of the 2010 CBC are listed in Table 6. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 27 - Table 6. 2010 CBC Site Categorization and Site Coefficients Categorization/Coefficient Design Value Soil Profile Type (Table 1613.5.2) SC Seismic Source Name Elsinore-Whittier Fault Distance to Seismic Source (kilometers) ~ 3 Short Period Spectral Acceleration Ss 1.59 1-sec. Period Spectral Acceleration S1 0.60 Site Coefficient Fa (Table 1613.5.3(1)) 1.0 Site Coefficient Fv (Table 1613.5.3(2)) 1.3 Short Period MCE* Spectral Acceleration SMS 1.59 1-sec. Period MCE Spectral Acceleration SM1 0.78 Short Period Design Spectral Acceleration SDS 1.06 1-sec. Period Design Spectral Acceleration SD1 0.52 * MCE: Maximum Considered Earthquake Values Obtained from USGS Earthquake Hazards Program website, http://earthquake.usgs.gov/research/hazmaps/design/, based on the ASCE7-05 and 2006 International Building Code and site coordinates of N33.8436o and W117.7229o. In accordance with the 2010 CBC, the peak horizontal ground acceleration (PHGA) at the site for the Design Earthquake, as defined by 2010 CBC (SDS/2.5), is 0.42g. 5.5 Soil Corrosivity One sample from vicinity of the proposed reservoir pad was submitted to an analytical laboratory for pH, soluble sulfate and chloride content testing. The results of the tests are summarized in Table 7. Table 7. Results of Corrosivity Testing Boring No. Depth (feet) Chloride (mg/kg) Sulfate (mg/kg) pH Resistivity (ohm-cm) Estimated Corrosivity Based on Resistivity Estimated Corrosivity Based on Sulfates B-2 45 3.7 2.3 8.5 9,470 Mildly Negligible Note: mg/kg = milligrams per kilogram, ND: Non-Detect, NM: Not Measured Many factors can affect the corrosion potential of soil including moisture content, resistivity, permeability, pH, as well as chloride and sulfate concentration. In general, soil resistivity, which is a measure of how easily electrical current flows through soils, is the most influential factor. Based on the findings of studies presented in ASTM STP 1013 titled “Effects of Soil Characteristics on Corrosion” (February, 1989), the ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 28 - approximate relationship between soil resistivity and soil corrosiveness was developed as shown in Table 8 below. Table 8. Relationship Between Soil Resistivity and Soil Corrosivity Soil Resistivity (ohm-cm) Classification of Soil Corrosiveness 0 to 900 Very Severe Corrosion 900 to 2,300 Severely Corrosive 2,300 to 5,000 Moderately Corrosive 5,000 to 10,000 Mildly Corrosive 10,000 to >100,000 Very Mildly Corrosive Chloride and sulfate ion concentrations, and pH appear to play secondary roles in affecting corrosion potential. High chloride levels tend to reduce soil resistivity and break down otherwise protective surface deposits, which can result in corrosion of buried metallic improvements or reinforced concrete structures. Sulfate ions in the soil can lower the soil resistivity and can be highly aggressive to Portland Cement Concrete by combining chemically with certain constituents of the concrete, principally tricalcium aluminate. This reaction is accompanied by expansion and eventual disruption of the concrete matrix. A potentially high sulfate content could also cause corrosion of the reinforcing steel in concrete. The 2010 CBC, referring to ACI 318, provides requirements for concrete exposed to sulfate-containing solutions as summarized in Table 9. Table 9. Relationship Between Sulfate Concentration and Sulfate Exposure Water-Soluble Sulfate (SO4) in soil, ppm Sulfate Exposure 0 to 1,000 Negligible 1,000 to 2,000 Moderate1 2,000 to 20,000 Severe over 20,000 Very Severe 1 seawater Acidity is an important factor of soil corrosivity. The lower the pH (the more acidic the environment), the higher the soil corrosivity will be with respect to buried metallic structures. As soil pH increases above 7 (the neutral value), the soil is increasingly more alkaline and less corrosive to buried steel structures due to protective surface films which ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 29 - form on steel in high pH environments. A pH between 5 and 8.5 is generally considered relatively passive from a corrosion standpoint. As shown in Table 7, the measured soil resistivity result was 9,470 ohm-centimeters. The field resistivity results shown in Table 7 and the resistivity correlations presented in Table 8 indicate that the corrosion potential to buried metallic improvements may be characterized as mildly corrosive. Based on the CBC 2010 requirements, in our opinion, sulfate exposure to Portland Cement Concrete (PCC) may be considered negligible for the sampled native subsurface materials. Our recommendations are based on limited laboratory testing. We recommend that additional sampling and analysis be conducted during the final stages of site grading and within the proposed roadway fill to provide a complete assessment of soil corrosivity for the reservoir and utilities within the access road. Our firm does not practice corrosion engineering; therefore, we recommend that a qualified corrosion engineer to evaluate the general corrosion potential of the onsite soils and any impact on the proposed project. 5.6 Slabs-On-Grade (Non Structural Slabs) Conventional slabs-on-grade should by supported on a minimum of a 2-foot-thick layer of engineered fill. We recommend the slabs be at least 5 inches thick and reinforced with No. 4 rebars spaced at a maximum of 16 inches in each direction. The slabs should be designed by the civil/structural engineer. Moisture sensitive slabs should be underlain by a visqueen interbedded at a minimum of 4 inches 2 inches above and 2 inches below) of select sand. The visqueen should be overlapped a minimum of 4 inches and have a minimum thickness of 10 mils. Adjacent visqueen panels should be properly taped and tucked at edges and utility conduits to prevent moisture intrusion. A base coefficient of friction should not be applied to slab- on-grade wherever visqueen is underlying the slab. The gradation of the select sand should generally meet the following guidelines: ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 30 - Sieve Size Percent Passing 3/8-inch 100 No. 4 95 to 100 No. 16 55 to 75 No. 50 10 to 25 No. 200 0 to 5 5.7 Retaining/Below Grade Walls and Lateral Earth Pressures Retaining walls should be designed to resist lateral earth pressures with equivalent fluid pressures as illustrated on Figure 7 for walls free to rotate (freestanding walls) and restrained (basement, pit, and tunnel walls) conditions. These pressures assume a level surface behind the wall for a distance greater than the wall height, select backfill, and an adequate drainage system behind the wall. Active pressures are mobilized through the backfill movements; therefore, if soil movement behind the walls is not desired, additional provisions should be considered. Lateral loads can be resisted by an allowable passive soil pressure as outlined on Figure 7. In addition, a friction coefficient between the concrete and compacted fill can be used in combination with half of the passive pressures to resist lateral loads. If wall rotation is smaller than 0.04, a factor of safety of 2.5 should be applied to the passive pressures. The upper one foot of passive resistance should be neglected unless the soil is confined by pavement or slab. The coefficient of friction should be applied to net dead normal loads only. Base coefficient of friction of 0.45 may be used to estimate the base lateral resistance. The onsite granular/sandy materials are suitable for use as backfill for retaining walls. Retaining wall backfill and subdrain should be constructed based on the details provided on Figure 8. The backfill materials should be compacted to a minimum of 90 percent relative compaction per ASTM Test Method D1557. Adequate drainage of backfill should be provided in accordance with City of Anaheim and County of Orange requirements. Hydrostatic pressure should be released with adequate drainage behind the wall. Heavy construction loads, such as those resulting from stockpiles and heavy machinery, should be kept a minimum distance of 5 feet or retaining wall height, whichever is greater, from the retaining wall unless these surcharges are considered in the design of the retaining walls. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 31 - 5.8 Slope Stability 5.8.1 Tank Site The proposed water tank will be constructed in the Windy Ridge Hills. A maximum cut of 120 feet in the Vaqueros-Sespe Formation bedrock is required to achieve the final grade at the tank site. Based on the field exploration results, the bedrock is anticipated to be highly-fractured with occasional well-defined clay seams in relatively low to moderate bedding angles. The stability of the cut slopes in the bedrock around the site was analyzed for both static and pseudo- static loading conditions using four cross-sections 2-2’, 3-3’ and 8-8’) as shown on Plates 3 and 4. A seismic coefficient, kh of 0.15g was assumed in the pseudo-static slope stability analysis. The shear strength parameters used for the slope stability analyses were obtained from our laboratory test results on the bedrock materials and review of other laboratory tests performed by Leighton and Associates (2006) and GSI (2004). A compilation of test results used in this report is presented in Appendix D. For along-bedding strength, the shear strength values of the clay seam materials were correlated to Atterburg Limits and clay fraction test results using the method developed by Stark (2004). The potential for reduction in cross-bedded shear strength due to joint discontinuity pattern was evaluated for various slope heights using the Hoek-Brown failure criterion (2002) for rock mass. Discussions of the shear strength parameters used in slope stability analyses are presented in Appendix E. Based on the results of our analyses, the cut slopes around the tank site are found to be grossly stable. As shown on Plate 2, the recommended cut slope will vary from a maximum slope gradient of ¾ H to 1V (horizontal to vertical) for a maximum slope height of 20 feet, and transitions to a minimum gradient of 2H to 1V for a maximum slope height of 120 feet. The maximum slope cut gradient in the transition zone is 1.5H to 1V with a slope height not to exceed 30 feet. A horizontal terrace of at least 6 feet wide should be provided for every 30 feet of vertical cut. Results of the slope stability analyses are discussed in more detail in Appendix E of this report. The exposed bedrock on the cut slopes is generally competent. However, occasional rock fall may occur over time, especially in area where slope gradient ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 32 - is steeper than 1H to 1V. An engineering geologist should be onsite during excavation to verify the geologic conditions exposed on the slope surfaces are as anticipated and to provide recommendations for mitigation measures, if necessary. However, it is our opinion that the need for stability fills will not be necessary. Provisions to mitigate rock fall hazard will be addressed in Section 5.8.5 of the report. 5.8.2 Access Road The construction of the access road connecting the tank site and Blue Sky Way will expose primarily the Topanga Formation bedrock. The bedrock material is characterized by massive to thickly bedded sandstone with numerous high angle fractures and joints. The degree of fracturing of the Topanga Formation bedrock is considerably less than the Vaqueros-Sespe formation bedrock in the vicinity of the tank site. The maximum cut for the slopes on the uphill side of the access road is approximately 25 feet in height. A MSE wall system will be constructed on the downhill side to support the fill embankment. The proposed MSE wall system consists of single- and multi-tier configurations with total heights varying from 5 to 45 feet. The excavated material generated in the tank site and along the access road, free of organic and other deleterious materials can be used as fill to construct the embankment and MSE wall system. The stability of the cut and fill slopes along the access road was analyzed for both long-term and the temporary conditions during construction using 5 cross-sections (Sections 4-4 thru 7-7 and 9-9) as shown on Plates 3 and 4. Derivation of the along- and cross-bedding shear strength parameters of the Topanga Formation bedrock and results of the slope stability analyses along the access road are also presented in Appendix E. Based on our analyses, the proposed cut and fill slopes along the access road are found to be grossly stable. The surficial stability of the fill embankment (2H:1V gradient) was evaluated using an infinite slope model and the safety factors against sliding failure were calculated to be greater than 1.5. The slope on the uphill side of the access road can be cut to a maximum gradient of ½ H to 1V to a maximum height of 25 feet. An engineering geologist should be onsite during excavation to confirm the geologic conditions exposed are as anticipated and to provide recommendations for mitigation measures, if necessary. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 33 - The typical cross sections of the MSE wall along the access road are shown on Plate 5. Evaluation of the MSE wall stability is discussed next. 5.8.3 MSE Wall The global stability of the MSE wall was evaluated in conjunction with the evaluation of the stability for the cut and fill slopes along the access road. Based on the results of the stability analyses discussed in the previous section, the global stability of the MSE wall under both static and pseudo-static loading conditions was considered adequate. The estimated seismic-induced displacement of the MSE wall supported on structural fill (Section 4-4’) was calculated to be on the order of 3 inch. The calculations are included in Appendix E. During construction of the MSE wall, the temporary excavation in the Topanga Formation can be cut to a maximum gradient of ½H to 1V to a height of 30 feet. An engineering geologist should be onsite during excavation to confirm the exposed geologic conditions are as anticipated and to provide recommendations for mitigation measures, if necessary. It is our understanding that the detailed MSE wall design will be a part of the construction bid package. For designing the MSE wall system, the following parameters may be used: Table 10. Soil Strength Parameters for MSE Wall Design Moist Unit Weight (pcf) Friction Angle, (degrees) Cohesion (psf) Bedrock 125 36 900 Onsite Excavated Soil Reinforced Soil 125 30 0 Retained Soil 125 28 300 Foundation Fill 125 28 300 1. Topanga Formation bedrock 2. Onsite excavated soil can be used as fill in the retained soil, reinforced soil, and the foundation fill zones. (See Recommendations for Backfill below) ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 34 - The MSE wall system should meet or exceed the following criteria: Bearing Capacity Failure: Factor of Safety (FS) ≥2.5 Pullout resistance Failure: FS ≥1.3 Sliding Failure: FS ≥1.5 Eccentricity at base e, : ≤ Base Width / 6 for soil Design Life: 75 years A traffic load surcharge of 100 psf should be considered. Backfill: Excavated onsite soils, free of debris, organics, and other deleterious materials can be used as backfill for reinforced soil, foundation soil, and retained soil. The materials should not consist of oversized materials larger than 4 inches. The materials should be uniformly mixed during placement to avoid clustering of oversize materials in localized fill area. The fill should be placed in loose lifts, not to exceed 8 inches, and moisture-conditioned to approximately 2 percent above the optimum moisture content. Compaction of the backfill should be not less than 92 percent relative compaction in accordance with ASTM D1557. Field density tests will be performed by the project geotechnical engineer to verify the fill placement meets the desired compaction. Random samples will be collected for testing of the following properties: Shear Strength: ASTM D3080 Gradation: ASTM D422 If the shear strength criteria are not met, the designed spacing of soil reinforcement or fill placement procedures should be modified accordingly. Soil Reinforcement: The reinforcement should be structural geogrid (e.g. Tensar UX1700 equivalent or better). Metallic reinforcement with adequate provisions to mitigate corrosion potential may be used as an alternative. The minimum length of each layer of reinforcement and vertical spacing between each two layers should be determined by the contractor based on actual site topography and wall configurations. The design of the reinforcement layout and spacing should follow current AASHO Standard Specifications for Highway Bridges and manufacturer’s ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 35 - specified requirements whichever is more stringent. The reinforcement design documents should include the following information: Plans with adequate cross-sections showing details of elevations, backcut configurations, panel layout, and connection details Design calculations stamped and signed by a California Registered Civil or Geotechnical Engineer Produce details including manufacturer’s certifications The documents should be submitted for review at least 3 weeks prior to the start of MSE wall installation. Facing Elements: Facing element should be a plantable system and compatible to the soil reinforcement system design. The contractor should refer to the project Landscape Plans for type of vegetation planned on the face of the MSE wall. 5.8.4 Excess Soil Stockpile Area It is the intent of the City to locate an area for proper disposal of the excess material generated from excavation of the tank site and the access road “onsite” to minimize potential impact on the community during exporting the excess soils and the cost for exporting the soils. A majority of the excess soil will be derived from excavation of the tank site. HAI evaluated five alternative disposal sites. To minimize the visual impact of the soil stockpile on the surrounding community, a canyon site located between Stations 16+80 to 18+50 was selected for placement of the excess soils. The excess soil will be placed in the canyon as engineered fill. Evaluation of the stockpile area stability was performed in conjunction with the evaluation of the stability of the MSE wall and cut and fill slopes along the access road. Typical cross-sections of the fill embankment and the MSE wall system in the stockpile area are shown on Plate 5. 5.9 Pipe Installation 5.9.1 Pipe Zone Bedding and Shading Backfill Pipe bedding should extend to a depth of at least 6 inches or pipe manufacturer’s recommendation below the pipeline invert and the shading should extend from the top of the bedding to a height of at least 6 inches over the top of the pipeline or pipe ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 36 - manufacturer’s recommendation. In addition, there should be 6 to 8 inches wide pipe zone backfill material on either side of the pipe. The bedding and shading material may consist of compacted, free draining sand, gravel, or crushed rock that meets the gradation and compaction requirements of the Greenbook, latest edition, or pipe manufacturer’s recommendation. If open grade rock or crushed slag base is used around the pipe and within any portion of trench backfill, it should be separated from surrounding finer-grained material by installation of geo-filter fabric. Due to the steep gradient of the roadway and consequently the pipelines, water may travel through the pipeline bedding and shading and create hydrostatic pressure at the lower end of the pipeline. We recommend installing frequent slurry plugs around the pipeline preventing water traveling through the pipeline bedding and shading. The distance of the plugs may be estimated by the pipeline soil overburden height divided by the road gradient providing an approximate safety factor of 2. For example, the slurry plug distance will be 100 feet for a 5 feet soil overburden soil and road gradient of 5 percent. Using a uniform material for bedding and shading is recommended. The bedding material should be compacted to a minimum relative compaction of 90 percent per ASTM D1557 (Modified Proctor). Backfilling should be carried on simultaneously on each side of the pipe to ensure proper protection of the pipe. The bedding layer should be supported on firm, competent material, as determined by the project geotechnical engineer. Disturbed, loose/soft materials at the excavation bottom should be removed to expose firm native material per the project geotechnical engineer recommendations. If firm material is not encountered, the upper 2 feet of the onsite soils below the pipe bedding should be removed and recompacted to at least 90 percent of the maximum dry density and to the optimum moisture content per ASTM standard designation D1557 (Modified Proctor Test). If compaction of the native soils below the bedding material is not feasible at any location, a 12-inch thick layer of crushed rock wrapped in geofabric should be placed below the pipe bedding. Questionable areas should be reviewed individually by the project geotechnical engineer to evaluate and recommend corrective measures, as necessary. Field density testing should conform to ASTM Test Procedures D2922 (Nuclear Gauge), D3017 (Moisture Content) and D1556 (Sand Cone). Tests should be taken at a minimum of every 2 vertical feet of fill placed and every 200 feet of length, or at a ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 37 - frequency otherwise specified by the local regulations, whichever is stricter. Actual test intervals may vary with field conditions. Pipes that are deeper than 3 feet below subgrade should be able to handle stresses due to moving traffic. Casing of the pipeline might be necessary if pipes are placed shallower than 3 feet. A modulus of soil reaction of 1000 pounds per square inch (psi) is recommended for estimating initial pipe deflections in fill compacted to at least 90 percent relative compaction, wherever our recommendations are followed. 5.9.2 Trench Zone Clean onsite soils may be used as compacted structural fill, provided they are free of organic material, construction debris, not containing rocks greater than 6 inches in diameter, and with no more than 15 percent rocks greater than 3 inches in diameter. Onsite soils should be placed in thin, loose lifts not more than 6 inches in thickness, moisture-conditioned to the optimum moisture content and compacted to at least 90 percent of the maximum dry density per ASTM standard designation D1557 (Modified Proctor Test). If onsite soils are difficult to compact, clean “granular” soils (sands, gravelly sands, sandy gravels, and gravels) should be imported to the site. Any import soil should be approved by the project geotechnical engineer prior to its placement as fill. Clean “granular” soils should be placed in loose lifts not more than 8 inches in thickness, moisture-conditioned to approximately the optimum moisture content, and compacted to at least 90 percent of the maximum dry density per ASTM standard designation D1557 (Modified Proctor Test). Import soils should not contain rocks greater than 6 inches in diameter, with no more than 15 percent greater than 3 inches in diameter. Placement of backfill should be observed by the project geotechnical engineer or his representative in the field and tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Test Procedures D2922 (Nuclear Gauge), D3017 (Moisture Content), and D1556 (Sand Cone). Tests should be taken at a minimum of every 2 vertical feet of fill placed and every 200 feet of length, or at a frequency otherwise specified by the local regulations, whichever is stricter. Backfill found not to be in conformance should be removed or recompacted as recommended by the project geotechnical engineer. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 38 - Densification by water jetting within the trench zone is not recommended. During removal of the shoring system, gaps should be filled and compacted. 5.10 Site Grading All grading and site preparation should be observed by experienced field staff reporting to the project geotechnical engineer and engineering geologist. Our field monitoring services are an essential continuation of our prior studies to confirm and correlate the findings and our prior recommendations with the actual subsurface conditions exposed during construction, and to confirm that suitable fill soils are placed and properly compacted. All areas to receive fill should be completely and thoroughly stripped of construction debris, roots, organic matter, rubble fill, abandoned utility and irrigation lines, contaminated soils (if any), and any other unsuitable or deleterious material. The onsite soils with exclusion of the fine-grained (clay/silt) are suitable for use as fill. Fill should be placed in loose lifts less than 8 inches thick and moisture-conditioned to approximately 2 percent above optimum-moisture content, and compacted to a minimum of 90 percent relative compaction as per ASTM Test Method D1557. Compaction tests should be performed as determined necessary by the field engineer, to verify adequate compaction and ensure proper moisture content. Special provisions or additional localized overexcavation may be necessary for grading and foundation pads if unsuitable materials or subsurface conditions are exposed in excavations. Additional recommendations for inclusion in project specifications are provided in Appendix F of this report. If soil is to be imported to the site for use as compacted fill, it should be evaluated by HAI prior to importing to the site. Surface (sheet) flow should be directed away from excavations during periods of rain to prevent erosion and raveling of slopes. Temporary excavations for foundation and utility trenches construction should be performed in accordance with the California Occupational Safety and Health Administration (CalOSHA) excavation regulations, Construction Safety Orders for ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 39 - Excavation General Requirements, Article 6, Section 1541, effective October 1, 1995. The sides of excavations should be shored or sloped in accordance with OSHA regulations. The onsite bedrock in the tank site is generally competent for excavation at a maximum gradient of ½ H to 1V to a height not to exceed 20 feet provided no adverse geologic features are exposed. Temporary backcut along the access road may be cut to a maximum gradient of ¾H:1V to a maximum height of 35 feet. Backcut for temporary excavations should be monitored by an engineering geologist. Loose and unstable rock on the cut face generated during excavation should be removed immediately to eliminate rock fall hazard. Heavy construction loads, such as those resulting from stockpiles and heavy machinery, should be kept a minimum distance equivalent to the excavation height or 5 feet, whichever is greater, from the excavation unless the excavation is shored and these surcharges are considered in the design of the shoring system. 5.10.1 Earthwork Factor Shrinkage and bulking factors were computed based on available data to aid earthwork quantity calculations. The materials are divided into three categories; namely soil deposits that include topsoil, alluvium/colluvium, slope wash, and fills; bedrock units that include Topanga and Vaqueros Sespe formations; and landslide materials. The factors are estimated as follows: Soil deposits: 5 to 15 percent shrinkage Bedrock units: 4 to 12 percent bulking Landslide Materials: 15 percent shrinkage to 5 percent bulking Settlement of fills under their own weight should be considered when estimating earthwork quantities. The fills can be expected to settle approximately 0.5 to 1 percent of the fill thickness. The settlement will necessitate placement of additional fill to achieve the required grading plane elevation. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 40 - 5.10.2 Rippability and Generation of Oversized Materials The major site excavation includes a maximum of 120 feet of cut for the proposed reservoir pad. The majority of the access road construction will consist of removal of top soils and preparation of bedrock surface for fill placement and construction of the MSE Walls. It also includes approximately 25 feet of cut in the Topanga Formation for a cut slope at the western side of the site cross section Rippability, or ease of excavation, is an important consideration for any large earthwork project because the ease of excavation directly affects the cost of earthwork. Seismic refraction surveys were performed during the earlier investigations (GMU, 1990). Results of these investigations were presented in Leighton’s report (2005). A correlation between rock rippability and seismic refraction survey data was developed by Caterpillar in (2008). The seismic wave velocities measured by GMU (1990) for Line 11 in vicinity of the proposed reservoir pad were as follows: Table 11. Line 11 Seismic Velocity Profile Depth (ft) Velocity (fps) Excavation (D11N) 0-13 1600 Easy processing 13-25 2000 Easy processing Below 25 3000 Easy ripping If pervasive 7000 fps material is present, the minimum depth is more than 120 feet (GMU, 1990). The rippability characteristics of the bedrock depend primarily on the rock type and the depth of weathering, which is, in turn, influenced by the degree of fracturing, moisture distribution, chemical characteristics, and other factors. Depending on the lateral variations in rock type that occurs along the alignment, and the underlying geologic structure the bedding inclinations and possible discontinuities caused by faulting), joint spacing and orientation, the rippability characteristics may vary significantly within short distances. More usually, however, the grading difficulty due to rock hardness increases with depth. The change from rippable to nonrippable materials may be gradual or very abrupt. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 41 - Based on the bedrock types observed during the subsurface investigation, data obtained from the geophysical surveys, and experience in earthwork projects adjacent to the project site in the same bedrock units, the majority of the bedrock units are expected to be moderately rippable for the proposed depths of excavation. Excavation difficulties can be expected where relatively deep cuts are planned and localized hard rock areas can occur even at relatively shallow depths. These localized areas may require special excavation techniques rock breaker or blasting) and may produce oversize material. Oversize material that is generated during excavation may be placed in the embankment fill in accordance with the recommendations in Appendix F. If the oversize material is significant and has appropriate characteristics, it may be stockpiled and processed for aggregate base and sand. 5.10.3 Erosion The characteristics of earth materials at the subject site play a prominent role in determining the amount of erosion that will occur overtime. The proposed grading includes a relatively deep excavation for the reservoir pad and fill embankments for the access road. The encountered bedrock in our and earlier geotechnical field investigations were mainly sandstone with some siltstone and interbedded clay layers. The bedrock was generally cemented and competent in their natural state. However, the fill soils extracted from this bedrock will be susceptable to erosion due to the loss of cementation. Therefore, the roadway fill embankment and cut slopes will be susceptible to erosion during heavy precipitation. In general, the erosion potential at this site is considered moderate to high, and provisions for site horizontal drainage, sediment retention structures, terrace drains, slope planting and other measures in accordance with the requirements of the governing agency should afford adequate protection. It is recommended a vegetated layer of at least 12 inches be established on the exposed slope surface, if feasible, to reduce erosion potential. A landscape architect should be consulted for selecting the plant species suitable for the area. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 42 - 5.10.4 Mitigation of Creep Zone A creep zone was identified in the Sespe-Vaqueros formation bedrock (see Section 4.2.2). The depth of the creep zone was estimated to be on the order of 25 feet (Leighton and Associates, 2006). Based on the grading scheme, a majority of the creep zone within the project area will be removed during grading (see Sections 1-1’, 3-3’, and The remaining creep zone will be located in the natural slope behind the cut slope and is descending away from the tank site. The potential impact of the remaining creep zone on the project is anticipated to be insignificant. Therefore, the need for mitigation measures will not be necessary at this time. However, it will be prudent to visually monitor the remaining creep zone area for possible areas of instability or weakness and develop mitigation measures, if warranted. We recommend the monitoring be performed on a 6-month basis for a period of 2 years after construction. 5.10.5 Rock Fall Hazards The exposed cut slope surface above the water tank site and along the access road will expose the Vaqueros-Sespe and Topanga formation bedrock. The exposed bedrock conditions are anticipated to be competent. However, rock fall may occur over time especially for cut slopes with gradients steeper than 1H:1V. Therefore, it is recommended that all loose rock exposed on the slope face be removed during grading to minimize rock fall hazard potential. To control rock fall hazard potential, it is recommended that a ditch be created at the bottom of the slope to absorb the energy of the fall. Rock fence or barrier along the shoulder may be used to prevent the falling rock from bouncing onto the roadway. More elaborate measures, such as using secured wire mesh or applying shotcrete over the slope face may be considered in critical areas or areas where locally adverse geologic conditions are exposed. Therefore, it is recommended that the exposed cut slopes be observed by an engineering geologist during excavation to confirm the exposed geology conditions and to provide recommendations on the need for additional mitigation measures, if required. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 43 - 5.11 Site Drainage Ponding of water adjacent to structures or over pavement should be avoided. During and after construction, positive drainage should be provided to direct surface water away from structures, towards suitable, nonerosive drainage devices. The sites should be graded to provide adequate drainage away from foundations in accordance with guidelines established by the City of Anaheim, County of Orange, and 2010 CBC. Special surface drainage features should be incorporated to drain surface sheet flow of water away from foundations and retaining walls and intercept sheet flow over the paved areas. 5.12 Pavements Traffic Indices of 4 through 9 were considered for the pavement design. These values correspond to light traffic to traffic consisting of some heavy trucks. Since the access road has not been constructed, we have provided the following pavement sections based an assumed R-value of 30 for the preliminary cost estimation. This value is an assumption only and the actual R-value should be measured to confirm our design during site grading and construction. In summary, the following pavement structural sections may be used for preliminary design: Table 12. Pavement Design Recommendations, R-Value = 30 Traffic Index (TI) 4 5 6 7 8 9 Minimum Thickness (inches) Asphaltic Concrete (AC)* Over Aggregate Base Class II (AB-II)* 3 5 3 6.5 3.5 8 4 10 4.5 11.5 5.5 13 Full Depth Asphalt (AC)* 4 5.5 7 8.5 10 11 *Material to be selected per Caltrans Standard Specifications, Latest Edition The stability of compacted pavement subgrade soils is reduced under conditions of increased soil moisture. Therefore, base course or pavement materials should not be placed when the surface is in a wet condition. Adequate surface drainage should be ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 44 - provided away from the edge of paved areas to reduce lateral moisture intrusion to the subgrade. The upper 2 feet of pavement subgrade below aggregate base should be compacted to a minimum of 90 percent relative compaction, and aggregate base should be compacted to a minimum relative compaction of 95 percent. For the full depth asphalt option, the upper 2 feet of the pavement subgrade should also be compacted to a minimum of 95 percent relative compaction. Lateral extent of compaction under paved areas should be approximately 3 feet beyond the pavements. 5.11 Construction Observations and Field Testing Construction observations and field testing should be performed by a qualified geotechnical engineer to confirm that the conditions and assumptions described in this study are the best representation of the actual conditions. At a minimum, we recommend that the geotechnical engineer and/or his representative be present to observe and provide testing during the following construction activities: Site grading of cuts and fills; Placement of all fill, backfill, and pavement structural sections; Final excavations for foundations, retaining walls, and slabs-on-grade before pouring concrete; Retaining wall subdrain construction; MSE Wall construction Temporary backcut Backfilling of trenches and pits; and When any unusual conditions are encountered. We also recommend presence of a geologist at the site during excavation of the hillside. Onsite observation and field testing will be a key component to a suitable geotechnical design for this project. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 - 45 - 6.0 GENERAL CONDITIONS This report has been prepared for the sole use MWH Americas, Inc. and City of Anaheim, specifically for design of the Windy Ridge Reservoir project in the City of Anaheim, California. The opinions presented in this report have been formulated in accordance with existing accepted geotechnical engineering practices in the southern California at the time this report was written. No other warranty, expressed or implied, is made or should be inferred. The opinions, conclusions and recommendations contained in this report are based upon the information obtained from our investigation, which includes data from widely separated discrete sampling locations, visual observations from our site reconnaissance, and review of other geotechnical data provided to us, along with local experience and engineering judgment. The recommendations presented in this report are based on the assumption that soil and geologic conditions at or between borings do not deviate substantially from those encountered or extrapolated from the information collected during our investigation. We are not responsible for the data presented by others. We should be retained to review the geotechnical aspects of the final plans and specifications for conformance with our recommendations. The recommendations provided in this report are based on the assumption that HAI will be retained to provide observation and testing services during construction to confirm that conditions are similar to that assumed for design and to form an opinion as to whether the work has been performed in accordance with the project plans and specifications. If we are not retained for these services, HAI cannot assume any responsibility for any potential claims that may arise during or after construction as a result of misuse or misinterpretation of HAI’s report by others. Furthermore, HAI will cease to be the Geotechnical-Engineer-of-Record if we are not retained for these services and/or at the time another consultant is retained for follow up service to this report. The opinions presented in this report are valid as of the present date for the property evaluated. Changes in the condition of the property will likely occur with the passage of time due to natural processes and/or the works of man. In addition, changes in applicable standards of practice can occur as a result of legislation and/or the broadening of knowledge. Furthermore, geotechnical issues may arise that were not apparent at the time of our investigation. Accordingly, the opinions presented in this report may be invalidated, wholly or partially, by changes outside of our control. Therefore, this report is subject to review and should not be relied upon after a period of three years, nor should it be used, or is it applicable, for any other property. ---PAGE BREAK--- B-1 oad Middle Point Ro B-2 SB 1087 SB 1086 Center of Tank 33.8435◦N, 117.7229◦W B 2 Project No HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure 1 Project No. MWH-11-001 SITE VICINITY MAP Windy Ridge Reservoir Anaheim, California ---PAGE BREAK--- ---PAGE BREAK--- Project Site Coordinates: N: 33.8435◦ HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure 3 Project No. MWH-11-001 Windy Ridge Reservoir Anaheim, California FAULT MAP W: 117.7229◦ ---PAGE BREAK--- Figure 4 SITE SPECIFIC MCE AND DBE HORIZONTAL ACCELERATION RESPONSE SPECTRA Project No. MWH-11-001 Windy Ridge Reservoir Anaheim, California HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers 0.01 0.1 1 10 Period 0.0 0.1 1.0 10.0 Spectral Acceleration LEGEND Design Earthquake Spectrum Final MCE Spectrum Probabilistic Spectrum MCE Capped 1.5xDSHA & Lower Limit DSHA Lower Limit of Deterministic MCE 80% of 2007 CBC Modified MCE 2010 CBC Modified MCE 5-Percent Damped Maximum Considered Earthquake (MCE) Horizontal Acceleration Response Spectra ---PAGE BREAK--- Figure 5 SITE SPECIFIC MCE AND DBE HORIZONTAL & VERTICAL ACCELERATION RESPONSE SPECTRA Project No. MWH-11-001 Windy Ridge Reservoir Anaheim, California HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers 0.01 0.1 1 10 Period 0.0 0.1 1.0 10.0 Spectral Acceleration LEGEND Design Vertical DBE Design Vertical MCE Design Horizontal DBE Design Horizontal MCE 5-Percent Damped Maximum Considered Earthquake (MCE) Horizontal and Vertical Acceleration Response Spectra ---PAGE BREAK--- Figure 6 SITE SPECIFIC MCE AND DBE HORIZONTAL & VERTICAL ACCELERATION RESPONSE SPECTRA FOR DIFFERENT DAMPING RATIOS Project No. MWH-11-001 Windy Ridge Reservoir Anaheim, California HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers 0.01 0.1 1 10 Period 0.0 0.1 1.0 10.0 Spectral Acceleration LEGEND 0.5% Damping Horizontal DBE 0.5% Damping Horizontal MCE 5% Damping Horizontal DBE 5% Damping Horizontal MCE 0.01 0.1 1 10 0.0 0.1 1.0 10.0 Spectral Acceleration LEGEND 0.5% Damping Vertical DBE 0.5% Damping Vertical MCE 5% Damping Vertical DBE 5% Damping Vertical MCE MCE and DBE VERTICAL ARS WITH 5% & 0.5% DAMPING RATIOS MCE and DBE HORIZONTAL ARS WITH 5% & 0.5% DAMPING RATIOS ---PAGE BREAK--- ! " # $ % & ' ! " # # $ % & ! & # " " % ! $ ! ' ( ) ( " # * $ " % + , ) , % ! % ' , # - . . / 0 " " ( " % " 1 2 . , . . 3 + 4 " $ 5 6 " % " % 7 8 ( 9 9 . # ! : 1 4 8 1 % 0 6 ! % " " # % ( ) * + ; < ; / . ( < . ) ) 8 7 ; < ; + . ( < . , . = 7 ; 4 ' , . ' ( . . . ! ; ( ( ( ' : 1 8 7 ! ; + . ( ' : 1 = 7 ! ; ' . ( ' 4 8 1 8 7 ! ; 9 ( ( ' 4 8 1 = 7 ; . / , 2 1 6 1 1 > ! . + ( ( ' : ! Figure 7 November 2012 ---PAGE BREAK--- OPTION 1: PIPE SURROUNDED WITH CLASS 2 PERMEABLE MATERIAL OPTION 2: GRAVEL WRAPPED IN FILTER FABRIC SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 WITH PROPER SURFACE DRAINAGE SLOPE OR LEVEL WATERPROOFING (SEE GENERAL NOTES) 12" NATIVE SLOPE OR LEVEL 12" WITH PROPER SURFACE DRAINAGE FILTER FABRIC 12 MINIMUM WATERPROOFING (SEE GENERAL NOTES) (SEE NOTE 4) NATIVE CLASS 2 PERMEABLE WEEP HOLE LEVEL OR SLOPE FILTER MATERIAL ¼ TO 1½ INCH SIZE GRAVEL WRAPPED IN FILTER FABRIC LEVEL OR SLOPE WEEP HOLE 4 INCH DIAMETER PERFORATED PIPE (SEE NOTE 3) (SEE NOTE 5) 12" MINIMUM (SEE GRADATION) (SEE NOTE 4) 12" MINIMUM (SEE NOTE 5) Sieve Size 1" 3/4" 3/8" No. 4 No 8 Percent Passing 100 90-100 40-100 25-40 18-33 Class 2 Filter Permeable Material Gradation Per Caltrans Specifications No. 8 No. 30 No. 50 No. 200 5-15 0-7 0-3 GENERAL NOTES: * Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum All drains should have a gradient of 1 percent minimum *Outlet portion of the subdrain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) *Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters. Notes: 1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASTM D1785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in , , pp q p p diameter placed at the ends of a 120-degree arc in two rows at 3-inch on center (staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalent. 5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided. 6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements. Windy Ridge Reservoir Anaheim, California HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Project No. MWH-11-001 RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALL 6 FEET OR LESS IN HEIGHT Figure 8 EXPANSION INDEX OF NATIVE MATERIAL ≤ 50 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix A References ---PAGE BREAK--- Windy Ridge MWH-11-001 A-1 APPENDIX A References Abrahamson, N. A. and Silva, W. 1997, Empirical Response Spectral Attenuation Relationships for Shallow Crustal Earthquakes, in Seismological Research Letters, Vol. 68, No. 1. Abrahamson, N. 2000, Effects of Rupture Directivity on Probabilistic Seismic Hazard Analysis, Proceedings of Sixth International Conference on Seismic Zonation, November 2000. Bartlett, S.F. and Youd, T.L., 1995, Empirical Prediction of Liquefaction-Induced Lateral Spread, Journal of Geotechnical Engineering, Vol. 121, No. 4, April 1995. Bozorgnia, Campbell, K.W., and Niazi, 1999, Vertical Ground Motion: Characteristics, Relationships with Horizontal Component, and Building-Code Implication, Proceedings to the SMIP99 Seminar on Utilization of Strong-Motion Data, September 15, 1999, Oakland, pp. 23-49. Bray, J.D. and Travasarou, T. 2007, Somplified Procedure for Estimating Earthquake-Induced Deviatoric Slope Displacement, ASCE J. of Geotechnical and Geoenvironmental Engineering, Vol. 133, No. 4, pp. 381-392, April 1, 2007. Campbell, K. W. and Y. Bozorgnia (2003), Updated near-source ground motion (attenuation) relations for the horizontal and vertical components of peak ground acceleration and acceleration response spectra, Bulletin of the Seismological Society of America, Vol. 93 No. 1, pp 314 -331 California Building Code (CBC), 2010, California Code of Regulations Title 24, Part 2, Volume 2, California Building Standards Commission. California Geological Survey, 2001, Seismic Hazard Zone Map for the Black Star Canyon 7.5- Minute Quadrangle, Orange County, California. California Geological Survey, 2000, Revised 2001, Seismic Hazard Zone Report for the Black Star Canyon 7.5-Minute Quadrangle, Orange County, California. Cao, Bryant, W.A., Rowshandel, B. Branum, and Wills, C.J., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps by California Geological Survey. CH2M Hill, 1985, Draft Geotechnical Exploration for Olive Hills Reservoir Cover, Anaheim, California, dated February 22, 1985. Christofferson, S.C., Dolan, J.F., Shaw, J.H., 2002, Blind-Thrust Faults Unveiled, Southern California Earthquake Center Annual Meeting Program and Abstracts, Fall 2002. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) References A-2 Cornell, C. 1968, Engineering Seismic Risk Analysis, Bulletin of the Seismological Society of America, Vol. 58, No. 5, pp. 1583-1606. Dolan, J. Sieh, Rockwell, T. Yeats, R. Shaw, Suppe, Huftile, G. and Gath, E. 1995, Prospects for Larger or More Frequent Earthquakes in the Los Angeles Metropolitan Region, Science, Vol. 267, January 13, 1995, pp. 199-205. Dolan, J.F., Christofferson, S.C., Shaw, J.H., 2003, Recognition of Paleoearthquakes on the Puente Hills Blind Thrust Fault, California, Science, Volume 300, No. 5616, pp. 15-118. Frankel, A.D., Petersen, M.D., Mueller, C.S., Haller, K.M., Wheeler, R.L., Leyendecker, E.V., Wesson, R.L., Harmsen, S.C., Cramer, C.H., Perkins, D.M., and Rukstales, K.S., 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps: U.S., Geological Survey, Open File Report 02-420, 33p. Freeman, S.T., Heath, E.G., Guptill, P.D., and Waggoner, J.T., 1992, Seismic Hazard Assessment, Newport-Inglewood Fault Zone, in Pipkin, B.W., and Proctor, R.J. (eds), Engineering Geology Practice in Southern California: Association of Engineering Geologists Special Publication No. 4, p. 211-231. Gath, E.M., Gonzalez, and Rockwell, T.K., 1992, Final Technical Report-Evaluation of the Late Quaternary Rate of Slip, Whittier Fault, Southern California, U.S. Geological Survey, Contract No. 14-08-0001-G1696, pp. Goffman, McCormick & Urban, Inc., 1990,Report of Seismic Refractive Classification of Proposed Excavation, Foothill Community Builder’s Mountain Park Project, County of Orange, California, Prepared for GeoSoils, Inc. under Work Order 1965-A-OC. Geosoils, Inc., 1990, Addendum to Limited Preliminary Geotechnical Investigation of Northeast Corner of the Anaheim Canyon Project, Orange County, California, Work Order 1965-A- OC, dated March 16, 1990. Geosoils, Inc., 2003, Preliminary Geotechnical Investigation, Mountain Park Project, Gypsum Canyon, Orange County, California," W.O. 3865-AI-OC, dated February 23, 2003. Grant, L. Mueller, K. Gath, E. Cheng, Edwards, R. Munro, Kennedy, G. 1999, Late Quaternary Uplift and Earthquake Potential of the San Joaquin Hills, Southern Los Angeles Basin, California, Geology, Vol. 27, No. 11, pp. 1031 to 1034. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) References A-3 Hannan, D.L., Lung, and Leighton, F.B., 1979, Geologic Investigation of Regency of Fault Activity by Surface Trenching on the Whittier Fault, California:U.S. Geological Survey, Final Technical Report, Contract No. 14-08-0001-16821 issued to Leighton and Associates. Hart, E.W. and Bryant, W.A., 1999, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Division of Mines and Geology Special Publication 42, 38 p. Idriss, I. 1993, Procedures for Selecting Earthquake Ground Motions at Rock Sites, National Institute of Standards and Technology, NIST GCR 93-625, 7 pp. Ishihara, K. and Yoshimine, 1992, Evaluation of Settlements in Sand Deposits Following Liquefaction during Earthquakes, Soils and Foundations, Vol. 32, No. 1, pp: 173-188. Jennings, C. and Bryant, W. 2010, Fault Activity Map of California, California Geological Survey, Geologic Data Map Series, Map No. 6 – Fault Activity Map of California, Scale 1:750,000. Leighton and Associates, 1987, Fault Activity and Recurrence Intervals of the Western Segment of the Whittier Fault, California: Unpublished Report to the U.S. Geological Survey, Contract No. 14-08-0001-21368, August 14, 1987. Leighton and Associates, Inc., 2005, Geotechnical Review of the 40-Scale Rough Grading Plans, Tentative Tract 16665, West Village, Mountain Park Project, City of Anaheim, California, Prepared for Irvine Community Development Company, Project No. 011192-003, August 5, 2005. Leighton and Associates, Inc., 2006, Geotechnical Review of the 40-Scale Rough Grading Plans, Tentative Tract 16665, West Village, Mountain Park Project, City of Anaheim, California, Prepared for Irvine Community Development Company, Project No. 011192-004, January 31, 2006. Makdisi F. and Seed, 1978, Simplified Procedure for Estimating Dam and Embankment Earthquake-Induced Deformations, J. Geotech. Engrg. Div., Vol. 104, No. 7, pp. 849-867. Millman, D.E., and Rockwell, T.K., 1986, Neotectonics of the Elsinore fault in Temescal Valley, California: Geological Society of America Guidebook and Volume, 82nd Annual Meeting, v.82, p. 159-166. Morton, P.K., Miller, R.V., Evans, J.R., 1976, Environmental Geology of Orange County, California, Open File Report 79-8 LA pp.88-96. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) References A-4 Park, S. and Elrick, 1998, Predictions of Shear-Wave Velocities in Southern California using Surface Geology, Bulletin of Seismological Society of America, Vol. 88, pp. 677-685. Patterson, A.C., and Rockwell, T.K., 1993, Paleoseismology of the Whittier Fault Based on 3- Dimensional Trenching at Olinda Oil Field, Orange County, Southern California: in Geological Society of America, Abstracts with Programs, Volume 25, No. 5, p.131. Petersen, M. D. and S. G. Wesnousky, 1994, Fault Slip Rates and Earthquake Histories for Active Faults in Southern California, Bulletin of Seismological Society of America, Vol. 84, pp. 1608-1649. Petersen, Mark Frankel, Arthur Harmsen, Stephen Mueller, Charles Haller, Kathleen Wheeler, Russell Wesson, Robert Zeng, Yuehua, Boyd, Oliver Perkins, David Luco, Nicolas, Field, Edward Wills, Chris and Rukstales, Kenneth 2008, Documentation for the 2008 Update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 2008–1128, 61 p. Richter, C.F., 1958, Elementary Seismology, pp. 124-125. Rockwell, T.K., Gath, E.M., and Cook, K.D., 1988, Soil Chronology and Tectonic Geomorphology of the Whittier Fault Zone, Yorba Linda, California: A Preliminary estimate of ate Quaternary Lateral Slip Rate: in Gath, E.M., Cann, L.R., (editors), Neotectonics of the Whittier Fault, Association of Engineering Geologists, Southern California Section Field Trip Guidebook, June 4, 1988. Rockwell, T.K., Klinger, and Goodmacher, 1990, Determination of slip rates and dating of earthquakes for the San Jacinto and Elsinore fault zones, in Kooser, M.A., and Reynolds, R.E., eds., Geology Around the Margins of the Eastern San Bernardino Mountains, Volume 1: Inland Geological Society, Redlands, p. 51-56 Richmond, J.F., 1952, Geology of Burruel Ridge, Northwestern Santa Ana Mountains, California, California Division of Mines, Special Report 21. Salyards, S.L., Sieh, K.E., and J.L., 1992, Paleomagnetic Measurement of Non- brittle Cosesimic Deformation Across the San Andreas Fault at Pallet Creek, Journal of Geophysical Research, v.96, p.12,457-12,470. Schoellhamer, J. Vedder, J. Yerkes, R. and Kinner, D. 1981, Geology of the Northern Santa Ana Mountains, U. S. Geological Survey Professional Paper 420-D. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) References A-5 Seih, K.E., 1984, Lateral Offset and Revised Dates of Large Prehistoric Earthquakes at Pallet Creek, Southern California, Journal of Geophysical Research, v.89, p.764-17670. Shaw, J. H. and Suppe, 1996, Earthquake Hazards of Active Blind-Thrust Faults Under the Central Los Angeles Basin, California, Journal of Geophysical Research, Vol. 101, No. B4, pp. 8623-8642. Shaw J.H., Plesch Pratt, T.L., Dolan, J.F., Fiore, 2002, Puente Hills Blind-Thrust System, Los Angeles, California, Bulletin of the Seismological Society of America, Volume 92, pp. 2946-2960. Somerville, P. Smith, N. Graves, R. and Abrahamson, N. 1997, Modifications of Empirical Strong Motion Attenuation Relations to Include the Amplitude and Duration Effects of Rupture Directivity, in Seismological Research Letters, Vol. 68, No. 1, pp. 199-222. Stark, Timothy Choi, Hangseok, and McCone, Sean, 2005, Drained Shear Strength Parameters for Analysis of Landslides, Journal of Geotechnical and Geoenvironmental Engineering, vol. 131, no. 5, p. 575-588. Tokimatsu, K. and Seed, H. 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pgs. 861-878. Wills, C.J., 1988, Fault Evaluation Report, Peralta Hills Fault, Orange County, California Division of Mines and Geology, FER-194. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California, 1994 to 2024, Bulletin of the Seismological Society of America, Volume 85, No. 2, pp. 379-439, April, 1995. Youd, T. 1993, Liquefaction-Induced Lateral Spread Displacement, NCEL Tech. Note 1862, Naval Civil Engineering Laboratory, Port Hueneme, California. Youd, T. Hanson C. and Bartlett, S. 1999, Revised MLR Equations for Predicting Lateral Spread Displacement, Proceedings of the 7th U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, pp. 99-114. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) References A-6 Aerial Photos Source Date Approximate Scale Continental Aerial Photographs C134-34-29, C134-34-30 2-24-99 1” = 2000’ Continental Aerial Photographs 218-10-10, 218-10-11, 218-11-8, 218-11-9 4-2-83 Continental Aerial Photographs 2-74, 2-75 3-30-67 ---PAGE BREAK--- Appendix B Previous Borings and Laboratory Testing ---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--- ---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--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix C Boring and Trench Logs ---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--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-1 Project No. MWH-11-001 Trench T-1 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-2 Project No. MWH-11-001 Trench T-2 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-3 Project No. MWH-11-001 Trench T-3 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-4 Project No. MWH-11-001 Trench T-4 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-5 Project No. MWH-11-001 Trench T-5 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-6 Project No. MWH-11-001 Trench T-6 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-7 Project No. MWH-11-001 Trench T-7 Log Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- B-1 Proposed Improvement Location B-2 SB 1087 SB 1086 B 2 P j t N i i i HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure C-8 Project No. MWH-11-001 Trench T-8 and T-9 Logs Windy Ridge Reservoir Anaheim Hills, California ---PAGE BREAK--- Appendix D Laboratory Testing ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No: MWH-11-001 Project Name: Windy Ridge Reservoir Performed by: JT Project No.: Date: Sulfate s Chloride s Resistivity (ksf) (ksf) (ksf) 5.0 6.2 104.0 10.0 16.5 113.2 15.0 3.9 123.5 1.0 0.88 0.70 20.0 2.0 1.74 1.40 44.1 16.8 27.3 100.0 99.6 94.2 85.5 76.1 68.6 60.3 27.5 4.0 3.10 2.64 20.0-30.0 42.7 16.1 26.6 100.0 99.4 95.1 87.0 79.4 71.9 62.7 30.5 27.0-28.0 45.7 16.7 29.0 100.0 99.7 99.5 93.8 86.9 79.4 72.8 64.5 29.3 30.0 2.7 118.2 35.0-40.0 100.0 99.9 99.6 91.2 78.2 62.3 48.2 37.3 24.0 6.8 40.0 3.4 120.9 2.0 1.36 1.19 5.0 10.0 123.5 4.0 2.33 2.28 8.0 4.42 4.40 10.0 17.8 111.9 15.0 2.3 120.5 20.0 11.5 107.8 100.0 99.5 95.0 83.9 71.0 50.6 6.5 25.0 8.0 116.2 1.0 0.73 0.60 25.0-30.0 12.5 118.5 2.0 1.31 1.19 4.0 2.48 2.40 30.0 7.7 125.3 8 35.0 5.4 123.4 37.0 75.6 36.6 39.0 100.0 99.9 98.3 96.4 94.2 92.1 87.5 17.6 1.0 0.84 0.70 40.0 5.4 119.4 2.0 1.08 1.03 4.0 2.30 1.90 45.0 4.3 102.3 8.5 2.3 3.7 104000 50.0 4.8 108.3 55.0 0.535 0.390 60.0 2.7 111.3 70.0 3.8 133.9 10.0 3.6 108.7 1.0 1.52 0.91 20.0 2.0 2.05 1.55 4.0 3.67 3.17 30.0 17.1 115.8 40.0 4.5 112.5 100.0 98.2 89.1 66.6 48.1 36.4 26.6 17.9 4.4 50.0 5.0 129.5 55.0 37.5 32.1 5.3 100.0 99.9 59.2 45.1 36.7 31.0 20.8 5.2 57.0 33.9 26.3 7.6 100.0 78.9 77.6 73.1 72.9 67.0 61.6 56.0 49.3 37.1 5.0 60.0 7.7 133.5 70.0 7.0 119.6 10.0 1.5 104.5 1.0 0.91 0.67 20.0 2.0 1.56 1.34 4.0 2.81 2.62 30.0 19.9 108.4 58.8 34.4 24.4 100.0 99.5 98.8 97.7 95.3 88.5 14.2 32.0 62.6 31.1 31.5 100.0 99.5 97.2 94.7 92.2 89.1 82.9 27.7 2.5 1.61 1.60 40.0 5.0 3.42 3.40 10.0 6.49 6.25 50.0 9.7 117.6 55.0 73.1 34.6 38.5 100.0 99.9 99.2 98.4 97.2 94.8 90.2 41.7 56.0 71.0 33.6 37.4 100.0 99.8 99.4 99.0 98.4 96.2 33.9 3.0 2.62 1.58 60.0 6.0 4.66 3.74 12.0 6.10 4.75 70.0 12.5 124.1 80.0 5.7 115.0 90.0 4.6 125.8 100.0 6.0 110.9 10.0 5.6 106.6 20.0 4.4 113.3 20.0-25.0 100.0 99.1 98.2 97.4 95.6 82.1 64.2 45.9 31.2 20.3 11.2 2.7 2.0 2.38 1.73 30.0 4.0 4.34 3.11 8.0 7.44 5.77 40.0 4.1 116.6 40.0-45.0 27.2 22.8 4.4 100.0 97.8 97.0 93.4 80.7 74.0 63.1 41.7 14.6 7.0 50.0 3.2 112.3 3.0 2.52 2.14 60.0 6.0 5.02 4.20 12.0 9.14 8.38 60.0-65.0 53.2 23.9 29.3 100.0 99.9 99.5 97.1 91.5 81.3 38.6 80.0 12.5 121.5 10.0 2.6 117.4 1.0 0.77 0.76 20.0 2.0 1.68 1.66 4.0 4.91 4.64 25.0-30.0 10.4 123.5 100.0 99.9 99.7 95.8 85.7 72.7 56.8 37.9 21.5 30.0 4.7 118.6 2.5 3.18 1.76 40.0 5.0 5.81 3.65 10.0 8.22 7.73 45.0-50.0 100.0 97.8 95.4 86.3 69.9 52.8 32.9 57.0 4.5 113.4 3.0 2.14 2.14 62.0 6.0 4.66 4.39 12.0 10.92 10.73 65.0-70.0 100.0 99.9 99.7 98.3 93.7 76.1 48.1 24.6 70.0 7.8 119.7 SUMMARY OF LABORATORY TEST RESULTS In-situ Moisture Content In-situ Dry Density (pcf) Expansio n Index (ASTM D4829) Load Peak Value Particle-size Analysis of Soils (ASTM D422) (Percent Passing) Modified Proctor (ASTM D1557) (ppm) 3/8" 3/4" 1 1/2" 3" (ppm) (ohm-cm) 2µ # 200 eo # 40 Corrosion pH # 20 # 4 # 10 (ASTM D2435) ef # 60 # 100 Consolidation B-6 B-5 B-4 B-3 B-2 Optimum Moisture Content Depth (ft) B-1 Boring No. Direct Shear (ASTM D3080) Ultimat e Value LL PL PI Maximu m Dry Density (pcf) Atterberg Limits (ASTM D4318) HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No.: MWH-11-001 Windy Ridge Reservoir Performed by: KL/PM Project No.: Checked by: JT Date: Boring No. Depth (ft) 5 10 15 30 40 5 10 15 20 Total wt of rings and soil gr 879.17 1209.92 986.94 1133.91 1160.12 1025.86 1209.43 1110.57 937.70 Height of sample in 5 6 5 6 6 5.75 6 5.75 5 in 2.416 2.416 2.416 2.416 2.416 2.416 2.416 2.416 2.416 cu.ft 0.0133 0.0159 0.0133 0.0159 0.0159 0.0153 0.0159 0.0153 0.0133 gr 214.64 257.57 214.64 257.57 257.57 257.57 257.57 257.57 214.64 lbs. 1.465 2.100 1.703 1.932 1.990 1.694 2.098 1.881 1.594 pcf 110.4 131.9 128.4 121.4 125.0 111.0 131.8 123.3 120.2 35 36 33 39 28 42 22 29 27 gr 97.12 97.07 97.17 100.14 99.91 104.29 83.68 99.66 71.88 gr 91.74 84.02 93.71 97.67 96.82 102.61 71.77 97.51 64.98 gr 4.96 5.04 4.95 4.96 4.90 5.00 4.98 4.97 5.04 gr 5.38 13.05 3.46 2.47 3.09 1.68 11.91 2.15 6.90 gr 86.78 78.98 88.76 92.71 91.92 97.61 66.79 92.54 59.94 % 6.2 16.5 3.9 2.7 3.4 1.7 17.8 2.3 11.5 pcf 104.0 113.2 123.5 118.2 120.9 109.2 111.9 120.5 107.8 Weight of container Weight of soil Weight of rings Project Name: Volume of sample Moisture Content Weight of dry soil MOISTURE CONTENT AND DRY DENSITY OF RING SAMPLES Container No. B-1 B-2 Diameter of sample Weight of water Weight of cont.+ wet soil Dry Density 2/29/2012 Weight of cont.+ dry soil Wet Density HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No.: MWH-11-001 Windy Ridge Reservoir Performed by: KL/PM Project No.: Checked by: JT Date: Project Name: MOISTURE CONTENT AND DRY DENSITY OF RING SAMPLES 2/29/2012 Boring No. Depth (ft) 25 30 35 40 45 50 60 70 Total wt of rings and soil gr 1126.14 1129.11 1157.27 1109.86 996.09 897.45 721.92 630.45 Height of sample in 5.75 5.37 5.75 5.63 5.75 5 4 3 in 2.416 2.416 2.416 2.416 2.416 2.416 2.416 2.416 cu.ft 0.0153 0.0142 0.0153 0.0149 0.0153 0.0133 0.0106 0.0080 gr 257.57 257.57 257.57 257.57 257.57 214.64 171.72 128.79 lbs. 1.915 1.921 1.983 1.879 1.628 1.505 1.213 1.106 pcf 125.5 134.9 130.0 125.8 106.7 113.5 114.3 139.0 26 23 40 40 24 40 34 32 gr 89.25 66.57 93.75 93.75 130.13 93.04 100.64 112.30 gr 83.01 62.19 89.24 89.24 124.94 89.05 98.16 108.42 gr 4.98 4.94 5.03 5.03 5.04 5.06 4.99 4.97 gr 6.24 4.38 4.51 4.51 5.19 3.99 2.48 3.88 gr 78.03 57.25 84.21 84.21 119.90 83.99 93.17 103.45 % 8.0 7.7 5.4 5.4 4.3 4.8 2.7 3.8 pcf 116.2 125.3 123.4 119.4 102.3 108.3 111.3 133.9 Weight of cont.+ wet soil Weight of cont.+ dry soil Weight of dry soil Moisture Content Dry Density Weight of rings Weight of soil Weight of water Wet Density Container No. Weight of container Diameter of sample Volume of sample B-2 HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No.: MWH-11-001 Windy Ridge Reservoir Performed by: KL/PM Project No.: Checked by: JT Date: Project Name: MOISTURE CONTENT AND DRY DENSITY OF RING SAMPLES 2/29/2012 Boring No. Depth (ft) 10 30 40 50 60 70 Total wt of rings and soil gr 892.30 1236.41 922.18 826.34 432.04 590.70 Height of sample in 5 6 5 4 2 3 in 2.416 2.416 2.416 2.416 2.416 2.416 cu.ft 0.0133 0.0159 0.0133 0.0106 0.0053 0.0080 gr 214.64 257.57 214.64 171.72 85.86 128.79 lbs. 1.494 2.158 1.560 1.443 0.763 1.018 pcf 112.6 135.6 117.6 136.0 143.8 127.9 23 44 41 42 26 22 gr 86.65 88.92 87.77 97.81 85.08 99.95 gr 83.81 76.67 84.21 93.37 79.32 93.77 gr 4.94 5.02 4.97 4.98 4.98 5.00 gr 2.84 12.25 3.56 4.44 5.76 6.18 gr 78.87 71.65 79.24 88.39 74.34 88.77 % 3.6 17.1 4.5 5.0 7.7 7.0 pcf 108.7 115.8 112.5 129.5 133.5 119.6 Weight of rings Container No. Dry Density Weight of cont.+ wet soil Weight of cont.+ dry soil Weight of container Weight of water Weight of dry soil Moisture Content Weight of soil Wet Density Diameter of sample Volume of sample B-3 HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No.: MWH-11-001 Windy Ridge Reservoir Performed by: KL/PM Project No.: Checked by: JT Date: Project Name: MOISTURE CONTENT AND DRY DENSITY OF RING SAMPLES 2/29/2012 Boring No. Depth (ft) 10 30 50 70 80 90 100 Total wt of rings and soil gr 852.68 1195.97 991.08 1265.48 1135.20 402.46 921.46 Height of sample in 5 6 5 6 6 2 5 in 2.416 2.416 2.416 2.416 2.416 2.416 2.416 cu.ft 0.0133 0.0159 0.0133 0.0159 0.0159 0.0053 0.0133 gr 214.64 257.57 214.64 257.57 257.57 85.86 214.64 lbs. 1.407 2.069 1.712 2.222 1.935 0.698 1.558 pcf 106.0 130.0 129.0 139.6 121.5 131.5 117.5 28 24 30 21 43 33 29 gr 106.88 65.43 95.92 106.87 109.02 109.82 91.96 gr 105.37 55.41 87.85 95.54 103.39 105.25 87.06 gr 4.91 5.03 4.97 4.90 5.07 4.96 4.96 gr 1.51 10.02 8.07 11.33 5.63 4.57 4.90 gr 100.46 50.38 82.88 90.64 98.32 100.29 82.10 % 1.5 19.9 9.7 12.5 5.7 4.6 6.0 pcf 104.5 108.4 117.6 124.1 115.0 125.8 110.9 Container No. Weight of cont.+ wet soil Weight of cont.+ dry soil Diameter of sample Volume of sample Weight of rings Weight of container Weight of water Weight of dry soil Moisture Content Dry Density B-4 Weight of soil Wet Density HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. HAI Project No.: MWH-11-001 Windy Ridge Reservoir Performed by: KL/PM Project No.: Checked by: JT Date: Project Name: MOISTURE CONTENT AND DRY DENSITY OF RING SAMPLES 2/29/2012 Boring No. Depth (ft) 10 20 40 50 80 10 30 57 70 Total wt of rings and soil gr 892.11 926.11 944.99 1093.78 414.87 1127.02 1154.12 1113.35 990.96 Height of sample in 5 5 5 6 2 6 6 6 5 in 2.416 2.416 2.416 2.416 2.416 2.416 2.416 2.416 2.416 cu.ft 0.0133 0.0133 0.0133 0.0159 0.0053 0.0159 0.0159 0.0159 0.0133 gr 214.64 214.64 214.64 257.57 85.86 257.57 257.57 257.57 214.64 lbs. 1.494 1.568 1.610 1.844 0.725 1.917 1.977 1.887 1.711 pcf 112.6 118.2 121.4 115.8 136.7 120.4 124.2 118.5 129.0 36 35 27 24 28 32 23 42 44 gr 105.35 110.06 104.90 107.50 102.25 116.98 93.25 112.21 111.25 gr 100.01 105.64 100.98 104.37 91.41 114.14 89.29 107.61 103.54 gr 5.03 4.96 5.02 5.04 4.91 4.96 4.95 5.00 5.01 gr 5.34 4.42 3.92 3.13 10.84 2.84 3.96 4.60 7.71 gr 94.98 100.68 95.96 99.33 86.50 109.18 84.34 102.61 98.53 % 5.6 4.4 4.1 3.2 12.5 2.6 4.7 4.5 7.8 pcf 106.6 113.3 116.6 112.3 121.5 117.4 118.6 113.4 119.7 Weight of container B-5 B-6 Diameter of sample Volume of sample Weight of rings Weight of soil Weight of water Weight of dry soil Moisture Content Dry Density Wet Density Container No. Weight of cont.+ wet soil Weight of cont.+ dry soil HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 20 44.1 27.3 0.0 39.7 60.3 27.5 20-30 42.7 26.6 0.0 37.3 62.7 30.5 Checked by: 3/7/2012 Brown, Sandy Lean Clay (CL) Olive, Sandy Lean Clay (CL) USCS B-1 U.S. STANDARD SIEVE SIZES PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 27-28 45.7 29.0 0.3 35.1 64.5 29.3 35-40 0.4 75.7 24.0 6.8 U.S. STANDARD SIEVE SIZES PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: Olive, Sandy Lean Clay (CL) Brown, Silty Sand (SM) USCS B-1 Checked by: 3/7/2012 SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 20 0.0 49.4 50.6 6.5 37 75.6 39.0 0.0 12.5 87.5 17.6 Checked by: 3/7/2012 Brown, Sandy Lean Clay (CL) Brown, Elastic Silt (MH) USCS B-2 U.S. STANDARD SIEVE SIZES PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 40 1.8 80.3 17.9 4.4 55 37.5 5.3 0.0 79.2 20.8 5.2 57 Δ 33.9 7.6 26.9 36.0 37.1 5.0 PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: Checked by: Olive, Silty Sand (SM) Gray, Silty Sand (SM) Gray, Silty Sand (SM) USCS B-3 U.S. STANDARD SIEVE SIZES 3/7/2012 SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 30 58.8 24.4 0.0 11.5 88.5 14.2 32 62.6 31.5 0.0 17.1 82.9 27.7 Checked by: 3/7/2012 Reddish Brown, Elastic Silt (MH) Reddish Brown, Fat Clay (CH) USCS B-4 U.S. STANDARD SIEVE SIZES PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 55 73.1 38.5 0.0 9.8 90.2 41.7 56 71.0 37.4 0.0 3.8 96.2 33.9 U.S. STANDARD SIEVE SIZES PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: Reddish Brown, Fat Clay (CH) Reddish Brown, Fat Clay with Sand (CH) USCS B-4 Checked by: 3/7/2012 SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth(ft) Symbol LL PI % Gravel % Sand % Fines 2µ 20-25 4.4 84.4 11.2 2.7 40-45 27.2 4.4 3.0 82.3 14.6 7.0 60-65 Δ 53.2 29.3 0.0 18.7 81.3 38.6 PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Project No.: Checked by: Yellowish Brown, Well-Graded Sand with Silt (SW-SM) Brown, Fat Clay with Sand (CH) Yellowish Brown, Silty, Clayey Sand (SC-SM) USCS B-5 U.S. STANDARD SIEVE SIZES 3/7/2012 SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Retained Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 1.5" 3/4 " 3/8 " #4 10 20 40 100 2 μ 200 60 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- MWH Americas, Inc. MWH-11-001 KL/PM JT Date: Boring No. Depth (ft) Symbol % Gravel % Sand % Fines 25-30 ◊ 0.3 78.2 21.5 45-50 0.0 67.1 32.9 65-70 0.1 75.3 24.6 PARTICLE-SIZE ANALYSIS OF SOILS Windy Ridge Reservoir (ASTM D422) Client: HAI Project No.: Tested by: Project Name: Work Order No.: Yellowish Brown, Silty Sand (SM) Yellowish Brown, Silty Sand (SM) U.S. STANDARD SIEVE SIZES 3/5/2012 USCS Yellowish Brown, Silty Sand (SM) Checked by: B-6 SAND Coarse Medium Fine 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Percent Passing Grain size (mm) GRAVEL Coarse Fine SILT AND CLAY COBBLES 3" 3/8" 4 10 20 40 100 2 μ 200 60 1" 1.5" HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-1 Date: Sample No.: Depth: 20' Soil Description: Brown, Sandy Lean Clay (CL) LL LL LL PL PL 8 2 12 B3 C 31 23 17 Wt. of wet soil + tare 27.24 26.42 32.82 9.84 10.65 Wt. of dry soil + tare 22.37 21.70 25.93 8.59 9.27 Wt. of tare 11.09 11.02 11.02 1.12 1.10 Water content 43.2 44.2 46.2 16.7 16.9 Liquid Limit 44.1 Plastic Limit 16.8 Plasticity Index 27.3 CL USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 42 43 44 45 46 47 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-1 Date: Sample No.: Depth: 20 - 30' Soil Description: Olive, Sandy Lean Clay (CL) LL LL LL PL PL 13 15 26 A8 B 35 25 17 Wt. of wet soil + tare 28.25 29.24 32.90 13.44 12.62 Wt. of dry soil + tare 23.38 23.77 26.04 11.73 11.03 Wt. of tare 10.94 10.99 11.21 1.13 1.12 Water content 39.1 42.8 46.3 16.1 16.0 Liquid Limit 42.7 Plastic Limit 16.1 Plasticity Index 26.6 CL ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 38 40 42 44 46 48 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-1 Date: Sample No.: Depth: 27 - 28' Soil Description: Olive, Sandy Lean Clay (CL) LL LL LL PL PL 16 17 18 A1 C7 34 21 15 Wt. of wet soil + tare 26.26 27.34 32.30 12.39 11.99 Wt. of dry soil + tare 21.75 22.05 25.05 10.79 10.42 Wt. of tare 11.08 10.79 11.07 1.13 1.11 Water content 42.3 47.0 51.9 16.6 16.9 Liquid Limit 45.7 Plastic Limit 16.7 Plasticity Index 29.0 CL ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 42 44 46 48 50 52 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-2 Date: Sample No.: Depth: 37' Soil Description: Brown, Elastic Silt (MH) LL LL LL PL PL 24 25 27 B7 F2 31 22 15 Wt. of wet soil + tare 25.58 26.63 33.15 10.55 10.22 Wt. of dry soil + tare 19.52 19.96 23.50 8.03 7.78 Wt. of tare 11.32 11.27 11.34 1.13 1.12 Water content 73.9 76.8 79.4 36.5 36.6 Liquid Limit 75.6 Plastic Limit 36.6 Plasticity Index 39.0 MH USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 72 74 76 78 80 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-3 Date: Sample No.: Depth: 55' Soil Description: Gray, Silty Sand (SM) (Percent passing # 200 sieve < 50%) LL LL LL PL PL 29 20 4 A7 32 28 21 15 Wt. of wet soil + tare 35.86 27.38 33.63 10.36 12.22 Wt. of dry soil + tare 29.27 22.82 27.05 8.12 9.51 Wt. of tare 11.33 10.93 10.99 1.11 1.11 Water content 36.7 38.4 41.0 32.0 32.3 Liquid Limit 37.5 Plastic Limit 32.1 Plasticity Index 5.3 ML ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 36 38 40 42 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-3 Date: Sample No.: Depth: 57' Soil Description: Gray, Silty Sand (SM) (Percent passing # 200 sieve < 50%) LL LL LL PL PL 3 10 14 A4 A5 35 26 15 Wt. of wet soil + tare 32.91 28.31 27.94 11.17 10.54 Wt. of dry soil + tare 27.62 23.99 23.34 9.09 8.57 Wt. of tare 11.11 11.01 10.97 1.13 1.11 Water content 32.0 33.3 37.2 26.1 26.4 Liquid Limit 33.9 Plastic Limit 26.3 Plasticity Index 7.6 ML USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 30 32 34 36 38 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-4 Date: Sample No.: Depth: 30' Soil Description: Reddish Brown, Elastic Silt (MH) LL LL LL PL PL 21 22 23 A2 B6 35 23 15 Wt. of wet soil + tare 29.01 32.68 30.87 11.33 10.26 Wt. of dry soil + tare 22.65 24.68 23.35 8.73 7.91 Wt. of tare 11.31 11.22 11.34 1.13 1.13 Water content 56.1 59.4 62.6 34.2 34.7 Liquid Limit 58.8 Plastic Limit 34.4 Plasticity Index 24.4 MH ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 55 57 59 61 63 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-4 Date: Sample No.: Depth: 32' Soil Description: Reddish Brown, Fat Clay with Sand (CH) LL LL LL PL PL 1 6 19 C8 F3 35 23 17 Wt. of wet soil + tare 32.56 28.63 31.10 10.14 10.55 Wt. of dry soil + tare 24.52 21.81 23.06 8.00 8.32 Wt. of tare 11.05 11.07 10.79 1.12 1.13 Water content 59.7 63.5 65.5 31.1 31.0 Liquid Limit 62.6 Plastic Limit 31.1 Plasticity Index 31.5 CH ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 59 61 63 65 67 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-4 Date: Sample No.: Depth: 55' Soil Description: Reddish Brown, Fat Clay (CH) LL LL LL PL PL 25 27 15 A7 B 34 25 17 Wt. of wet soil + tare 22.56 28.39 29.23 8.19 9.24 Wt. of dry soil + tare 17.95 21.18 21.26 6.37 7.16 Wt. of tare 11.27 11.34 10.99 1.13 1.13 Water content 69.0 73.3 77.6 34.7 34.5 Liquid Limit 73.1 Plastic Limit 34.6 Plasticity Index 38.5 CH ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 68 70 72 74 76 78 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-4 Date: Sample No.: Depth: 56' Soil Description: Reddish Brown, Fat Clay (CH) LL LL LL PL PL 6 8 4 C7 F3 35 21 15 Wt. of wet soil + tare 30.97 25.20 31.59 10.96 10.81 Wt. of dry soil + tare 22.86 19.30 22.79 8.48 8.38 Wt. of tare 11.08 11.10 11.00 1.12 1.13 Water content 68.8 72.0 74.6 33.7 33.5 Liquid Limit 71.0 Plastic Limit 33.6 Plasticity Index 37.4 CH ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 68 70 72 74 76 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-5 Date: Sample No.: Depth: 40 - 45' Soil Description: Yellowish Brown, Silty, Clayey Sand (SC-SM) (Percent passing # 200 sieve < 50%) LL LL LL PL PL 29 22 17 B7 F2 34 25 15 Wt. of wet soil + tare 25.03 26.27 28.31 10.17 10.04 Wt. of dry soil + tare 22.23 23.08 24.35 8.51 8.37 Wt. of tare 11.33 11.23 11.07 1.13 1.15 Water content 25.7 26.9 29.8 22.5 23.1 Liquid Limit 27.2 Plastic Limit 22.8 Plasticity Index 4.4 CL-ML ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 25 26 27 28 29 30 31 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir MG/PM Project No.: JT Boring No.: B-5 Date: Sample No.: Depth: 60 - 65' Soil Description: Brown, Fat Clay with Sand (CH) LL LL LL PL PL 13 21 2 32 A8 33 25 15 Wt. of wet soil + tare 24.88 28.40 28.05 10.58 10.52 Wt. of dry soil + tare 20.16 22.45 21.91 8.77 8.70 Wt. of tare 10.96 11.29 11.01 1.13 1.13 Water content 51.3 53.3 56.3 23.7 24.0 Liquid Limit 53.2 Plastic Limit 23.9 Plasticity Index 29.3 CH ATTERBERG LIMITS (ASTM D 4318) 3/7/2012 USCS No. of blows Tare No. Test HAI Project No.: Tested by: Checked by: 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) CL - ML CL or OL CH or OH ML or OL MH or OH 51 52 53 54 55 56 57 10 100 Moisture content Number of blows 25 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir KL/PM Project No.: JT Boring No: B-2 Depth: 30' Date: Light Olive, Clayey Sand (SC) 215.62 g 625.17 g 197.19 g 564.47 g ( K1 ) 8.44 g 197.54 g 18.43 g 60.70 g 188.75 g 366.93 g EXPANSION INDEX (ASTM D4829) MOISTURE CONTENT AT END OF TEST Wt. of wet soil + mold Wt. of dry soil + mold Wt. of mold Wt. of container Wt. of dry soil Sample No. 3/5/2012 HAI Project No.: Tested by: Checked by: Wt. of dry soil Wt. of dry soil + cont. Soil Description: MOLDED SPECIMEN Wt. of wet soil + cont. Wt. of water Wt. of water HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers 88 5 g 366 93 g 9.8 % Moisture Content 16.5 % Wt. of wet soil + ring 600.47 g Wt. of ring 197.54 g Wt. of wet soil 402.93 g Wet density of soil 122.1 pcf 3/1 - 11:12 0 0 Dry density of soil 111.2 pcf 3/1 - 11:22 10 0 Specific gravity of soil 2.70 pcf 51.2 % 3/2 - 11:12 1440 0.0082 0.0082 Add distilled water to sample Expansion Index = 8 Saturation Date & time Elapsed time (min) Dial Reading h Expansion t o d y so Moisture Content t o d y so ---PAGE BREAK--- Client : MWH MWH-11-001 Project Name: KL/PM Project No.: RN Boring No.: B2 Date: 8/29/2013 Sample No.: Depth: 5' Mold size: 4 in Soil Description: Light Gray, Clayey Sand (SC) Procedure: A 2.9 Checked by: Windy Ridge Reservoir COMPACTION CURVE (ASTM D1557) HAI Project No.: Tested by: % Ret. on # 4: 100 110 120 130 140 0 5 10 15 20 Dry Density (pcf) Moisture Content Gs= 2.60 Maximum Dry Density (pcf): 123.5 Optimum Moisture Content 10.0 Gs= 2.50 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client : MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir Tested by: KL/PM JT Boring No.: B-2 Depth: 25 - 30' Date: 2/27/2012 Sample No.: Bulk 2 Mold size: 4 in Soil Description: Brown, Sandy Lean Clay (CL) Procedure: B 0.1 % Ret on 3/8": Checked by: COMPACTION CURVE (ASTM D1557) HAI Project No.: 130 140 f) Gs= 2.70 Gs= 2.60 HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers 100 110 120 0 5 10 15 20 Dry Density (pcf Moisture Content Maximum Dry Density (pcf): 118.5 Optimum Moisture Content 12.5 ---PAGE BREAK--- Client : MWH Americas, Inc. MWH-11-001 Project Name: Windy Ridge Reservoir Tested by: KL/PM JT Boring No.: B-6 Depth: 25 - 30' Date: 2/27/2012 Sample No.: Mold size: 4 in Soil Description: Yellowish Brown, Silty Sand (SM) Procedure: A 0.3 COMPACTION CURVE (ASTM D1557) HAI Project No.: % Ret on # 4: Checked by: 130 140 f) Gs= 2.70 Gs= 2.60 HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers 100 110 120 0 5 10 15 20 Dry Density (pcf Moisture Content Maximum Dry Density (pcf): 123.5 Optimum Moisture Content 10.4 ---PAGE BREAK--- Client : MWH Americas, Inc. Windy Ridge Reservoir PM J.T Date: Boring No.: B-2 Depth: 55' Olive Brown, Clayey Sand (SC) Undisturbed ring H (in) Hs (in) Hw (in) Ha (in) (pcf) Load δH H Voids Consol. t50 av Mv (ksf) (in) (in) (in) (sec) (ksf) (ksf) 0.01 1.0001 0.348 0.535 0 0.25 0.0039 0.9962 0.345 0.529 0.4 2.5E-02 1.6E-02 0 5 0 0092 0 9909 0 339 0 521 0 9 3 3E 02 2 1E 02 CONSOLIDATION TEST (ASTM D2435) ADD WATER 0.8946 0.652 100.4 Checked by: 4.6 0.244 -0.001 Final Total Weight 0.652 e 1.0001 131.20 0.268 137.26 14.0 121.8 0.081 Height of Solids HAI Project No.: Tested by: Initial Total Weight Height 149.53 Project Name: Initial Conditions Height of Water Sample No.: Project No.: MWH-11-001 Type of Sample: Final Dry Weight Soil Description: 3/12/2012 Unload Height of Air Dry Density 109.0 23.1 Saturation Water Content HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers 0.5 0.0092 0.9909 0.339 0.521 0.9 3.3E-02 2.1E-02 1 0.0178 0.9823 0.331 0.507 1.8 2.6E-02 1.8E-02 2 0.0284 0.9717 0.320 0.491 2.8 1.6E-02 1.1E-02 2 0.0444 0.9557 0.304 0.467 4.4 4 0.0566 0.9435 0.292 0.448 5.7 9.4E-03 6.5E-03 8 0.0723 0.9278 0.276 0.424 7.2 6.0E-03 4.2E-03 16 0.0885 0.9116 0.260 0.399 8.8 3.1E-03 2.2E-03 32 0.1077 0.8924 0.241 0.369 10.8 1.8E-03 1.3E-03 8 0.1055 0.8946 0.243 0.373 10.5 2 0.1026 0.8975 0.246 0.377 10.3 0.25 0.0943 0.9058 0.254 0.390 9.4 UNLOAD WATER ADDED HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-1 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 20 Peak Shear Stress (ksf) 0.88 1.74 3.10 Shear stress @ end of test (ksf) 0.70 1.40 2.64 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9771 0.9596 0.9748 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 9.5 9.5 9.5 Soil Identification: Final Moisture Content 19.2 16.9 15.5 Dry Density (pcf) 104.9 118.1 120.4 Final Saturation 91.2 123.5 114.7 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Brown, Sandy Lean Clay (CL) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 4 Shear Stress (ksf) 0 1 2 3 4 5 6 7 8 Normal Stress (ksf) 0 1 2 3 4 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Project Name: Windy Ridge Reservoir B2 Normal Stress (ksf) 2 4 8 Deformation Rate (in/min) 5 Peak Shear Stress (ksf) 1.36 2.33 4.42 Shear stress @ end of test (ksf) 1.19 2.28 4.40 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9884 0.9677 0.9498 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 10.0 10.0 10.0 Soil Identification: Final Moisture Content 16.2 15.3 15.1 Dry Density (pcf) 111.1 111.0 111.3 Final Saturation 89.1 89.7 94.4 Project No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Light Gray, Clayey Sand (SC) Remolded to 90% Maximum Dry Density and Optimum Moisture content 8/30/2013 HUSHMAND ASSOCIATES, INC. Geotechnical and Earthquake Engineers 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 4 5 Shear Stress (ksf) 0 2 4 6 8 10 Normal Stress (ksf) 0 1 2 3 4 5 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-2 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 25 - 30 Peak Shear Stress (ksf) 0.73 1.31 2.48 Shear stress @ end of test (ksf) 0.60 1.19 2.40 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 1.0025 0.9847 0.9799 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 12.5 12.5 12.5 Soil Identification: Final Moisture Content 23.3 22.0 20.6 Dry Density (pcf) 106.7 106.7 106.7 Final Saturation 107.8 106.8 101.6 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Brown, Sandy Lean Clay (CL) Remolded to 90 % Maximum Dry Density and Optimum Moisture content 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 Shear Stress (ksf) 0 1 2 3 4 5 6 Normal Stress (ksf) 0 1 2 3 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-2 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 40 Peak Shear Stress (ksf) 0.84 1.08 2.30 Shear stress @ end of test (ksf) 0.70 1.03 1.90 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9910 0.9781 0.9674 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 15.4 15.4 15.4 Soil Identification: Final Moisture Content 29.7 31.4 27.9 Dry Density (pcf) 99.2 100.0 105.1 Final Saturation 108.8 121.0 125.1 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Brown, Sandy Silty Clay (CL-ML) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 Shear Stress (ksf) 0 1 2 3 4 5 6 Normal Stress (ksf) 0 1 2 3 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-3 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 20 Peak Shear Stress (ksf) 1.52 2.05 3.67 Shear stress @ end of test (ksf) 0.91 1.55 3.17 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 1.0014 0.9745 0.9554 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 2.9 2.9 2.9 Soil Identification: Final Moisture Content 15.1 16.2 14.9 Dry Density (pcf) 118.1 110.2 106.0 Final Saturation 104.2 96.6 83.7 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 4 Shear Stress (ksf) 0 1 2 3 4 5 6 7 8 Normal Stress (ksf) 0 1 2 3 4 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Project Name: Windy Ridge Reservoir B-4 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 20 Peak Shear Stress (ksf) 0.91 1.56 2.81 Shear stress @ end of test (ksf) 0.67 1.34 2.62 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9853 0.9823 0.9712 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 2.8 2.8 2.8 Soil Identification: Final Moisture Content 16.8 16.8 18.6 Dry Density (pcf) 114.2 111.0 110.5 Final Saturation 109.3 100.3 113.9 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 Shear Stress (ksf) 0 1 2 3 4 5 6 Normal Stress (ksf) 0 1 2 3 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-4 Normal Stress (ksf) 2.5 5 10 Deformation Rate (in/min) 40 Peak Shear Stress (ksf) 1.61 3.42 6.49 Shear stress @ end of test (ksf) 1.60 3.40 6.25 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9012 0.9048 0.9184 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 12.0 12.0 12.0 Soil Identification: Final Moisture Content 22.8 21.4 18.2 Dry Density (pcf) 96.3 102.5 113.2 Final Saturation 103.6 114.4 127.8 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Brown, Sandy Lean Clay (CL) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 4 5 6 7 Shear Stress (ksf) 0 2 4 6 8 10 12 14 Normal Stress (ksf) 0 1 2 3 4 5 6 7 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-4 Normal Stress (ksf) 3 6 12 6 Deformation Rate (in/min) 60 Peak Shear Stress (ksf) 2.62 4.66 6.10 Shear stress @ end of test (ksf) 1.58 3.74 4.75 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9986 0.9871 0.9427 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 11.7 11.7 11.7 Soil Identification: Final Moisture Content 25.2 18.6 24.0 Dry Density (pcf) 116.4 122.4 109.1 Final Saturation 146.8 133.5 136.7 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Brown, Sandy Lean Clay (CL) Undisturbed ring 3/15/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 1 2 3 4 5 6 7 Shear Stress (ksf) 0 2 4 6 8 10 12 14 Normal Stress (ksf) 0 1 2 3 4 5 6 7 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-5 Normal Stress (ksf) 2 4 8 3 Deformation Rate (in/min) 30 Peak Shear Stress (ksf) 2.38 4.34 7.44 Shear stress @ end of test (ksf) 1.73 3.11 5.77 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 1.0059 0.9935 0.9879 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 9.0 9.0 9.0 Soil Identification: Final Moisture Content 18.6 17.6 17.0 Dry Density (pcf) 107.5 115.2 116.7 Final Saturation 88.4 107.0 109.6 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Clayey Sand (SC) Undisturbed ring 3/16/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 2 4 6 8 Shear Stress (ksf) 0 2 4 6 8 10 12 14 Normal Stress (ksf) 0 2 4 6 8 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-5 Normal Stress (ksf) 3 6 12 Deformation Rate (in/min) 60 Peak Shear Stress (ksf) 2.52 5.02 9.14 Shear stress @ end of test (ksf) 2.14 4.20 8.38 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9408 0.9425 0.9254 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 4.7 4.7 4.7 Soil Identification: Final Moisture Content 19.0 16.3 15.3 Dry Density (pcf) 105.5 106.3 112.9 Final Saturation 110.6 97.0 120.4 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/16/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 2 4 6 8 10 Shear Stress (ksf) 0 2 4 6 8 10 12 14 16 18 20 Normal Stress (ksf) 0 2 4 6 8 10 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-6 Normal Stress (ksf) 1 2 4 Deformation Rate (in/min) 20 Peak Shear Stress (ksf) 0.77 1.68 4.91 Shear stress @ end of test (ksf) 0.76 1.66 4.64 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9868 0.9669 0.9724 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 4.3 4.3 4.3 Soil Identification: Final Moisture Content 19.1 20.1 16.6 Dry Density (pcf) 99.9 95.9 106.7 Final Saturation 82.5 82.1 90.1 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/16/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 2 4 6 Shear Stress (ksf) 0 2 4 6 8 10 12 Normal Stress (ksf) 0 2 4 6 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-6 Normal Stress (ksf) 2.5 5 10 Deformation Rate (in/min) 40 Peak Shear Stress (ksf) 3.18 5.81 8.22 Shear stress @ end of test (ksf) 1.76 3.65 7.73 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9722 0.9562 0.9461 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 2.7 2.7 2.7 Soil Identification: Final Moisture Content 16.1 14.8 14.2 Dry Density (pcf) 119.8 114.9 114.2 Final Saturation 132.0 109.5 107.0 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/19/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 2 4 6 8 10 Shear Stress (ksf) 0 2 4 6 8 10 12 14 16 18 20 Normal Stress (ksf) 0 2 4 6 8 10 Shear Stress (ksf) ---PAGE BREAK--- Client: MWH Americas, Inc. Project Name: Windy Ridge Reservoir B-6 Normal Stress (ksf) 3 6 12 Deformation Rate (in/min) 62 Peak Shear Stress (ksf) 2.14 4.66 10.92 Shear stress @ end of test (ksf) 2.14 4.39 10.73 Sample type: Initial height of sample (in) 1 1 1 Height of sample before shear (in) 0.9534 0.9485 0.9243 Diameter of sample (in) 2.42 2.42 2.42 Initial Moisture Content 4.2 4.2 4.2 Soil Identification: Final Moisture Content 18.3 16.3 15.4 Dry Density (pcf) 109.5 110.2 108.0 Final Saturation 115.2 106.9 103.1 Pr. No.: HAI Pr No.: MWH-11-001 Date: 0.002 DIRECT SHEAR TEST Consolidated Drained (ASTM D3080) Boring No.: Depth (ft): Sample No.: Yellowish Brown, Silty Sand (SM) Undisturbed ring 3/19/2012 0 0.05 0.1 0.15 0.2 0.25 Horizontal Deformation (in) 0 2 4 6 8 10 12 Shear Stress (ksf) 0 2 4 6 8 10 12 14 16 18 20 22 24 Normal Stress (ksf) 0 2 4 6 8 10 12 Shear Stress (ksf) ---PAGE BREAK--- ---PAGE BREAK--- Appendix E Slope Stability Analyses ---PAGE BREAK--- Windy Ridge MWH-11-001 E-1 APPENDIX E SLOPE STABILITY ANALYSIS 1.0 Methodology The methodology for evaluating the gross stability of existing slopes against sliding consists of: 1. Select cross-sections which would likely represent the most critical portions of the slope; 2. Estimate appropriate material for static and earthquake conditions; 3. Calculate the factors of safety for static conditions; and 4. Evaluate seismic performance using pseudo-static analyses. Nine cross-sections cross-sections 1-1’ through 9-9) as shown on Plates 3 to 4 were performed to evaluate the cut and fill slope stability for the project. The stability of the cut slopes above to tank site were analyzed using Cross-sections 1-1’, 2-2’, 3-3’, and 8-8’. The remaining cross sections were used to analyze the stability of the cut and fill slopes along the access road, including the external stability of the MSE walls. Slope stability calculations were performed using the computer program Slide 6.0 developed by Rocscience. Slide offers no less than 17 different material strength models for soil and rock including Mohr-Coulomb, Anisotropic and Generalized Hoek-Brown. Advanced search algorithms were embedded in the code to simplify the task of finding the critical slip surface with the lowest safety factor. All permanent slopes considered have a minimum factor of safety of 1.5 for static condition and 1.1 for pseudostatic condition. A horizontal ground acceleration coefficient (Kh) of 0.15 g was assumed in the pseudo-static stability analysis to calculate the safety factor against sliding. All temporary cut slopes created during construction are require to achieve a minimum safety factor of 1.25 against sliding. Both circular surfaces and wedge potential slip surface along weak beds were considered in the analyses. Modified Bishop and the Spencer method were used to calculate the safety factors against sliding (FSsl) for circular and wedge slip surface, respectively. ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-2 An average most density of 125 pcf and saturated density of 135 pcf were used in the analyses for Topanaga and Vaqueros-Sespe formations based on HAI’s laboratory test results. 2.0 Strength Parameters 2.1 Along-Bedding Shear Strength Topanga Formation For along-bedding orientation, the data obtained from the Atterberg Limits and hydrometer analyses (liquid limit and clay fraction) on all clay seam samples from both HAI’s and Leighton’s investigations was compiled. Using Stark et al. (2010) recommendations, the secant residual friction angle for each sample was estimated, as presented in Figure E-1. A residual friction angle of 20.5 degrees was used based on the average of the estimated residual friction angles. No cohesion was considered in the analyses for along-bedding orientation. Vaqueros Sespe Formation The along-bedded shear strength for the Sespe-Vaqueros formation bedrock were correlated to the results of Attebergh Limits and Hydrometers tests (Stark et al, 2010) for the 12 samples collected during our exploration (Figure E-1). Based on our analysis, the recommended residual shear strength for the clay seam materials is 17.5 degrees. The recommended shear strength value was derived by removing the statistical dispersion (in this case, one standard deviation) from the average shear strength values. Results of our analysis are tabulated below: ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-3 Table E1. Along Bedded Shear Strength for Sespe-Vaqueros formation bedrock Boring Sample No. Depth (feet) LL CF Secant Friction B1 SM-1 20 44.1 27.5 24.2 SM-2 20-30 42.7 30.5 24.2 SM-3 27-28 45.7 29.3 24.2 B2 SM-2 37 75.6 17.6 20.5 B3 SM-1 55 37.5 5.2 29.2 SM-2 57 33.9 5 29.7 B4 SM-2 30 58.8 14.2 23.3 SM-3 32 62.6 27.7 17.5 SM-4 55 73.1 41.7 14.4 SM-5 56 71 33.9 16.8 B5 SM-1 40-45 27.2 7 32 SM-2 60-65 53.2 38.6 19.1 AVE = 22.93 STDEV =5.5 AVE – STDEV = 17.5 Figure E-1. Residual for clay seams (Stark et al., 2010). ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-4 Figure E-2. Plot of shear for Vaqueros Sespe Formation. 2.3 Cross-Bedding Shear Strength Fracture, joints and discontinuities can reduce the rock mass strength characteristics in cross bedding direction. To assess the stability of jointed/weathered rock slopes, the non- linear Hoek-Brown failure criterion, an empirical approach to estimating rock mass strength was used to estimate the reduction in shear strength parameters due to joint discontinuity. . The criterion started from the properties of intact rock and then introduced factors to reduce these properties on the basis of the characteristics of joints in a rock mass. The model also estimates an equivalent set of Mohr-Coulomb shear strength parameters for slope stability analysis cohesive strength and frictional angle) based on classifications of the joint and structure characteristics of the bedrock. The calculations of the shear strength values were performed using the software program RocLab (www.rocscience.com, 2007). The input parameters for the Hoek-Brown failure criterion and the calculated equivalent Mohr-Coulomb shear strength values are summarized in Tables E2 and E3 for the Sespe-Vaqueros and Topanga Formations Bedrock, respectively. The equivalent shear strength parameters based on the Hoek- Brown model are tabulated in Tables E4 and E5. 0 1 2 3 4 5 6 7 0 2 4 6 8 10 12 Shear Stress (ksf) Normal Stress (ksf) Leighton HAI Best Linear Fit Φ = 30.2° c = 0.27 ksf ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-5 However, the shear strength parameters determined using direct shear test results for intact ring samples were lower and were used in the stability analysis. The shear strength parameters based on the best fit, shear strength parameters as determined by the Hoek- Brown criterion were higher than the cross-bedding shear strength determined by direct shear test, was also used Table E2. Hoek-Brown Classification of Joint and Structural Characteristics for the Sespe-Vaqueros formation (Tvs) Parameter Rock Joint and Structure Characteristics Calculated Value* Intact Uniaxial Compressive Strength, i (ksf) Highly weathered or altered rock 60 Geological Strength Index, GSI Very Blocky structure and Poor Surface 45 Material Constant, mi Claystone, Sedimentary rock and Fine texture 4 Disturbance Factor, D Mechanical Excavation for slopes 0.7 Modulus Ratio, MR Claystone, Sedimentary rock & Fine texture 250 *Physical characteristics of the Sespe-Vaqueros formation (Tvs) were selected based on Geologist input. The above numerical values were calculated using Software Program RocLab (www.rocscience.com). ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-6 Table E3. Hoek-Brown Classification of Joint and Structural Characteristics for the Topanga formation (Tt) Parameter Rock Joint and Structure Characteristics Calculated Value* Intact Uniaxial Compressive Strength, i (ksf) Highly weathered or altered rock 80 Geological Strength Index, GSI Very Blocky structure and Poor Surface 45 Material Constant, mi Sandstone, Sedimentary rock and Fine texture 17 Disturbance Factor, D Mechanical Excavation for slopes 0.7 Modulus Ratio, MR Sandstone, Sedimentary rock & Fine texture 275 *Physical characteristics of the Topanga formation (Tt) were selected based on Geologist input. The above numerical values were calculated using Software Program RocLab (www.rocscience.com). Table E4. Equivalent Mohr-Coulomb Shear Strength Parameters for the Sespe-Vaqueros formation (Tvs) for Various Slope Height Equivalent Mohr-Coulomb Shear Strength Parameters Shear Strength Parameters Slope Height, H 25' 50' 75' 100' Cohesion, c (psf) 445 625 775 900 Friction Angle, (deg) 28 23 20 19 *The reduced shear strength parameters shown in Table E3 were used only in the fractured zone. ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-7 Table E5. Equivalent Mohr-Coulomb Shear Strength Parameters for the Topanga formation (Tt) for Various Slope Height Equivalent Mohr-Coulomb Shear Strength Parameters Shear Strength Parameters Slope Height, H 25' 50' 75' 100' Cohesion, c (psf) 740 1,125 1,400 1,700 Friction Angle, (deg) 42 37 33 32 For non-fractured zone, cohesion of 900 psf and friction angle of 30 deg were used. 2.2 Structural Fill The geotechnical parameters for the structural fill material used for analysis were obtained from direct shear test results of the bedrock material collected from the tank site and remolded to a density equivalent to 90 percent relative compaction at optimum moisture. An internal friction angle of 28 degrees, cohesion value of 300 psf, wet density of 120 psf, and saturated density of 125 psf were used for structural fill in the analyses. 3.0 Static Stability Static stability of the slopes in the tank site and along the road were analyzed using cross- sections 1-1’ through 9-9’. The external stability of the MSE wall was analyzed using cross-section 4-4’. The computed factor of safety values are presented in Table E-6. The static factors of safety vary from 1.54 to 2.37. 4.0 Pseudostatic Stability Dynamic gross stability analysis for all cut and fill slopes was performed for the long- term case with the expected no groundwater. A seismic coefficient of 0.15g resulted in minimum pseudostatic factor of safety values between 1.10 and 1.91, as summarized in Table E-6. The critical static slip surface was utilized for the pseudo-static analyses. ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-8 5.0 Fill Slope Yield Acceleration and Earthquake-Induced Deviatoric Slope Displacements To evaluate the roadways structural fill performance during the design earthquakes, cross sections 4-4’ was analyzed for their yield accelerations where the critical failure surface was passing through the roadway embankment. The yield acceleration for sections 4-4’ was calculated at approximately 0.28g. The corresponding displacement calculated using the Bray and Travassron method (2007) was on the order of 3 inch. ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-9 TABLE E-6. Slope Stability Analyses Results Cross Section Analysis Type Failure Surface Factor of Safety Sec 1-1 Static Block Failure through Bedrock 1.68 Pseudo-static Block Failure through Bedrock 1.10 Sec 2-2’ (Tank Load) Static Block Failure through Bedrock 1.56 Pseudo-static Block Failure through Bedrock 1.13 Sec 3-3’ (Tank Load) Static Block Failure through Bedrock 1.54 Pseudo-static Block Failure through Bedrock 1.40 Static Block Failure through base of MSE wall 1.73 Pseudo-static Block Failure through base of MSE wall 1.33 Sec 4-4’ Static Global Circular Failure through Foundation fill 1.68 Pseudo-static Global Circular Failure through Foundation fill 1.25 Static Localized Circular Failure through Foundation fill 1.56 Pseudo-static Localized Circular Failure through Foundation fill 1.27 Static Block Failure through Bedrock 1.75 Pseudo-static Block Failure through Bedrock 1.19 Sec 5-5’ Static Block Failure through Bedrock 1.79 Pseudo-static Block Failure through Bedrock 1.21 Static Block Failure through Base of MSE Wall 1.58 Pseudo-static Block Failure through Base of MSE Wall 1.24 Sec 6-6’ Static Global Block failure through Bed Rock 1.55 Pseudo-static Global Block failure through Bed Rock 1.11 Static Block failure through road section 1.96 Pseudo-static Block failure through road section 1.56 Static Block failure through base of MSE Wall 2.23 Pseudo-static Block failure through base of MSE Wall 1.42 Sec 7-7’ Static Block Failure through toe of cut slope 2.05 Pseudo-static Block Failure through toe of cut slope 1.37 Static Block Failure through bedrock 1.68 Pseudo-static Block Failure through bedrock 1.10 Sec 8-8’ (Tank Load) Static Blcok failure through tank base 2.37 Pseudo-static Blcok failure through tank base 1.52 ---PAGE BREAK--- Windy Ridge MWH-11-001 APPENDIX E (Cont’d) E-10 Cross Section Analysis Type Failure Surface Factor of Safety Sec 9-9’ Static Block Failure through Bedrock 1.61 Pseudo-static Block Failure through Bedrock 1.18 Static Block Failure through toe of cut slope 2.48 Pseudo-static Block Failure through toe of cut slope 1.91 Static Block failure through base of MSE Wall 1.98 Pseudo-static Block failure through base of MSE Wall 1.57 ---PAGE BREAK--- Windy Ridge MWH-11-001 A-1 APPENDIX A REFERENCES Abrahamson, N. A. and Silva, W. 1997, Empirical Response Spectral Attenuation Relationships for Shallow Crustal Earthquakes, in Seismological Research Letters, Vol. 68, No. 1. Abrahamson, N. 2000, Effects of Rupture Directivity on Probabilistic Seismic Hazard Analysis, Proceedings of Sixth International Conference on Seismic Zonation, November 2000. Bartlett, S.F. and Youd, T.L., 1995, Empirical Prediction of Liquefaction-Induced Lateral Spread, Journal of Geotechnical Engineering, Vol. 121, No. 4, April 1995. Bozorgnia, Campbell, K.W., and Niazi, 1999, Vertical Ground Motion: Characteristics, Relationships with Horizontal Component, and Building-Code Implication, Proceedings to the SMIP99 Seminar on Utilization of Strong-Motion Data, September 15, 1999, Oakland, pp. 23-49. Bray, J.D. and Travasarou, T. 2007, Somplified Procedure for Estimating Earthquake-Induced Deviatoric Slope Displacement, ASCE J. of Geotechnical and Geoenvironmental Engineering, Vol. 133, No. 4, pp. 381-392, April 1, 2007. Campbell, K. W. and Y. Bozorgnia (2003), Updated near-source ground motion (attenuation) relations for the horizontal and vertical components of peak ground acceleration and acceleration response spectra, Bulletin of the Seismological Society of America, Vol. 93 No. 1, pp 314 -331 California Building Code (CBC), 2010, California Code of Regulations Title 24, Part 2, Volume 2, California Building Standards Commission. California Geological Survey, 2001, Seismic Hazard Zone Map for the Black Star Canyon 7.5- Minute Quadrangle, Orange County, California. California Geological Survey, 2000, Revised 2001, Seismic Hazard Zone Report for the Black Star Canyon 7.5-Minute Quadrangle, Orange County, California. Cao, Bryant, W.A., Rowshandel, B. Branum, and Wills, C.J., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps by California Geological Survey. CH2M Hill, 1985, Draft Geotechnical Exploration for Olive Hills Reservoir Cover, Anaheim, California, dated February 22, 1985. Christofferson, S.C., Dolan, J.F., Shaw, J.H., 2002, Blind-Thrust Faults Unveiled, Southern California Earthquake Center Annual Meeting Program and Abstracts, Fall 2002. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) A-2 Cornell, C. 1968, Engineering Seismic Risk Analysis, Bulletin of the Seismological Society of America, Vol. 58, No. 5, pp. 1583-1606. Dolan, J. Sieh, Rockwell, T. Yeats, R. Shaw, Suppe, Huftile, G. and Gath, E. 1995, Prospects for Larger or More Frequent Earthquakes in the Los Angeles Metropolitan Region, Science, Vol. 267, January 13, 1995, pp. 199-205. Dolan, J.F., Christofferson, S.C., Shaw, J.H., 2003, Recognition of Paleoearthquakes on the Puente Hills Blind Thrust Fault, California, Science, Volume 300, No. 5616, pp. 15-118. Frankel, A.D., Petersen, M.D., Mueller, C.S., Haller, K.M., Wheeler, R.L., Leyendecker, E.V., Wesson, R.L., Harmsen, S.C., Cramer, C.H., Perkins, D.M., and Rukstales, K.S., 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps: U.S., Geological Survey, Open File Report 02-420, 33p. Freeman, S.T., Heath, E.G., Guptill, P.D., and Waggoner, J.T., 1992, Seismic Hazard Assessment, Newport-Inglewood Fault Zone, in Pipkin, B.W., and Proctor, R.J. (eds), Engineering Geology Practice in Southern California: Association of Engineering Geologists Special Publication No. 4, p. 211-231. Gath, E.M., Gonzalez, and Rockwell, T.K., 1992, Final Technical Report-Evaluation of the Late Quaternary Rate of Slip, Whittier Fault, Southern California, U.S. Geological Survey, Contract No. 14-08-0001-G1696, pp. Goffman, McCormick & Urban, Inc., 1990,Report of Seismic Refractive Classification of Proposed Excavation, Foothill Community Builder’s Mountain Park Project, County of Orange, California, Prepared for GeoSoils, Inc. under Work Order 1965-A-OC. Geosoils, Inc., 1990, Addendum to Limited Preliminary Geotechnical Investigation of Northeast Corner of the Anaheim Canyon Project, Orange County, California, Work Order 1965-A- OC, dated March 16, 1990. Geosoils, Inc., 2003, Preliminary Geotechnical Investigation, Mountain Park Project, Gypsum Canyon, Orange County, California," W.O. 3865-AI-OC, dated February 23, 2003. Grant, L. Mueller, K. Gath, E. Cheng, Edwards, R. 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Idriss, I. 1993, Procedures for Selecting Earthquake Ground Motions at Rock Sites, National Institute of Standards and Technology, NIST GCR 93-625, 7 pp. Ishihara, K. and Yoshimine, 1992, Evaluation of Settlements in Sand Deposits Following Liquefaction during Earthquakes, Soils and Foundations, Vol. 32, No. 1, pp: 173-188. Jennings, C. and Bryant, W. 2010, Fault Activity Map of California, California Geological Survey, Geologic Data Map Series, Map No. 6 – Fault Activity Map of California, Scale 1:750,000. Leighton and Associates, 1987, Fault Activity and Recurrence Intervals of the Western Segment of the Whittier Fault, California: Unpublished Report to the U.S. Geological Survey, Contract No. 14-08-0001-21368, August 14, 1987. Leighton and Associates, Inc., 2005, Geotechnical Review of the 40-Scale Rough Grading Plans, Tentative Tract 16665, West Village, Mountain Park Project, City of Anaheim, California, Prepared for Irvine Community Development Company, Project No. 011192-003, August 5, 2005. Leighton and Associates, Inc., 2006, Geotechnical Review of the 40-Scale Rough Grading Plans, Tentative Tract 16665, West Village, Mountain Park Project, City of Anaheim, California, Prepared for Irvine Community Development Company, Project No. 011192-004, January 31, 2006. Makdisi F. and Seed, 1978, Simplified Procedure for Estimating Dam and Embankment Earthquake-Induced Deformations, J. Geotech. Engrg. Div., Vol. 104, No. 7, pp. 849-867. Millman, D.E., and Rockwell, T.K., 1986, Neotectonics of the Elsinore fault in Temescal Valley, California: Geological Society of America Guidebook and Volume, 82nd Annual Meeting, v.82, p. 159-166. Morton, P.K., Miller, R.V., Evans, J.R., 1976, Environmental Geology of Orange County, California, Open File Report 79-8 LA pp.88-96. Park, S. and Elrick, 1998, Predictions of Shear-Wave Velocities in Southern California using Surface Geology, Bulletin of Seismological Society of America, Vol. 88, pp. 677-685. Patterson, A.C., and Rockwell, T.K., 1993, Paleoseismology of the Whittier Fault Based on 3- Dimensional Trenching at Olinda Oil Field, Orange County, Southern California: in Geological Society of America, Abstracts with Programs, Volume 25, No. 5, p.131. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) A-4 Petersen, M. D. and S. G. Wesnousky, 1994, Fault Slip Rates and Earthquake Histories for Active Faults in Southern California, Bulletin of Seismological Society of America, Vol. 84, pp. 1608-1649. Petersen, Mark Frankel, Arthur Harmsen, Stephen Mueller, Charles Haller, Kathleen Wheeler, Russell Wesson, Robert Zeng, Yuehua, Boyd, Oliver Perkins, David Luco, Nicolas, Field, Edward Wills, Chris and Rukstales, Kenneth 2008, Documentation for the 2008 Update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 2008–1128, 61 p. Richter, C.F., 1958, Elementary Seismology, pp. 124-125. Rockwell, T.K., Gath, E.M., and Cook, K.D., 1988, Soil Chronology and Tectonic Geomorphology of the Whittier Fault Zone, Yorba Linda, California: A Preliminary estimate of ate Quaternary Lateral Slip Rate: in Gath, E.M., Cann, L.R., (editors), Neotectonics of the Whittier Fault, Association of Engineering Geologists, Southern California Section Field Trip Guidebook, June 4, 1988. Rockwell, T.K., Klinger, and Goodmacher, 1990, Determination of slip rates and dating of earthquakes for the San Jacinto and Elsinore fault zones, in Kooser, M.A., and Reynolds, R.E., eds., Geology Around the Margins of the Eastern San Bernardino Mountains, Volume 1: Inland Geological Society, Redlands, p. 51-56 Richmond, J.F., 1952, Geology of Burruel Ridge, Northwestern Santa Ana Mountains, California, California Division of Mines, Special Report 21. Salyards, S.L., Sieh, K.E., and J.L., 1992, Paleomagnetic Measurement of Non- brittle Cosesimic Deformation Across the San Andreas Fault at Pallet Creek, Journal of Geophysical Research, v.96, p.12,457-12,470. Schoellhamer, J. Vedder, J. Yerkes, R. and Kinner, D. 1981, Geology of the Northern Santa Ana Mountains, U. S. Geological Survey Professional Paper 420-D. Seih, K.E., 1984, Lateral Offset and Revised Dates of Large Prehistoric Earthquakes at Pallet Creek, Southern California, Journal of Geophysical Research, v.89, p.764-17670. Shaw, J. H. and Suppe, 1996, Earthquake Hazards of Active Blind-Thrust Faults Under the Central Los Angeles Basin, California, Journal of Geophysical Research, Vol. 101, No. B4, pp. 8623-8642. Shaw J.H., Plesch Pratt, T.L., Dolan, J.F., Fiore, 2002, Puente Hills Blind-Thrust System, Los Angeles, California, Bulletin of the Seismological Society of America, Volume 92, pp. 2946-2960. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) A-5 Somerville, P. Smith, N. Graves, R. and Abrahamson, N. 1997, Modifications of Empirical Strong Motion Attenuation Relations to Include the Amplitude and Duration Effects of Rupture Directivity, in Seismological Research Letters, Vol. 68, No. 1, pp. 199-222. Stark, Timothy Choi, Hangseok, and McCone, Sean, 2005, Drained Shear Strength Parameters for Analysis of Landslides, Journal of Geotechnical and Geoenvironmental Engineering, vol. 131, no. 5, p. 575-588. Tokimatsu, K. and Seed, H. 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pgs. 861-878. Wills, C.J., 1988, Fault Evaluation Report, Peralta Hills Fault, Orange County, California Division of Mines and Geology, FER-194. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California, 1994 to 2024, Bulletin of the Seismological Society of America, Volume 85, No. 2, pp. 379-439, April, 1995. Youd, T. 1993, Liquefaction-Induced Lateral Spread Displacement, NCEL Tech. Note 1862, Naval Civil Engineering Laboratory, Port Hueneme, California. Youd, T. Hanson C. and Bartlett, S. 1999, Revised MLR Equations for Predicting Lateral Spread Displacement, Proceedings of the 7th U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, pp. 99-114. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 APPENDIX A (Cont’d) A-6 Aerial Photos Source Date Approximate Scale Continental Aerial Photographs C134-34-29, C134-34-30 2- 24- 99 1” = 2000’ Continental Aerial Photographs 218-10-10, 218-10-11, 218-11-8, 218-11- 9 4-2- 83 Continental Aerial Photographs 2-74, 2-75 3- 30- 67 ---PAGE BREAK--- 1.680 1.680 1.680 1.680 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 HB 125 Anisotropic funcƟon Tt‐1 HB None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 1750 1500 1250 1000 750 500 0 200 400 [PHONE REDACTED] 1200 1400 1600 1800 2000 2200 2400 Analysis Description Sec 1-1' Static, Block Failure through Bedrock-Spencer Method Company Hushmand Associates, Inc Scale 1:2960 Drawn By RN File Name 11s1_sb1_hb.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.083 1.083 1.083 1.083 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 HB 125 Anisotropic funcƟon Tt‐1 HB None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 0.15 1800 1600 1400 1200 1000 800 600 0 200 400 [PHONE REDACTED] 1200 1400 1600 1800 2000 2200 Analysis Description Sec 1-1' Pseudo-static, Block Failure through Bedrock-Spencer Method Company Hushmand Associates, Inc Scale 1:2664 Drawn By RN File Name 11s1_psb1_hb_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.558 1.558 1.558 1.558 1250 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 Tvs‐5 HB 120 Anisotropic funcƟon Tvs‐5 HB None 0 Tvs‐6 HB 120 Anisotropic funcƟon Tvs‐6 HB None 0 Tvs ‐1 HB 120 Anisotropic funcƟon Tvs‐1 HB None 0 1800 1600 1400 1200 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 2-2', Static, Block Failure through Bedrock - Spencer Method Company Hushamnd Associates, Inc. Scale 1:1633 Drawn By RN File Name 22s2_sb2L_hb.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.135 1.135 1.135 1.135 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 Tvs‐5 HB 120 Anisotropic funcƟon Tvs‐5 HB None 0 Tvs‐6 HB 120 Anisotropic funcƟon Tvs‐6 HB None 0 Tvs ‐1 HB 120 Anisotropic funcƟon Tvs‐1 HB None 0 1250 psf 0.15 1800 1600 1400 1200 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 2-2', Pseudo-static, Block Failure through Bedrock - Spencer Method Company Hushamnd Associates, Inc. Scale 1:1608 Drawn By RN File Name 22s2_psb2L_hb_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.541 1.541 1.541 1.541 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 1250 psf 625 psf 100 psf 1250 psf 1600 1400 1200 1000 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 3-3', Static, Tank Load, Block failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:1635 Drawn By RN File Name 33s1_sb1L_hb_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.398 1.398 1.398 1.398 1250 psf 625 psf 100 psf 1250 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 0.15 1600 1400 1200 1000 0 100 200 300 400 500 600 700 [PHONE REDACTED] 1100 1200 Analysis Description Sec 3-3', Pseudo-static, Tank Load, Block failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:1552 Drawn By RN File Name 33s1_psb1L_hb_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.731 1.731 1.731 1.731 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 1250 psf 100 psf 625 psf 1250 psf 1600 1400 1200 1000 0 100 200 300 400 500 600 700 [PHONE REDACTED] 1100 1200 Analysis Description Sec 3-3', Static, Tank Load, Block Failure through base of MSE wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1552 Drawn By RN File Name 33s1_sb2L_hb.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.328 1.328 1.328 1.328 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tvs‐2 HB 125 Anisotropic funcƟon Tvs ‐2 HB None 0 Tvs‐3 HB 125 Anisotropic funcƟon Tvs‐3 HB None 0 Tvs‐4 HB 125 Anisotropic funcƟon Tvs‐4 HB None 0 1250 psf 1250 psf 625 psf 100 psf 0.15 1600 1500 1400 1300 1200 1100 1000 0 100 200 300 400 500 600 700 [PHONE REDACTED] 1100 Analysis Description Sec 3-3', Pseudo-static, Tank Load, Block Failure through base of MSE wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1397 Drawn By RN File Name 33s1_psb2L_hb_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.747 1.747 1.747 1.747 Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 1875 psf 3750 psf 5625 psf 1800 1600 1400 1200 1000 -200 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 4-4', Static, Block Failure through Bedrock - Spencer Method Company Hsuhmand Associates, Inc. Scale 1:1904 Drawn By RN File Name 44s1_sb1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.186 1.186 1.186 1.186 1875 psf 3750 psf 5625 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 0.15 1800 1600 1400 1200 1000 800 -400 -200 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 4-4', Pseudo-static, Block Failure through Bedrock - Spencer Method Company Hsuhmand Associates, Inc. Scale 1:2191 Drawn By RN File Name 44s1_psb1_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 1875 psf 3750 psf 5625 psf F.S - 1.679 1500 1400 1300 1200 1100 1000 900 -100 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 4-4', Static, Global Circular Failure through Foundation fill - Bishop Method Company Hushmand Associates, Inc. Scale 1:1386 Drawn By RN File Name 44s1_sc1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 3750 psf 1875 psf 5625 psf F.S -1.254 0.15 1400 1300 1200 1100 1000 900 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 4-4', Pseudo Static, Global Circular Failure through Foundation fill - Bishop Method Company Hushmand Associates, Inc. Scale 1:1229 Drawn By RN File Name 44s1_psc1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.555 1.555 1.555 1.555 Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 1875 psf 3750 psf 5625 psf 1400 1300 1200 1100 1000 900 800 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 4-4', Static, Localized Circular Failure through Foundation fill - Bishop Method Company Hushmand Associates, Inc. Scale 1:1291 Drawn By RN File Name 44s1_sc2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.273 1.273 1.273 1.273 Material Name Color Unit Weight (lbs/Ō3) Strength Type Cohesion (psf) Phi (deg) Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Fill 125 Mohr‐Coulomb 300 28 None 0 1875 psf 3750 psf 5625 psf 0.15 150 1400 1300 1200 1100 1000 900 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 4-4', Pseudo Static, Localized Circular Failure through Foundation fill - Bishop Method Company Hushmand Associates, Inc. Scale 1:1240 Drawn By RN File Name 44s1_psc2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.787 1.787 1.787 1.787 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tt‐2 125 Anisotropic funcƟon Tt‐2 None 0 1250 psf 1565 psf 3125 psf 1600 1400 1200 1000 800 600 -200 0 200 400 [PHONE REDACTED] 1200 1400 1600 Analysis Description Sec 5-5', Static, Block failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:2390 Drawn By RN File Name 55s1_sb1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.209 1.209 1.209 1.209 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tt‐2 125 Anisotropic funcƟon Tt‐2 None 0 1250 psf 3125 psf 1565 psf 0.15 1800 1600 1400 1200 1000 800 600 -200 0 200 400 [PHONE REDACTED] 1200 1400 1600 Analysis Description Sec 5-5', Pseudo-static, Block failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:2400 Drawn By RN File Name 55s1_psb1_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.576 1.576 1.576 1.576 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tt‐2 125 Anisotropic funcƟon Tvs‐2 None 0 1250 psf 1565 psf 3125 psf 140 1200 1000 800 0 100 200 300 400 500 600 700 [PHONE REDACTED] 1100 1200 Analysis Description Sec 5-5', Static, Block Failure through Base of MSE Wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1541 Drawn By RN File Name 55s1_sb2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.237 1.237 1.237 1.237 1250 psf 3125 psf 1625 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 Tt‐2 125 Anisotropic funcƟon Tvs‐2 None 0 0.15 1400 1200 1000 800 600 -200 0 200 400 [PHONE REDACTED] 1200 1400 Analysis Description Sec 5-5', Pseudo-static, Block Failure through Base of MSE Wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1914 Drawn By RN File Name 55s1_psb2_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.553 1.553 1.553 1.553 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 1500 psf 750 psf 1600 1400 1200 1000 800 -200 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 6-6', Static, Global Block failure through Bed Rock Company Hushmand Associates, Inc. Scale 1:1800 Drawn By RN File Name 66s1_sb1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.113 1.113 1.113 1.113 1250 psf 1500 psf 750 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 160 1400 1200 1000 800 0 200 400 [PHONE REDACTED] 1200 Analysis Description Sec 6-6',Pseudo-static, Global Block failure through Bed Rock Company Hushmand Associates, Inc. Scale 1:1663 Drawn By RN File Name 66s1_psb1_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.961 1.961 1.961 1.961 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 1500 psf 750 psf 1400 1300 1200 1100 1000 900 800 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 6-6', Static, Block failure through road section - Spencer Method Company Hushmand Associates, Inc. Scale 1:1199 Drawn By RN File Name 66s1_sb2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.558 1.558 1.558 1.558 1250 psf 1500 psf 750 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 140 1300 1200 1100 1000 900 800 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 6-6', Pseudo-static, Block failure through road section - Spencer Method Company Hushmand Associates, Inc. Scale 1:1260 Drawn By RN File Name 66s1_psb2_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 2.228 2.228 2.228 2.228 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 1500 psf 750 psf 1400 1200 1000 800 -100 0 100 200 300 400 500 600 700 [PHONE REDACTED] 1100 Analysis Description Sec 6-6', Static, Block failure through base of MSE Wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1509 Drawn By RN File Name 66s1_sb3.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.417 1.417 1.417 1.417 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 750 psf 1500 psf 0.15 1400 1200 1000 800 -200 0 200 400 [PHONE REDACTED] Analysis Description Sec 6-6', Pseudo-static, Block failure through base of MSE Wall - Spencer Method Company Hushmand Associates, Inc. Scale 1:1628 Drawn By RN File Name 66s1_psb3_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 2.047 2.047 2.047 2.047 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1300 1200 1100 1000 900 0 100 200 300 400 500 600 700 Analysis Description Sec 7-7', Static, Block Failure through toe of cut slope - Spencer Method Company Hushmand Associates, Inc. Scale 1:963 Drawn By RN File Name 77s1_sb1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.367 1.367 1.367 1.367 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 1300 1200 1100 1000 900 -100 0 100 200 300 400 500 600 700 Analysis Description Sec 7-7', Pseudo-static, Block Failure through toe of cut slope - Spencer Method Company Hushmand Associates, Inc. Scale 1:942 Drawn By RN File Name 77s1_psb1_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.679 1.679 1.679 1.679 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1400 1300 1200 1100 1000 900 800 -200 -100 0 100 200 300 400 500 600 700 800 Analysis Description Sec 7-7', Static, Block Failure through bedrock - Spencer Method Company Hushamnd Associates, Inc. Scale 1:1339 Drawn By RN File Name 77s1_sb2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim,CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.098 1.098 1.098 1.098 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 1400 1300 1200 1100 1000 900 800 -200 -100 0 100 200 300 400 500 600 700 800 Analysis Description Sec 7-7', Pseudo-static, Block Failure through bedrock - Spencer Method Company Hushamnd Associates, Inc. Scale 1:1297 Drawn By RN File Name 77s1_psb2_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim,CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 2.368 2.368 2.368 2.368 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tvs‐1 125 Anisotropic funcƟon Tvs‐1 None 0 1250 psf 2000 1800 1600 1400 1200 1000 800 0 200 400 [PHONE REDACTED] 1200 1400 1600 1800 Analysis Description Sec 8-8', Static, Tank Load, Blcok failure through tank base - Spencer Method Company Hushmand Associates, Inc. Scale 1:2534 Drawn By RN File Name 88s1_sb1L_l.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.517 1.517 1.517 1.517 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tvs‐1 125 Anisotropic funcƟon Tvs‐1 None 0 1250 psf 0.15 2000 1800 1600 1400 1200 1000 800 -200 0 200 400 [PHONE REDACTED] 1200 1400 1600 1800 2000 Analysis Description Sec 8-8', Pseudo-static, Tank Load, Blcok failure through tank base - Spencer Method Company Hushmand Associates, Inc. Scale 1:2636 Drawn By RN File Name 88s1_psb1L_l_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.609 1.609 1.609 1.609 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 625 psf 100 psf 1500 1400 1300 1200 1100 -100 0 100 200 300 400 500 600 Analysis Description Sec 9-9', Static, Block Failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:952 Drawn By RN File Name 99s1_sb1.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.180 1.180 1.180 1.180 1250 psf 625 psf 100 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 1500 1400 1300 1200 1100 0 100 200 300 400 500 600 Analysis Description Sec 9-9', Pseudo-static, Block Failure through Bedrock - Spencer Method Company Hushmand Associates, Inc. Scale 1:895 Drawn By RN File Name 99s1_psb1_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 2.477 2.477 2.477 2.477 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 625 psf 100 psf 1400 1350 1300 1250 1200 1150 1100 0 50 100 150 200 250 300 350 400 450 500 550 Analysis Description Sec 9-9', Static, Block Failure through toe of cut slope - Spencer Method Company Hushmand Associates, Inc. Scale 1:688 Drawn By RN File Name 99s1_sb2.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.905 1.905 1.905 1.905 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 625 psf 100 psf 0.15 1400 1350 1300 1250 1200 1150 50 100 150 200 250 300 350 400 450 500 550 Analysis Description Sec 9-9', Pseudo-static, Block Failure through toe of cut slope - Spencer Method Company Hushmand Associates, Inc. Scale 1:653 Drawn By RN File Name 99s1_psb2_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.977 1.977 1.977 1.977 Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 1250 psf 625 psf 100 psf 1400 1300 1200 1100 -50 0 50 100 150 200 250 300 350 400 450 500 550 Analysis Description Sec 9-9', Static, Block failure through base of MSE Wall - Spencer Method Company Hushmand Associates, Inc Scale 1:758 Drawn By RN File Name 99s1_sb4.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1.572 1.572 1.572 1.572 1250 psf 625 psf 100 psf Material Name Color Unit Weight (lbs/Ō3) Strength Type Anisotropic FuncƟon Water Surface Ru Tt‐1 125 Anisotropic funcƟon Tt‐1 None 0 0.15 1400 1350 1300 1250 1200 1150 1100 0 50 100 150 200 250 300 350 400 450 500 550 Analysis Description Sec 9-9', Pseudo-static, Block failure through base of MSE Wall - Spencer Method Company Hushmand Associates, Inc Scale 1:708 Drawn By RN File Name 99s1_psb4_c.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- 1875 psf 5625 psf 100 psf 3750 psf 1.000 0.279 1400 1300 1200 1100 1000 900 0 100 200 300 400 500 600 700 [PHONE REDACTED] Analysis Description Sec 4-4', Pseudo Static, Global Circular Failure through Foundation fill - Bishop Method (ky) Company Hushmand Associates, Inc. Scale 1:1229 Drawn By RN File Name 44s1_psc1_ky.slim Date 9/19/2013, 12:38:08 PM Project Windy Ridge Reservoir, Anaheim, CA SLIDEINTERPRET 6.024 ---PAGE BREAK--- Appendix F General Earthwork and Grading Specifications for Rough Grading ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-i APPENDIX F GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING TABLE OF CONTENTS 1.0 GENERAL F-1 1.1 Intent F-1 1.2 Role of Hushmand Associates, Inc. (HAI) F-1 1.3 The Earthwork Contractor F-1 2.0 PREPARATION OF AREAS TO BE F-2 2.1 Clearing and Grubbing F-2 2.2 Processing F-3 2.3 Overexcavation F-3 2.4 Benching F-3 2.5 Evaluation/Acceptance of Fill Areas F-3 3.0 FILL MATERIAL F-3 3.1 Fill Quality F-3 3.2 Oversize F-4 3.3 Import F-4 4.0 FILL PLACEMENT AND COMPACTION F-4 4.1 Fill Layers F-4 4.2 Fill Moisture Conditioning F-4 4.3 Compaction of Fill F-4 4.4 Compaction of Fill Slopes F-5 4.5 Compaction Testing F-5 4.6 Frequency of Compaction Testing F-5 4.7 Compaction Test Locations F-5 5.0 SUBDRAIN INSTALLATION F-5 6.0 EXCAVATION F-6 7.0 TRENCH BACKFILLS F-6 7.1 Safety F-6 7.2 Bedding and Backfill F-6 7.3 Lift Thickness F-6 7.4 Observation and Testing F-6 ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-1 1.0 GENERAL 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 Role of Hushmand Associates, Inc. (HAI) Prior to commencement of work, the owner shall employ HAI as the Geotechnical Consultant of Record. HAI shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, HAI shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, HAI shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, HAI shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. HAI shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. HAI shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-2 commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the approved plans and specifications. The Contractor shall prepare and submit to the owner and HAI a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and HAI of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that HAI is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of HAI, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, HAI shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 PREPARATION OF AREAS TO BE FILLED 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and HAI. HAI shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-3 2.2 Processing Existing ground that has been declared satisfactory for support of fill by HAI shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by HAI during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by HAI. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by HAI. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by HAI as suitable to receive fill. The Contractor shall obtain a written acceptance from HAI prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 FILL MATERIAL 3.1 Fill Quality Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by HAI prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to HAI or mixed with other soils to achieve satisfactory fill material. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-4 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by HAI. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to HAI at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 FILL PLACEMENT AND COMPACTION 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. HAI may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-5 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to HAI. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by HAI. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by HAI. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations HAI shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that HAI can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 SUBDRAIN INSTALLATION Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. HAI may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. ---PAGE BREAK--- Windy Ridge Reservoir MWH-11-001 F-1 F-6 6.0 EXCAVATION Excavations, as well as over-excavation for remedial purposes, shall be evaluated by HAI during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by HAI based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by HAI prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by HAI 7.0 TRENCH BACKFILLS 7.1 Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 7.2 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. HAI shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to HAI that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 7.4 Observation and Testing Compaction of the bedding around the conduits shall be observed by HAI * * * * * * * * * * * * * ---PAGE BREAK--- 15' MIN. OUTLET PIPES 100' MAX. O.C. HORIZONTALLY 30' MAX. O.C. VERTICALLY NON-PERFORATED PIPE, 2% MIN. BACKCUT 2% MIN. BENCHING 2' MIN. KEY DEPTH 15' MIN. KEY WIDTH 2% MIN. POSITIVE SEAL SHOULD BE PROVIDED AT THE JOINT EQUIVALENT) FILTER FABRIC (MI RAFI 140 OR APPROVED MIN. 12" OVERLAP FROM THE TOP SUBDRAIN ALTERNATE B SUBDRAIN ALTERNATE A OUTLET PIPE 3/4" ROCK (3FT. /FT) WRAPPED IN FILTER FABRIC (NON-PERFORATED) 3 5% MIN. EQUIVALENT) 6" MIN. 4" MIN. OUTLET PIPE (NON-PERFORATED) 3 CALTR ANS CLASS 2 FILTER MATERIAL (3FT. /FT) SUBDRAIN INSTALLATION - Subdrain collector pipe shall be installed with perforations down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall T-CONNECTION FROM C OLLECTION PIPE TO OUTLET PIPE be 1/4" to 1/2" if drilled holes are used. All subdrain pipes shall have a gradient at least 2 % towards the outlet. SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, ASTM D1527 (Schedule 40) or SDR 23.5 ABS pipe or ASTM D3034 (Schedule 40) or SDR 23.5 PVC pipe. All outlet pipe shall be placed in a trench and, after fill is placed above it, rodded to verify integrity. Windy Ridge Reservoir And Access Road Anaheim, California HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Project No. MWH-11-001 BUTTRESS OR REPLACEMENT SUBDRAINS Figure F-1 ---PAGE BREAK--- NATURAL GROUND COMPACTED FILL BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN (See Alternates A and B) TYPICAL FILTER MATERIAL (9FT /FT) 3 PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL 6" MIN. COVER SUBDRAIN ALTERNATE A 4" Min. Bedding Sieve Size 1" 3/4" 3/8" No. 4 No. 8 No. 30 Percent Passing 100 90-100 40-100 25-40 18-33 5-15 FILTER MATERIAL FILTER MATERIAL SHALL BE CLASS 2 PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPECIFICATION, OR APPROVED ALTERNATE. CLASS 2 GRADING AS FOLLOWS: 4" MIN. PERFORATED PIPE 6" Ø MIN. SUBDRAIN ALTERNATE A-1 SUBDRAIN ALTERNATE A-2 No. 50 No. 200 0-7 0-3 DETAIL OF CANYON SUBDRAIN TERMINAL SUBDRAIN ALTERNATE B 2% 10' MIN. BACKFILL (MIRAFI 140N OR FILTER FABRIC 15' MIN DESIGN FINISHED GRADE APPROVED EQUIVALENT) 20' MIN 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140NC OR FILTER FABRIC CAP 12" MIN. OVERLAP APPROVED EQUIVALENT) 15 MIN. NON-PERFORATED 6"Ø MIN. 5' MIN. 20 MIN. PERFORATED 6"Ø MIN. 3/4" MAX. GRAVEL OR APPROVED EQUIVALENT (9FT /FT) 3 PERFORATED PIPE IS OPTIONAL PER GOVERNING AGENCY'S REQUIREMENTS ALTERNATE B-1 ALTERNATE B-2 3/4" OPEN GRADED GRAVEL OR APPROVED EQUIVALENT HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers CANYON SUBDRAIN Figure F-2 Project No. MWH-11-001 Windy Ridge Reservoir And Access Road Anaheim, California ---PAGE BREAK--- FINISH GRADE SLOPE FACE 10' MIN. COMPACTED FILL 4' MIN. WINDROW OVERSIZE 10' MIN. JETTED OR FLOODED APPROVED SOIL 15' MIN. Backfill with app roved soil jetted or flooded in place to fill all the voids. in largest dimension. Oversize rock is larger than 8 inches Do not bury rock within 10 feet of parallel t o the finished slope face. Windrow of buried rock shall be finish grade. SECTION A-A’ PROFILE ALONG WINDROW APPROVED SOIL JETTED OR FLOODED HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers OVERSIZE ROCK DISPOSAL Figure F-3 Project No. MWH-11-001 Windy Ridge Reservoir And Access Road Anaheim, California ---PAGE BREAK--- OPTION 1: PIPE SURROUNDED WITH CLASS 2 PERMEABLE MATERIAL OPTION 2: GRAVEL WRAPPED IN FILTER FABRIC SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 WITH PROPER SURFACE DRAINAGE SLOPE OR LEVEL WATERPROOFING (SEE GENERAL NOTES) 12" NATIVE SLOPE OR LEVEL 12" WITH PROPER SURFACE DRAINAGE FILTER FABRIC 12" MINIMUM WATERPROOFING (SEE GENERAL NOTES) (SEE NOTE 4) NATIVE CLASS 2 PERMEABLE WEEP HOLE LEVEL OR SLOPE FILTER MATERIAL ¼ TO 1½ INCH SIZE GRAVEL WRAPPED IN FILTER FABRIC LEVEL OR SLOPE WEEP HOLE 4 INCH DIAMETER PERFORATED PIPE (SEE NOTE 3) (SEE NOTE 5) 12" MINIMUM (SEE GRADATION) (SEE NOTE 4) 12" MINIMUM (SEE NOTE 5) Sieve Size 1" 3/4" 3/8" No. 4 No. 8 Percent Passing 100 90-100 40-100 25-40 18-33 Class 2 Filter Permeable Material Gradation Per Caltrans Specifications No. 8 No. 30 No. 50 No. 200 5-15 0-7 0-3 GENERAL NOTES: * Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum All drains should have a gradient of 1 percent minimum *Outlet portion of the subdrain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) *Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters. Notes: 1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASTM D1785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in , , pp q p p / diameter placed at the ends of a 120-degree arc in two rows at 3-inch on center (staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalent. 5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided. 6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements. HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALL 6 FEET OR LESS IN HEIGHT Figure F-4 EXPANSION INDEX OF NATIVE MATERIAL ≤ 50 Project No. MWH-11-001 Windy Ridge Reservoir And Access Road Anaheim, California ---PAGE BREAK--- SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF >50 12" CLEAN SAND BACKFILL WATERPROOF PER DESIGN ENGINEER WALL HEIGHT OR HEEL WIDTH WHICHEVER IS GREATER 6" MIN 4" PERFORATED PIPE AND GRAVEL (SEE NOT ES 2 AND 3) WITH S.E.>30 A PPROVED BY SOILS ENGINEER (MAY BE DENSIFIED BY COMPACTION OR WATER JETT ING) WEEP HOLE (SEE NOTE 5) FILTER FA BRIC (SEE NOTE 4) 6 MIN. NOTE: AS AN ALTERNATE TO CLEAN SAND BACKFILL, C LEAN GRAVEL MAY BE UTILIZED WITH APPROVED FILT ER FABRIC. A SECOND ALTER NATE IS TO UTILIZE AN AGGREGATE BASE MATERIAL C OMPACTED TO 90 % RELATIVE COMPAC TION. A SAMPLE OF THE PROPOSED BA SE MUST BE APPROVED BY THE GEOTECHNICAL ( ) C ONSULTANT PRIOR TO BACKFILL FOR SUITABILITY. COMPACTION SHOULD BE ACHIEVED WITHOUT DAMAGING THE WALL. GENERAL NOTES: * Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum *Outlet portion of the subdrain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) *Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters. Notes: 1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASTM D1785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in diameter placed at the ends of a 120-degree arc in two rows at 3-inch on center (staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalent. ) te ab c s ou d be a 0 C o app o ed equ a e t 5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided. 6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements. HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALL 6 FEET OR LESS IN HEIGHT Figure F-5 EXPANSION INDEX OF NATIVE MATERIAL > 50 Project No. MWH-11-001 Windy Ridge Reservoir And Access Road Anaheim, California ---PAGE BREAK--- CUT-FILL TRANSITION LOT OVEREXCAVATION REMOVE GROUND UNSUITABLE 5' MIN. AND RECOMPACT OVEREXCAVATE COMPACTED FILL UNWEATHERED BEDROCK OR MATERIAL APPROVED 4' MIN. BENCHING TYPICAL NATURAL GROUND BY THE GEOTECHNICAL CONSULTANT SIDE HILL FILL FOR CUT PAD OVEREXCAVATE AND RECOMPACT (REPLACEMENT FILL) FINISHED CUT PAD RESTRICTED USE AREA OVERBURDEN OR UNSUITABLE MATERIAL PAD OVEREXCAVATION AND RECOMPACTION SHALL BE PERFORMED IF SPECIFIED BY THE GEOTECHNICAL CONSULTANT SEE STANDARD DETAIL FOR SUBDRAINS BENCHING 2% MIN 1 1(MIN) TYPICAL 2' MIN. DEPTH KEY SEE STANDARD DETAIL FOR SUBDRAINS WHEN REQUIRED BY GEOTECHNICAL CONSULTANT 9' MIN. UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT HUSHMAND ASSOCIATES INC. Geotechnical and Earthquake Engineers Figure F-6 TRANSITION LOT FILLS AND SIDE HILL FILLS Project No. MWH-11-001 Windy Ridge Reservoir And Access Road Anaheim, California ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX F EDR REPORT (HAZARDOUS MATERIALS) ---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 Windy Ridge Reservoir Project S Weir Canyon Road Anaheim, CA 92808 Inquiry Number: 4085818.2s September 26, 2014 ---PAGE BREAK--- SECTION PAGE Executive Summary ES1 Overview Map 2 Detail Map 3 Map Findings Summary 4 Map Findings 8 Orphan Summary 9 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-5 Physical Setting Source Map A-9 Physical Setting Source Map Findings A-11 Physical Setting Source Records Searched PSGR-1 TC4085818.2s 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 TC4085818.2s 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 S WEIR CANYON ROAD ANAHEIM, CA 92808 COORDINATES 33.8470000 - 33˚ 50’ 49.20’’ Latitude (North): [PHONE REDACTED] - 117˚ 43’ 37.56’’ Longitude (West): Zone 11 Universal Tranverse Mercator: 432731.6 UTM X (Meters): 3745235.8 UTM Y (Meters): 999 ft. above sea level Elevation: USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY 33117-G6 BLACK STAR CANYON, CA Target Property Map: 1988 Most Recent Revision: AERIAL PHOTOGRAPHY IN THIS REPORT 20120527 Portions of Photo from: USDA Source: TARGET PROPERTY SEARCH RESULTS The target property was not listed in any of the databases searched by EDR. 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 ---PAGE BREAK--- EXECUTIVE SUMMARY TC4085818.2s EXECUTIVE SUMMARY 2 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 CERCLIS NFRAP site List CERC-NFRAP CERCLIS No Further Remedial Action Planned 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-LQG RCRA - Large Quantity Generators 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 State- and tribal - equivalent NPL RESPONSE State Response Sites State- and tribal - equivalent CERCLIS ENVIROSTOR EnviroStor Database State and tribal landfill and/or solid waste disposal site lists SWF/LF Solid Waste Information System State and tribal leaking storage tank lists LUST Geotracker’s Leaking Underground Fuel Tank Report ---PAGE BREAK--- EXECUTIVE SUMMARY TC4085818.2s EXECUTIVE SUMMARY 3 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 ODI Open Dump Inventory DEBRIS REGION 9 Torres Martinez Reservation Illegal Dump Site Locations 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 HIST UST Hazardous Substance Storage Container Database SWEEPS UST SWEEPS UST Listing 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 ---PAGE BREAK--- EXECUTIVE SUMMARY TC4085818.2s EXECUTIVE SUMMARY 4 CHMIRS California Hazardous Material Incident Report System LDS Land Disposal Sites Listing MCS Military Cleanup Sites Listing Orange Co. Industrial Site List of Industrial Site Cleanups SPILLS 90 SPILLS 90 data from FirstSearch Other Ascertainable Records RCRA NonGen / NLR RCRA - Non Generators / No Longer Regulated 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 FINDS Facility Index System/Facility Registry System RAATS RCRA Administrative Action Tracking System RMP Risk Management Plans CA BOND EXP. PLAN Bond Expenditure Plan UIC UIC Listing NPDES NPDES Permits Listing Cortese "Cortese" Hazardous Waste & Substances Sites List HIST CORTESE Hazardous Waste & Substance Site List CUPA Listings CUPA Resources List Notify 65 Proposition 65 Records Cleaner Facilities WIP Well Investigation Program Case List ENF Enforcement Action Listing HAZNET Facility and Manifest Data EMI Emissions Inventory Data INDIAN RESERV Indian Reservations SCRD State Coalition for Remediation of Listing WDS Waste Discharge System PRP Potentially Responsible Parties EPA WATCH LIST EPA WATCH LIST 2020 COR ACTION 2020 Corrective Action Program List LEAD SMELTERS Lead Smelter Sites PROC Certified Processors Database PCB TRANSFORMER PCB Transformer Registration Database Financial Assurance Financial Assurance Information Listing US FIN ASSUR Financial Assurance Information US AIRS Aerometric Information Retrieval System Facility COAL ASH EPA Coal Combustion Residues Surface Impoundments List MWMP Medical Waste Management Program Listing ---PAGE BREAK--- EXECUTIVE SUMMARY TC4085818.2s EXECUTIVE SUMMARY 5 COAL ASH DOE Steam-Electric Plant Operation Data HWT Registered Hazardous Waste Transporter Database HWP EnviroStor Permitted Facilities 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 LF Recovered Government Archive Solid Waste Facilities List RGA LUST Recovered Government Archive Leaking Underground Storage Tank SURROUNDING SITES: SEARCH RESULTS Surrounding sites were not identified. Unmappable (orphan) sites are not considered in the foregoing analysis. ---PAGE BREAK--- EXECUTIVE SUMMARY TC4085818.2s EXECUTIVE SUMMARY 6 Due to poor or inadequate address information, the following sites were not mapped. Count: 3 records. Site Name Database(s) WEST VILLAGE MOUNTAIN PARK PROJECT NPDES WINDY RIDGE PROJECT NPDES CANYON CLEANERS CERC-NFRAP, RCRA-SQG ---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--- 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 0 NR NR 0 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 0 NR NR NR 0 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 0 NR 0 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 0 NR NR 0 0 0 0.500 LUST TC4085818.2s 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 ODI 0 NR NR 0 0 0 0.500 DEBRIS REGION 9 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 0 NR NR NR 0 0 0.250 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 TC4085818.2s 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 0 NR NR NR NR NR TP Orange Co. Industrial Site 0 NR NR NR NR NR TP SPILLS 90 Other Ascertainable Records 0 NR NR NR 0 0 0.250 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 0 NR NR NR NR NR TP 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 UIC 0 NR NR NR NR NR TP NPDES 0 NR NR 0 0 0 0.500 Cortese 0 NR NR 0 0 0 0.500 HIST CORTESE 0 NR NR NR 0 0 0.250 CUPA Listings 0 NR 0 0 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 0 NR NR NR NR NR TP 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 WDS 0 NR NR NR NR NR TP PRP 0 NR NR NR NR NR TP EPA WATCH LIST 0 NR NR NR 0 0 0.250 2020 COR ACTION 0 NR NR NR NR NR TP LEAD SMELTERS 0 NR NR 0 0 0 0.500 PROC 0 NR NR NR NR NR TP PCB TRANSFORMER 0 NR NR NR NR NR TP Financial Assurance 0 NR NR NR NR NR TP US FIN ASSUR 0 NR NR NR NR NR TP US AIRS 0 NR NR 0 0 0 0.500 COAL ASH EPA 0 NR NR NR 0 0 0.250 MWMP TC4085818.2s 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 COAL ASH DOE 0 NR NR NR 0 0 0.250 HWT 0 NR 0 0 0 0 1.000 HWP 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 LF 0 NR NR NR NR NR TP RGA LUST NOTES: TP = Target Property NR = Not Requested at this Search Distance Sites may be listed in more than one database TC4085818.2s Page 7 ---PAGE BREAK--- MAP FINDINGS Map ID Direction EDR ID Number Distance EPA ID Number Database(s) Site Elevation NO SITES FOUND TC4085818.2s Page 8 ---PAGE BREAK--- ORPHAN SUMMARY City EDR ID Site Name Site Address Zip Database(s) Count: 3 records. ANAHEIM S109465219 WEST VILLAGE MOUNTAIN PARK PROJECT SR 241 WEIR CANYON RD 92808 NPDES ANAHEIM S109465729 WINDY RIDGE PROJECT PM 35.1 TO PM 38.7 NPDES ANAHEIM HILLS [PHONE REDACTED] CANYON CLEANERS 556 EAST SANTA ANA CANYON RD 92808 CERC-NFRAP, RCRA-SQG TC4085818.2s Page 9 ---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: 09/19/2014 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: 09/19/2014 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 TC4085818.2s 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: 09/19/2014 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: 08/28/2014 Next Scheduled EDR Contact: 12/08/2014 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: 04/01/2014 Date Data Arrived at EDR: 07/08/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 45 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: 08/28/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Quarterly Federal RCRA CORRACTS facilities list CORRACTS: Corrective Action Report CORRACTS identifies hazardous waste handlers with RCRA corrective action activity. TC4085818.2s Page GR-2 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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 TC4085818.2s 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: 06/23/2014 Date Data Arrived at EDR: 07/15/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 65 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 06/23/2014 Date Data Arrived at EDR: 07/15/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 65 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 08/14/2014 Next Scheduled EDR Contact: 12/01/2014 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: 08/06/2014 Next Scheduled EDR Contact: 11/17/2014 Data Release Frequency: Quarterly State- and tribal - equivalent CERCLIS TC4085818.2s 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: 08/06/2014 Next Scheduled EDR Contact: 11/17/2014 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: 08/18/2014 Next Scheduled EDR Contact: 12/01/2014 Data Release Frequency: Quarterly State and tribal leaking storage tank lists 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 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 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 TC4085818.2s Page GR-5 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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. 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: 07/30/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 22 Source: State Water Resources Control Board Telephone: see region list Last EDR Contact: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 Data Release Frequency: Quarterly 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 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 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 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 TC4085818.2s Page GR-6 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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 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 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: 07/30/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 08/25/2014 Number of Days to Update: 25 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 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 TC4085818.2s Page GR-7 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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. 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 TC4085818.2s Page GR-8 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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. 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 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: 08/13/2014 Date Data Arrived at EDR: 08/15/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 7 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 R7: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Iowa, Kansas, and Nebraska Date of Government Version: 05/22/2014 Date Data Arrived at EDR: 08/22/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 27 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 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 INDIAN LUST R10: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Alaska, Idaho, Oregon and Washington. Date of Government Version: 05/20/2014 Date Data Arrived at EDR: 06/10/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 73 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 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: 08/01/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies TC4085818.2s Page GR-9 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 08/04/2014 Date Data Arrived at EDR: 08/05/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 17 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 R4: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Florida, Mississippi and North Carolina. Date of Government Version: 07/30/2014 Date Data Arrived at EDR: 08/12/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 10 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 State and tribal registered storage tank lists UST: Active UST Facilities Active UST facilities gathered from the local regulatory agencies Date of Government Version: 07/30/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 08/20/2014 Number of Days to Update: 20 Source: Telephone: [PHONE REDACTED] Last EDR Contact: 09/19/2014 Next Scheduled EDR Contact: 12/29/2014 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 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: 08/01/2014 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: 07/30/2014 Date Data Arrived at EDR: 08/12/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 10 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 TC4085818.2s Page GR-10 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 08/04/2014 Date Data Arrived at EDR: 08/05/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 17 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 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: 07/25/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 25 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 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: 08/20/2014 Date Data Arrived at EDR: 08/22/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 27 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 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). Date of Government Version: 08/13/2014 Date Data Arrived at EDR: 08/15/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 7 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 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: 08/14/2014 Date Data Arrived at EDR: 08/15/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 7 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 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: 05/20/2014 Date Data Arrived at EDR: 06/10/2014 Date Made Active in Reports: 08/15/2014 Number of Days to Update: 66 Source: EPA Region 10 Telephone: [PHONE REDACTED] Last EDR Contact: 07/22/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Quarterly TC4085818.2s Page GR-11 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- FEMA UST: Underground Storage Tank Listing A listing of all FEMA owned underground storage tanks. 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 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 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: 05/30/2014 Date Data Arrived at EDR: 07/01/2014 Date Made Active in Reports: 08/15/2014 Number of Days to Update: 45 Source: EPA, Region 1 Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/13/2014 Data Release Frequency: Varies 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: 08/06/2014 Next Scheduled EDR Contact: 11/17/2014 Data Release Frequency: Quarterly 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: 07/01/2014 Date Data Arrived at EDR: 07/03/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 25 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 09/23/2014 Next Scheduled EDR Contact: 01/05/2015 Data Release Frequency: Semi-Annually Local Lists of Landfill / Solid Waste Disposal Sites TC4085818.2s Page GR-12 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 07/25/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: No Update Planned 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 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: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 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: 08/14/2014 Next Scheduled EDR Contact: 12/01/2014 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: 08/01/2014 Next Scheduled EDR Contact: 11/17/2014 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: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: No Update Planned TC4085818.2s 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: 09/03/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/06/2014 Next Scheduled EDR Contact: 11/17/2014 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: 06/30/2014 Date Data Arrived at EDR: 09/02/2014 Date Made Active in Reports: 09/24/2014 Number of Days to Update: 22 Source: Department of Toxic Substances Control Telephone: [PHONE REDACTED] Last EDR Contact: 08/29/2014 Next Scheduled EDR Contact: 10/27/2014 Data Release Frequency: Varies TC4085818.2s 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: 09/03/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/28/2014 Next Scheduled EDR Contact: 12/15/2014 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. TC4085818.2s 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: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 09/10/2014 Next Scheduled EDR Contact: 12/22/2014 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: 06/30/2014 Date Data Arrived at EDR: 07/01/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 79 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: 06/26/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 09/15/2014 Number of Days to Update: 49 Source: Office of Emergency Services Telephone: [PHONE REDACTED] Last EDR Contact: 07/28/2014 Next Scheduled EDR Contact: 11/10/2014 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: 07/30/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 22 Source: State Water Qualilty Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 Data Release Frequency: Quarterly TC4085818.2s 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: 07/30/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 08/25/2014 Number of Days to Update: 25 Source: State Water Resources Control Board Telephone: [PHONE REDACTED] Last EDR Contact: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 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: 06/10/2014 Date Data Arrived at EDR: 07/02/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 78 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: 08/06/2014 Next Scheduled EDR Contact: 11/17/2014 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. TC4085818.2s Page GR-17 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 06/06/2014 Date Data Arrived at EDR: 09/10/2014 Date Made Active in Reports: 09/18/2014 Number of Days to Update: 8 Source: U.S. Army Corps of Engineers Telephone: [PHONE REDACTED] Last EDR Contact: 09/10/2014 Next Scheduled EDR Contact: 12/22/2014 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: 09/09/2014 Next Scheduled EDR Contact: 12/22/2014 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: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 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: 09/04/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/29/2014 Next Scheduled EDR Contact: 12/08/2014 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. TC4085818.2s 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: 08/19/2014 Next Scheduled EDR Contact: 12/08/2014 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: 08/19/2014 Next Scheduled EDR Contact: 12/08/2014 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. TC4085818.2s 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: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 07/07/2014 Date Data Arrived at EDR: 07/10/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 18 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: 09/10/2014 Next Scheduled EDR Contact: 12/22/2014 Data Release Frequency: Quarterly TC4085818.2s 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: 04/01/2014 Date Data Arrived at EDR: 05/23/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 66 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: 08/29/2014 Next Scheduled EDR Contact: 12/08/2014 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 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: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 Data Release Frequency: Varies TC4085818.2s Page GR-21 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 08/18/2014 Next Scheduled EDR Contact: 12/01/2014 Data Release Frequency: Quarterly 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: 06/30/2014 Date Data Arrived at EDR: 07/01/2014 Date Made Active in Reports: 07/28/2014 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: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 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: 06/28/2014 Date Data Arrived at EDR: 07/03/2014 Date Made Active in Reports: 08/21/2014 Number of Days to Update: 49 Source: Department of Toxic Substance Control Telephone: [PHONE REDACTED] Last EDR Contact: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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 TC4085818.2s 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: 08/08/2014 Next Scheduled EDR Contact: 11/10/2014 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: 07/25/2014 Next Scheduled EDR Contact: 11/03/2014 Data Release Frequency: Varies 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 TC4085818.2s Page GR-23 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: 08/19/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Quarterly 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. 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 LEAD SMELTER 1: Lead Smelter Sites A listing of former lead smelter site locations. Date of Government Version: 06/04/2014 Date Data Arrived at EDR: 06/12/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 46 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/01/2014 Next Scheduled EDR Contact: 10/20/2014 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: 08/15/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: Quarterly 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: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 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: 08/01/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies TC4085818.2s Page GR-24 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 07/25/2014 Next Scheduled EDR Contact: 11/10/2014 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 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: 03/14/2014 Date Data Arrived at EDR: 06/11/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 47 Source: Environmental Protection Agency Telephone: N/A Last EDR Contact: 09/10/2014 Next Scheduled EDR Contact: 12/22/2014 Data Release Frequency: Varies 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: 09/10/2014 Next Scheduled EDR Contact: 12/22/2014 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: 07/14/2014 Date Data Arrived at EDR: 07/15/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 13 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 TC4085818.2s Page GR-25 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 08/26/2014 Next Scheduled EDR Contact: 12/08/2014 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 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 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: 08/15/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: Varies 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: 06/19/2014 Date Data Arrived at EDR: 06/20/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 38 Source: Environmental Protection Agency Telephone: [PHONE REDACTED] Last EDR Contact: 08/14/2014 Next Scheduled EDR Contact: 12/01/2014 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. TC4085818.2s Page GR-26 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 08/14/2014 Next Scheduled EDR Contact: 12/01/2014 Data Release Frequency: Varies 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 EDR RECOVERED GOVERNMENT ARCHIVES Exclusive Recovered Govt. Archives TC4085818.2s Page GR-27 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- 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: 07/25/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 09/15/2014 Number of Days to Update: 49 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: 07/25/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 08/20/2014 Number of Days to Update: 23 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: 09/08/2014 Date Data Arrived at EDR: 09/09/2014 Date Made Active in Reports: 09/24/2014 Number of Days to Update: 15 Source: Amador County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 Data Release Frequency: Varies BUTTE COUNTY: TC4085818.2s 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: 07/02/2014 Date Data Arrived at EDR: 07/03/2014 Date Made Active in Reports: 07/30/2014 Number of Days to Update: 27 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: 08/08/2014 Next Scheduled EDR Contact: 11/24/2014 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: 08/05/2014 Next Scheduled EDR Contact: 11/17/2014 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: 07/30/2014 Next Scheduled EDR Contact: 11/17/2014 Data Release Frequency: Varies EL DORADO COUNTY: TC4085818.2s 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: 08/05/2014 Next Scheduled EDR Contact: 11/17/2014 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: 06/30/2014 Date Data Arrived at EDR: 07/15/2014 Date Made Active in Reports: 08/19/2014 Number of Days to Update: 35 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: 09/10/2014 Date Data Arrived at EDR: 09/11/2014 Date Made Active in Reports: 09/25/2014 Number of Days to Update: 14 Source: Humboldt County Environmental Health Telephone: N/A Last EDR Contact: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies IMPERIAL COUNTY: CUPA Facility List Cupa facility list. Date of Government Version: 07/28/2014 Date Data Arrived at EDR: 07/30/2014 Date Made Active in Reports: 09/15/2014 Number of Days to Update: 47 Source: San Diego Border Field Office Telephone: [PHONE REDACTED] Last EDR Contact: 07/25/2014 Next Scheduled EDR Contact: 11/10/2014 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: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies KERN COUNTY: TC4085818.2s 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: 08/08/2014 Next Scheduled EDR Contact: 11/24/2014 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: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies LAKE COUNTY: CUPA Facility List Cupa facility list Date of Government Version: 07/23/2014 Date Data Arrived at EDR: 07/25/2014 Date Made Active in Reports: 08/22/2014 Number of Days to Update: 28 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: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 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. TC4085818.2s Page GR-31 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- Date of Government Version: 07/21/2014 Date Data Arrived at EDR: 07/21/2014 Date Made Active in Reports: 08/19/2014 Number of Days to Update: 29 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: 08/14/2014 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: 07/23/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 08/20/2014 Number of Days to Update: 23 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: 07/28/2014 Date Data Arrived at EDR: 07/28/2014 Date Made Active in Reports: 08/20/2014 Number of Days to Update: 23 Source: City of Long Beach Fire Department Telephone: [PHONE REDACTED] Last EDR Contact: 07/25/2014 Next Scheduled EDR Contact: 11/10/2014 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: 07/25/2014 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. TC4085818.2s 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: 08/26/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies MARIN COUNTY: Underground Storage Tank Sites Currently permitted USTs in Marin County. Date of Government Version: 07/02/2014 Date Data Arrived at EDR: 07/07/2014 Date Made Active in Reports: 08/18/2014 Number of Days to Update: 42 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: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies MONO COUNTY: CUPA Facility List CUPA Facility List Date of Government Version: 09/02/2014 Date Data Arrived at EDR: 09/05/2014 Date Made Active in Reports: 09/24/2014 Number of Days to Update: 19 Source: Mono County Health Department Telephone: [PHONE REDACTED] Last EDR Contact: 09/02/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/26/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies NAPA COUNTY: Sites With Reported Contamination A listing of leaking underground storage tank sites located in Napa county. TC4085818.2s 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: 08/28/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/28/2014 Next Scheduled EDR Contact: 12/15/2014 Data Release Frequency: No Update Planned NEVADA COUNTY: CUPA Facility List CUPA facility list. Date of Government Version: 09/16/2014 Date Data Arrived at EDR: 09/18/2014 Date Made Active in Reports: 09/25/2014 Number of Days to Update: 7 Source: Community Development Agency Telephone: [PHONE REDACTED] Last EDR Contact: 09/16/2014 Next Scheduled EDR Contact: 12/29/2014 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: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 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: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: Quarterly List of Underground Storage Tank Facilities Orange County Underground Storage Tank Facilities (UST). Date of Government Version: 08/01/2014 Date Data Arrived at EDR: 08/12/2014 Date Made Active in Reports: 08/20/2014 Number of Days to Update: 8 Source: Health Care Agency Telephone: [PHONE REDACTED] Last EDR Contact: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: Quarterly PLACER COUNTY: TC4085818.2s 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: 09/22/2014 Next Scheduled EDR Contact: 12/22/2014 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: 07/08/2014 Date Data Arrived at EDR: 07/11/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 17 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 Data Release Frequency: Quarterly Underground Storage Tank Tank List Underground storage tank sites located in Riverside county. Date of Government Version: 07/08/2014 Date Data Arrived at EDR: 07/11/2014 Date Made Active in Reports: 08/18/2014 Number of Days to Update: 38 Source: Department of Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 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: 05/05/2014 Date Data Arrived at EDR: 07/17/2014 Date Made Active in Reports: 07/28/2014 Number of Days to Update: 11 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. TC4085818.2s 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: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 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: 09/22/2014 Next Scheduled EDR Contact: 12/22/2014 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: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 08/07/2014 Next Scheduled EDR Contact: 11/24/2014 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: 08/07/2014 Next Scheduled EDR Contact: 11/27/2014 Data Release Frequency: Quarterly SAN JOAQUIN COUNTY: TC4085818.2s 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: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 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: 08/20/2014 Next Scheduled EDR Contact: 12/08/2014 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: 09/15/2014 Next Scheduled EDR Contact: 12/29/2014 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: 09/15/2014 Next Scheduled EDR Contact: 12/29/2014 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: 09/22/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies SANTA CLARA COUNTY: Cupa Facility List Cupa facility list TC4085818.2s 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: 08/22/2014 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: 09/02/2014 Next Scheduled EDR Contact: 12/15/2014 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: 08/08/2014 Next Scheduled EDR Contact: 11/24/2014 Data Release Frequency: Annually SANTA CRUZ COUNTY: CUPA Facility List CUPA facility listing. Date of Government Version: 09/09/2014 Date Data Arrived at EDR: 09/11/2014 Date Made Active in Reports: 09/25/2014 Number of Days to Update: 14 Source: Santa Cruz County Environmental Health Telephone: [PHONE REDACTED] Last EDR Contact: 09/08/2014 Next Scheduled EDR Contact: 12/08/2014 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: 08/26/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Varies SOLANO COUNTY: TC4085818.2s 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: 06/19/2014 Date Data Arrived at EDR: 06/26/2014 Date Made Active in Reports: 07/25/2014 Number of Days to Update: 29 Source: Solano County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 09/15/2014 Next Scheduled EDR Contact: 12/29/2014 Data Release Frequency: Quarterly Underground Storage Tanks Underground storage tank sites located in Solano county. Date of Government Version: 06/19/2014 Date Data Arrived at EDR: 06/26/2014 Date Made Active in Reports: 07/25/2014 Number of Days to Update: 29 Source: Solano County Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 09/15/2014 Next Scheduled EDR Contact: 12/29/2014 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: 07/01/2014 Date Data Arrived at EDR: 07/03/2014 Date Made Active in Reports: 07/28/2014 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: 09/08/2014 Next Scheduled EDR Contact: 12/22/2014 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: 08/08/2014 Next Scheduled EDR Contact: 11/10/2014 Data Release Frequency: Varies VENTURA COUNTY: TC4085818.2s 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: 08/14/2014 Next Scheduled EDR Contact: 12/01/2014 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: 08/13/2014 Next Scheduled EDR Contact: 12/01/2014 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: 06/26/2014 Date Data Arrived at EDR: 07/31/2014 Date Made Active in Reports: 09/15/2014 Number of Days to Update: 46 Source: Ventura County Resource Management Agency Telephone: [PHONE REDACTED] Last EDR Contact: 07/28/2014 Next Scheduled EDR Contact: 11/10/2014 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: 09/17/2014 Next Scheduled EDR Contact: 12/29/2014 Data Release Frequency: Quarterly YOLO COUNTY: Underground Storage Tank Comprehensive Facility Report Underground storage tank sites located in Yolo county. Date of Government Version: 06/30/2014 Date Data Arrived at EDR: 07/07/2014 Date Made Active in Reports: 08/18/2014 Number of Days to Update: 42 Source: Yolo County Department of Health Telephone: [PHONE REDACTED] Last EDR Contact: 09/22/2014 Next Scheduled EDR Contact: 01/05/2015 Data Release Frequency: Annually YUBA COUNTY: TC4085818.2s 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: 07/31/2014 Next Scheduled EDR Contact: 11/17/2014 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: 08/19/2014 Next Scheduled EDR Contact: 12/01/2014 Data Release Frequency: No Update Planned 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: 08/07/2014 Next Scheduled EDR Contact: 11/17/2014 Data Release Frequency: Annually PA MANIFEST: Manifest Information Hazardous waste manifest information. Date of Government Version: 12/31/2013 Date Data Arrived at EDR: 07/21/2014 Date Made Active in Reports: 08/25/2014 Number of Days to Update: 35 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: 12/31/2013 Date Data Arrived at EDR: 07/15/2014 Date Made Active in Reports: 08/13/2014 Number of Days to Update: 29 Source: Department of Environmental Management Telephone: [PHONE REDACTED] Last EDR Contact: 08/26/2014 Next Scheduled EDR Contact: 12/08/2014 Data Release Frequency: Annually TC4085818.2s Page GR-41 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- WI MANIFEST: Manifest Information Hazardous waste manifest information. Date of Government Version: 12/31/2013 Date Data Arrived at EDR: 06/20/2014 Date Made Active in Reports: 08/07/2014 Number of Days to Update: 48 Source: Department of Natural Resources Telephone: N/A Last EDR Contact: 09/15/2014 Next Scheduled EDR Contact: 12/29/2014 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. 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. TC4085818.2s 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. TC4085818.2s Page GR-43 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING ---PAGE BREAK--- TC4085818.2s 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 1988 Most Recent Revision: 33117-G6 BLACK STAR CANYON, CA Target Property Map: USGS TOPOGRAPHIC MAP 999 ft. above sea level Elevation: 3745235.8 UTM Y (Meters): 432731.6 UTM X (Meters): Zone 11 Universal Tranverse Mercator: 117.7271 - 117˚ 43’ 37.56’’ Longitude (West): 33.847 - 33˚ 50’ 49.20’’ Latitude (North): TARGET PROPERTY COORDINATES ANAHEIM, CA 92808 S WEIR CANYON ROAD WINDY RIDGE RESERVOIR PROJECT TARGET PROPERTY ADDRESS ® GEOCHECK - PHYSICAL SETTING SOURCE ADDENDUM ® ---PAGE BREAK--- TC4085818.2s 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: 999 ft. North South West East 1096 1023 1021 1035 1120 1160 1247 1143 1183 999 841 801 735 695 760 701 664 715 831 [PHONE REDACTED] 1054 972 1155 1091 1086 [PHONE REDACTED] 1005 1094 1003 858 993 950 738 745 General North 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--- TC4085818.2s Page A-3 Not Reported 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. Not found Status: 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 NOT AVAILABLE 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--- TC4085818.2s Page A-4 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 Stratified Sequence Category: Cenozoic Era: Tertiary System: Paleocene Series: Tx 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 3 4 2 0 1/16 1/8 1/4 Miles ---PAGE BREAK--- TC4085818.2s Page A-6 Somewhat excessively drained Soil Drainage Class: movement of water, or soils with moderately fine or fine textures. Class C - Slow infiltration rates. Soils with layers impeding downward Hydrologic Group: sandy loam Soil Surface Texture: CIENEBA Soil Component Name: Soil Map ID: 2 Max: Min: Min: Max: Not reported Not reported bedrock weathered 33 inches 29 inches 3 Min: 6.1 Max: 7.8 Min: 1.4 Max: 4 Not reported Not reported loam gravelly clay 29 inches 9 inches 2 Min: 6.1 Max: 7.3 Min: 4 Max: 14 Not reported Not reported loam 9 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: Moderate Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric Well drained Soil Drainage Class: movement of water, or soils with moderately fine or fine textures. Class C - Slow infiltration rates. Soils with layers impeding downward Hydrologic Group: loam Soil Surface Texture: SOPER 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--- TC4085818.2s Page A-7 Max: Min: Min: Max: Not reported Not reported bedrock unweathered 3 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: Not Reported Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric Soil Drainage Class: water table, or are shallow to an impervious layer. Class D - Very slow infiltration rates. Soils are clayey, have a high Hydrologic Group: unweathered bedrock Soil Surface Texture: ROCK OUTCROP Soil Component Name: Soil Map ID: 3 Max: Min: Min: 0 Max: 0.42 Not reported Not reported bedrock weathered 11 inches 7 inches 2 Min: 5.1 Max: 7.3 Min: 14 Max: 42 50%), silt. limit less than Clays (liquid SOILS, Silts and FINE-GRAINED Soils. 200), Silty passing No. than 35 pct. Materials (more Silt-Clay sandy loam 7 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: Low Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4085818.2s Page A-8 No Wells Found 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 Max: Min: Min: Max: Not reported Not reported bedrock weathered 20 inches 16 inches 2 Min: 5.6 Max: 7.3 Min: 14 Max: 42 Not reported Not reported sandy loam 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: Low Corrosion Potential - Uncoated Steel: Hydric Status: Not hydric Somewhat excessively drained Soil Drainage Class: movement of water, or soils with moderately fine or fine textures. Class C - Slow infiltration rates. Soils with layers impeding downward Hydrologic Group: sandy loam Soil Surface Texture: CIENEBA Soil Component Name: Soil Map ID: 4 ® GEOCHECK - PHYSICAL SETTING SOURCE SUMMARY ® ---PAGE BREAK--- TC4085818.2s Page A-9 No Wells Found 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 ® 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. 7 20 6 8 0 6 4 0 6 4 0 6 0 0 6 0 0 7 6 0 7 2 0 6 8 0 6 4 0 7 2 0 6 8 0 7 2 0 8 0 0 8 4 0 8 0 0 8 8 0 8 4 0 1 200 6 0 2 00 4 0 1 0 0 8 0 0 5 6 0 6 0 5 2 0 8 0 CA ---PAGE BREAK--- TC4085818.2s Page A-11 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 32 92808 > 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. TC4085818.2s 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. TC4085818.2s 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. TC4085818.2s Page PSGR-3 PHYSICAL SETTING SOURCE RECORDS SEARCHED ---PAGE BREAK--- APPENDIX G DRAFT DRAINAGE REPORT ---PAGE BREAK--- Windy Ridge Reservoir Draft Drainage Report January 2015 ---PAGE BREAK--- Windy Ridge Reservoir Project Windy Ridge Reservoir Project Draft Drainage Report Prepared for: CITY OF ANAHEIM January 27, 2015 Prepared By: MWH AMERICAS, INC. Raul V. Valdez, P.E., CFM ---PAGE BREAK--- Table of Contents 1.0 Executive Summary 1-0 2.0 Hydrology 2-0 2.1 Sub Watershed Areas 2-0 2.2 Analysis 2-1 2.3 Time of Concentration 2-1 2.4 Design 2-1 2.5 Soil Type 2-2 2.6 Pervious versus Impervious Areas Analsysis 2-2 2.7 Runoff Coefficients 2-3 2.8 Runoff Results 2-4 3.0 Hydraulics 3-0 3.1 Catch Basins and Cross Drainage Piping 3-0 3.2 Rip Rap Pads for Drainage Piping Outlets 3-1 3.3 Rip Rap Pads for Terrace Ditch Grading 3-2 4.0 Blue Sky Way Storm Drain 4-0 4.1 Existing Infrastructure 4-0 4.2 Drainage Impacts 4-0 5.0 Conclusion 5-0 6.0 References 6-0 List of Appendices Appendix A: Figures Appendix B: Hydrology Calculations and Reference Methodology Appendix C: Hydraulic Calculations Appendix D: Hydraulic Analysis for Blue Sky Way Storm Drain ---PAGE BREAK--- Windy Ridge Reservoir Project 1-0 1.0 Executive Summary This report summarizes the hydrology and hydraulics for the sub watersheds tributary to Windy Ridge Reservoir site and Access Road drainage infrastructure. A comparison analysis is also presented for the sub watershed draining towards Blue Sky Way to determine if there are any drainage impacts to the existing street and infrastructure resulting from the construction of the Windy Ridge Project. Results of the hydrologic analysis indicate that development of the Windy Ridge Reservoir project will yield relatively minor increases in rainfall runoff when compared to the existing condition. Specifically, the hydrology and hydraulics analysis shows that increases in flow tributary to Blue Sky Way are negligible and that existing storm drain infrastructure within the street should be able to convey the additional flows. ---PAGE BREAK--- Windy Ridge Reservoir Project 2-0 2.0 Hydrology 2.1 Sub Watershed Areas The area tributary to the Windy Ridge Reservoir site and access road alignment was sub-divided into 11 separate sub watershed areas for the purposes of sizing drainage infrastructure. Figure 1 in Appendix A depicts the sub watershed area delineations with respect to the existing topography. In general, the sub watershed areas drain in a northerly direction towards natural washes which converge into a single large unnamed wash. The unnamed wash drains towards Blue Sky Road, and crosses beneath the right of way via culverts. Table 1 summarizes the sub watershed acreage. Table 1: Sub Watershed Acreage Summary Sub Watershed Area Label Acreage (acres) 0 6.26 1 1.19 2 0.67 3 3.42 4 1.40 5 0.95 6 1.55 7 4.18 8 0.21 9A 0.15 9B 0.96 ---PAGE BREAK--- Windy Ridge Reservoir Project 2-1 2.2 Analysis Methodology A hydrologic analysis was performed to determine the 100-year runoff flow rate generated by each sub watershed area. The Rational Method was utilized to perform the analysis. According to the Orange County Hydrology Manual (OCHM), the Rational Method is suitable for application where sub watershed areas are less than 640 acres. The Rational Method Formula is: Q =CIA Where, Q= runoff in cubic feet per second (cfs) from a given area C =runoff coefficient I = time averaged rainfall intensity in inches per hour (in/hr) A = drainage area (acres) All hydrology calculations and referenced methodology are provided in Appendix B. 2.3 Time of Concentration The time of concentration (Tc) was calculated for all watershed areas based on the Manning’s equation methodology, which is obtained by dividing the flow path length by the velocity. This methodology is in accordance with section D.2 and D.3 of the OCHM which allows this procedure in lieu of the Tc nomographs. In order to simplify the derivation of flow velocity, the United States Department of Agricultural, Natural Resources Conservation Services (NRCS) TR-55 publication publishes velocity curves as a function of watercourse slope and surface cover. The velocity for each watershed area was derived based on referencing Figure 20.4 from TR-55 (see Appendix B) assuming a grassed overland waterway. The maximum Tc calculated for all watersheds is approximately 1.99 minutes. 2.4 Design Precipitation The 100-year, 24-hour mean precipitation intensity was selected for design purposes. Figure B-4: Mean Intensities for Mountainous Areas was referenced from the OCHM was referenced to determine obtain the design intensity. Since the minimum rainfall time duration on the X-axis of Figure B-4 is 5 minutes, a 100-year, 24-hour intensity of 10.0 inches/hour applies to all sub watershed areas. ---PAGE BREAK--- Windy Ridge Reservoir Project 2-2 2.5 Soil Type According to Figure 2 in Appendix A from the OCHM, the watershed sub areas are geographically located in an area where soils are classified as Soil Group Type Soil Group Type has the characteristics of slow infiltration. Soils boundaries were obtained from the NRCS Web Soil Survey database. 2.6 Pervious versus Impervious Areas Analsysis In the existing condition, both the project site and the upstream watershed area consist of natural open brush entirely pervious land cover with anywhere from 50 to 75% of vegetated coverage. Development of the Windy Ridge reservoir and access road will introduce impervious area to the project site due to construction of the reservoir footprint and asphaltic concrete pavement along the access alignment. The development of the project will therefore cause a slight decrease in pervious area. The proposed impervious area was measured within each individual sub watershed area. Table 2 summarizes the impervious acreage within each sub watershed area resulting from the development of the project. Table 2: Post Development Impervious Area Summary Sub Watershed Area Label Post Development Condition Impervious Area (ac) Post Development Condition Impervious Percentage 0 0.08 1% 1 0.08 7% 2 0.07 11% 3 0.12 3% 4 0.09 6% 5 0.10 10% 6 0.12 8% 7 0.15 4% 8 0.03 13% 9A 0.05 35% 9B 0.39 41% ---PAGE BREAK--- Windy Ridge Reservoir Project 2-3 2.7 Runoff Coefficients Based on the pervious and impervious acreage comparison, runoff coefficients were calculated for each individual sub watershed area for both the pre and post development conditions. The runoff coefficients were calculated by referencing section D.5 of the OCHM, specifically equation no. D.3. In order to derive Runoff Coefficients, loss rates had to be calculated and compared to the runoff coefficients. The worst case losses were calculated using the Loss Rate methodology established in section C.6 of the OCHM. Specifically, formulas C.1 through C.7 were referenced in the OCHM. Table 3 presents the runoff coefficient summaries between both the pre and post development conditions. Table 3: Runoff Coefficient Summary Sub Watershed Area Label Pre-Development Condition Runoff Coefficient Post- Development Condition Runoff Coefficient 0 0.8775 0.8777 1 0.8775 0.8791 2 0.8775 0.8800 3 0.8775 0.8782 4 0.8775 0.8789 5 0.8775 0.8798 6 0.8775 0.8793 7 0.8775 0.8784 8 0.8775 0.8804 9A 0.8775 0.8854 9B 0.8775 0.8867 ---PAGE BREAK--- Windy Ridge Reservoir Project 2-4 2.8 Runoff Results The peak flow rate was calculated for each sub watershed area using the Rational Formula for both the pre and post development conditions. Peak flow rate calculations take into account the runoff coefficient described in previous sections. Table 4 summarizes the peak flow rates calculated with this analysis. Table 4:Sub-Watershed Areas Runoff Summary Sub Watershed Area Label Pre-Development Condition 100- Year Runoff (cfs) Post- Development Condition 100- Year Runoff (cfs) Increase in 100- Year Runoff (cfs), Delta 0 54.93 54.95 0.01 1 10.44 10.46 0.02 2 5.84 5.85 0.02 3 30.01 30.03 0.02 4 12.29 12.30 0.02 5 8.36 8.38 0.02 6 13.63 13.66 0.03 7 36.69 36.73 0.04 8 1.87 1.88 0.01 9A 1.35 1.36 0.01 9B 8.42 8.51 0.09 The listed flows are used in hydraulic calculations to size drainage infrastructure included in the design of the Windy Ridge Project. ---PAGE BREAK--- Windy Ridge Reservoir Project 3-0 3.0 Hydraulics 3.1 Catch Basins and Cross Drainage Piping Peak flow results from the hydrology analysis were utilized to size catch basins (in terms of number of grates) as well as cross culvert drainage piping. Eleven separate catch basins are proposed with outlet cross culvert conduits. Bentley FlowMaster Software was utilized to calculate drainage piping capacity for the entire cross drainage piping as well as capacity for all catch basins. The catch basins specified along the reservoir access road are in accordance with the “Green Book” Standards Specifications for Public Works Construction, Standard Plan 305-3. Based on the results of the catch basin sizing calculations, majority of the basins are proposed with 2 grates. For catch basins with higher tributary flow rates, the number of grates was increased to reduce the amount of bypass flow. Furthermore, splash walls are proposed on 3 basins for the purpose of decreasing the potential for cascading bypass flow effects. Table 5 summarizes the catch basin hydraulic sizing calculation results as well as the number of grates. Table 5: Catch Basin Sizing Summary Catch Basin Label Tributary Q100 Flow (cfs) Intercepted Flow (cfs) Number of Grates 1A 4.25 4.01 2 1B 4.25 4.01 2 1C 1.36 1.32 2 2 1.88 1.81 2 3* 36.73 30.66 4 4 13.66 12.53 4 5 8.38 7.94 4 6 12.3 10.98 3 7* 30.03 25.59 4 8 5.85 5.61 4 9* 10.46 9.41 3 ---PAGE BREAK--- Windy Ridge Reservoir Project 3-1 *Asterisks indicate catch basins requiring splash walls to decrease the amount of bypass flow. All catch basins are connected to outlet drainage piping. Due to the relatively steep slope of the drainage piping, flow conditions mimic open channel flow conditions. Manning’s equation in the FlowMaster Software was used to verify that drainage piping is adequately sized. Table 6 summarizes the associated outlet pipe tied to each catch basin along with the approximate conduit percentage full. Table 6: Catch Basin Outlet Pipe Sizing Summary Attached Catch Basin Label Outlet Pipe Diameter (in) Tributary Q100 Flow (cfs) Slope Cross Section Area Percentage Full 1A 24 4.25 2.04 24.5 1B 24 8.50 6.26 26.2 1C 24 9.87 15.9 22.3 2 18 1.88 5.65 18.6 3 18 36.73 11.05 87.7 4 18 13.66 11.21 43.3 5 18 8.38 9.67 34.5 6 18 12.3 10.2 41.9 7 18 30.03 10.41 73.2 8 18 5.85 12.58 26.8 9 18 10.46 10.31 38.2 All hydraulic calculation backup information for both catch basins and drainage piping is provided within Appendix C. 3.2 Rip Rap Pads for Drainage Piping Outlets Rip rap gradations and pad dimensions for drainage piping outlet erosion protection were calculated using the U.S. Department of Transportation Federal Highway Administration’s (FHWA) Hydraulic Tool Box Software, Version 4.20. Hydraulic Tool ---PAGE BREAK--- Windy Ridge Reservoir Project 3-2 Box is common software used for design of culverts and erosion protection pads. Table 7 summarizes the gradations calculated for all outlet pipes. Table 7: Catch Basin Outlet Pipe Sizing Summary Attached Catch Basin Label Outlet Pipe Diameter (in) D15 (in) D50 (in) D85 (in) D100 (in) Apron Length (ft) Apron Width (ft) 1C 24 4.5 6.5 9 12 8 9 2 18 4.5 6.5 9 12 6 6.7 3 18 22 31.5 42.5 60 12 12.2 4 18 9 12.5 17 24 7.5 8.2 5 18 7 9.5 13 18 6 7.03 6 18 9 12.5 17 24 6 7.2 7 18 22 31.5 42.5 60 12 12 8 18 7 6.5 9 12 6 6.9 9 18 7 9.5 13 18 6 7.1 All hydraulic calculation backup information for rip rap pad gradation sizing is provided within Appendix C. 3.3 Rip Rap Pads for Terrace Ditch Grading Rip rap gradations and pad dimensions for terrace ditch grading outlets were calculated using Hydraulic Tool Box Software, Version 4.20. The tributary flow to the rip rap pads at these locations is conservatively determined by a ratio analysis by referencing the peak flows of sub watershed area 7. Approximately 9.1% of the sub watershed 7 area consists of the grading scarp. This percentage was multiplied by 36.73-cfs, the peak flow generated by sub watershed area 7, to arrive at a maximum peak flow tributary to the terrace rip rap pads of 3.33-cfs. The value of 3.33-cfs is conservatively used in the rip rap gradation calculations even though there are a total of 8 locations with terrace ditch rip rap pads. The resulting rip rap gradation for the terrace ditches is as follows: D15: D50: 12.5”, D85: 17”, and D100: 24.” Hydraulic calculations are provided in Appendix C for the terrace ditch rip rap pads. ---PAGE BREAK--- Windy Ridge Reservoir Project 4-0 4.0 Blue Sky Way Storm Drain 4.1 Existing Infrastructure Record drawings for Blue Sky Way indicate that there is an existing 30-inch diameter storm drain line draining in a northwesterly direction. A 24-inch diameter lateral conduit extends easterly for 165-feet, past the existing street back of curb and terminates with a collector inlet headwall and rip rap pad structure. Record drawings for the Blue Sky Way storm drain are provided in Appendix D. The 24-inch diameter lateral collects flow from tributary Sub Watershed Area 0. Record drawings for the storm drain indicate that the main 30-inch diameter line was designed for a capacity of 123.6-cfs. The 24-inch diameter lateral pipe in turn was designed for a capacity of 50.9-cfs. 4.2 Drainage Impacts Based on the watershed sub area delineation depicted on Figure 1, the area directly impacting the Blue Sky Way is encompassed by Sub Watershed Area 0. The results from the comparative pre and post hydrology analysis reveal that the increase in flow resulting from the development of the Windy Ridge Reservoir project is relatively negligible. Less than a 1% increase in drainage flow can be expected within Blue Sky Way from development of the project. The existing condition flow rates obtained from the Windy Ridge Reservoir comparative hydrology analysis is larger than what the record drawings depict for the 24-inch lateral pipe (54.93 versus 50.9-cfs). For the purposes of determining the impacts on system hydraulics, it is assumed that a 1% increase in flow is experienced within the system relative to the flows documented on the record drawings. The 1% flow increase is conservative and is less based on the comparative hydrology analysis. Impacts to the hydraulic grade line (HGL) were tabulated along the portion of the main 30-inch trunk storm drain sewer, as well as the 24-inch lateral using Water Surface Pressure Gradient (WSPG) software. Pipeline invert elevation, stationing, and were re-created in WSPG software and the flow increased by 1% along the system at the point where runoff enters the system from Windy Ridge project limits. Results of the analysis indicate that the HGL is raised minimally and overall still contained below the storm drain rim elevations. Table 8 summarizes the change in HGL associated with a 1% increase in flow from development of Windy Ridge Project within the 30-inch trunk storm drain sewer line within Blue Sky Way. Table 9 summarizes the same information as Table 8, but for the 24-inch lateral line which subsequently ties into the existing 30- inch trunk storm drain line. ---PAGE BREAK--- Windy Ridge Reservoir Project 4-1 Table 8: Blue Sky Way Storm Drain-Main Trunk 30” Line Profile Station (ft) Invert Elevation (ft) Existing Flow (cfs) Existing HGL (ft) Modified Flow (cfs) Modified HGL (ft) HGL Delta (ft) 46+40.00 943.02 123.60 945.52 124.8* 945.52 0.00 47+62.60 953.56 123.60 956.68 124.8* 956.87 0.19 47+62.60 953.56 89.5 964.08 89.5** 964.12 0.04 50+18.41 970.24 89.5 976.00 89.5 976.30 0.30 51+73.26 980.31 89.5 983.30 89.5 983.67 0.37 51+73.26 980.31 89.5 983.30 89.5 987.55 0.72 52+45.00 987.26 70.7 989.72 70.7 989.70 -0.02 Table 9: Blue Sky Way 24” Lateral Profile Station (ft) Invert Elevation (ft) Existing Flow (cfs) Existing HGL (ft) Modified Flow (cfs) Modified HGL (ft) HGL Delta (ft) 01+03.50 954.79 50.90 960.33 51.4* 960.33 0.00 01+31.97 956.73 50.90 962.39 51.4* 962.41 0.02 01+31.97 956.73 48.9 963.41 49.4* 962.42 -0.99 01+51.50 958.05 48.9 963.67 49.4* 959.23 -4.44 02+67.97 973.18 48.9 975.16 49.4* 975.16 0.00 Table Notes *Denotes flow increased by 1% **Denotes no change in flow, change only occurs of this point, upstream flow remains constant. ---PAGE BREAK--- Windy Ridge Reservoir Project 4-2 All hydraulic analysis output backup information for the storm drain is provided within Appendix D. ---PAGE BREAK--- Windy Ridge Reservoir Project 5-0 5.0 Conclusion A hydrology analysis was performed for the Windy Ridge Project which compared the pre versus post development rainfall runoff generated by the site. Overall, the increase in flow to be generated by development of the project is relatively minor. Results from the hydrology analysis were used to size the drainage infrastructure associated for the Windy Ridge Project. A hydraulic analysis was also performed for the existing storm drain sewer within Blue Sky Way to determine impacts to the system. The hydraulic analysis results indicate the impact to the system hydraulics is negligible. A Water Quality Management Plan (WQMP) is in development for the Windy Ridge Project. Best management practices (BMPs) recommended in the WQMP will somewhat reduce peak runoff flows. This analysis was conducted for purposes of sizing catch basins and cross drainages. To ensure those elements were sized conservatively, the reduction in peak flows that will be generated by the BMPs was not considered in this analysis. ---PAGE BREAK--- Windy Ridge Reservoir Project 6-0 6.0 References Civil Engineering Reference Manual, Michael Lindenburg, 9th Edition City of Anaheim, Private Storm Drain Improvement Plans, Tract No. 13517 and 13518, May 1998 Orange County Hydrology Manual, October 1986 United States Department of Agriculture, Natural Resources Conservation Services (NRCS) Urban Hydrology for Small Watersheds TR-55 Publication, 1986. ---PAGE BREAK--- Appendix A ---PAGE BREAK--- 16" DIP 1320 ZONE BLUE SKY WAY 118.82' 7 9B 6 5 4 3 2 1 0 SCALE DESIGNED DRAWN CHECKED WARNING 1 0 REV DATE BY DESCRIPTION FIGURE 1 CITY OF ANAHEIM WINDY RIDGE RESERVOIR IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE 12 DRAINAGE BASIN MAP CATCH BASINS 1A AND 1B CATCH BASIN 1C CATCH BASIN 2 CATCH BASIN 3 CATCH BASIN 4 CATCH BASIN 5 CATCH BASIN 6 CATCH BASIN 7 CATCH BASIN 8 CATCH BASIN 9 BLUESKY WAY _ ---PAGE BREAK--- Approximate location of water reservoir site and access road, within Soil Type #200 FIGURE 2: SOILS MAP ---PAGE BREAK--- ---PAGE BREAK--- Appendix B ---PAGE BREAK--- 1 of 1 By: Chkd By: G GRANT EXISTING CONDITION (PRE DEVELOPMENT OF WINDY RIDGE PROJECT) WATERHSED ID ap1 ai2 Fp3 Fm4 I, Intensity (in/hr)5 C, Coefficient6 P247 CN8 S9 Ia10 Yj11 Ybar12 (in/hr)13 Comparison Result14 0 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 1 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 2 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 3 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 4 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 5 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 6 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 7 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 8 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 9A 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 9B 1 0 0.25 0.25 10 0.8775 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss DEVELOPED CONDITION (POST DEVELOPMENT OF WINDY RIDGE PROJECT) WATERHSED ID ap1 ai2 Fp3 Fm4 I, Intensity (in/hr)5 C, Coefficient6 P247 CN8 S9 Ia10 Yj11 Ybar12 (in/hr)13 Comparison Result14 0 0.99 0.01 0.25 0.2475 10 0.8777 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 1 0.93 0.07 0.25 0.2325 10 0.8791 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 2 0.89 0.11 0.25 0.2225 10 0.8800 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 3 0.97 0.03 0.25 0.2425 10 0.8782 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 4 0.94 0.06 0.25 0.235 10 0.8789 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 5 0.90 0.10 0.25 0.225 10 0.8798 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 6 0.92 0.08 0.25 0.23 10 0.8793 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 7 0.96 0.04 0.25 0.24 10 0.8784 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 8 0.87 0.13 0.25 0.2175 10 0.8804 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 9A 0.65 0.35 0.25 0.1625 10 0.8854 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss 9B 0.59 0.41 0.25 0.1475 10 0.8867 5.63 77 2.987013 0.597403 0.560948 0.439052 4.39051858 Fm governs as loss Notes: 1 Pervious area fraction value, ap, calculated from actual site conditions 2 Ratio of impervious area total area, ai, calculated from actual site conditions 3 Maximum loss rate for pervious area, Fp, value referenced from OCHM Table C.2 4 Catchment maximum loss rate value, Fm, calculated by referencing OCHM equation C.7. 5 Intensity, I, value referenced from OCHM Figure B‐4, Mean Precipitation Intensities for Mountainous Areas 6 Runoff Coefficient, C, calculated by referencing OCHM formula D.3 7 P24 Value referenced from OCHM Table B.2, Orange County Point Precipitation Data 8 Value referenced from OCHM Figure C‐3, Curve Numbers for Pervious Areas 9 Soil Capacity, S, value calculated by referencing OCHM equation C.2 10 Initial abstraction, Ia, value calculated by referencing OCHM equation C.1 11 Estimation of storm runoff yield, Yj, value calculated by referencing OCHM equation C.3 12 Catchment low loss fraction, Ybar, value calculated by referencing OCHM equation C.5 13 Low loss rate, value calculated by referencing OCHM equation E.6. 14 Compare F* versus Fm according to OCHM Section C.6.6 Project: WINDY RIDGE RESERVOIR Date: 1/15/2015 Description: RUNOFF COEFFICIENT AND LOSS RATE COMPUTATIONS Job No: 101167.1233501 CALCULATIONS Client: CITY OF ANAHEIM Sheet: R VALDEZ Check for F* Value; if F*>Fm, then use Fm Check for F* Value; if F*>Fm, then use Fm Runoff Coefficient and Loss Rate Calculations ---PAGE BREAK--- Client: Sheet: 1 of 1 Project: Date: Description: Job No: By: R VALDEZ Chkd By: G GRANT WATERSHED ID AREA (AC) WATERSHED DRAINAGE LENGTH (FT)1 DELTA ELEVATION (FT)1 CALCULATED SLOPE CALCULATED VELOCITY (FT/S)2 CALCULATED TIME OF CONCENTRATION, TC (MIN)3 IMPERVIOUS AREA (AC)4 IMPERVIOUS PERCENTAGE5 IMPERVIOUS AREA (AC)6 IMPERVIOUS PERCENTAGE7 0 6.26 802 228 28% 7.5 1.78 0.00 0% 0.08 1% 1 1.19 494 192 39% 9 0.91 0.00 0% 0.08 7% 2 0.67 406 156 38% 9 0.75 0.00 0% 0.07 11% 3 3.42 732 215 29% 7 1.74 0.00 0% 0.12 3% 4 1.40 537 188 35% 8 1.12 0.00 0% 0.09 6% 5 0.95 458 160 35% 8 0.95 0.00 0% 0.10 10% 6 1.55 491 130 26% 7 1.17 0.00 0% 0.12 8% 7 4.18 837 225 27% 7 1.99 0.00 0% 0.15 4% 8 0.21 137 42 31% 7 0.33 0.00 0% 0.03 13% 9A 0.15 134 39 29% 10 0.22 0.00 0% 0.05 35% 9B 0.96 279 24 9% 4 1.16 0.00 0% 0.39 41% Notes: 1 Determined from watershed sub areas physical parameters utilizing available topography. 2 Velocity determined from Figure 20.4, NRCS Average Velocity Chart for Overland Flow Travel Time‐grassed waterway, Reference Civil Engineering Reference Manual 9th Edition, Michael Lindenburg 3 Time of concentration calculated, Tc = Watershed Drainage Length / Velocity 4 Determined from watershed sub areas physical parameters utilizing actual land use 5 Impervious Percentage calculated = Impervious Area / Watershed Area x 100% 6 Determined from watershed sub areas physical parameters utilizing actual land use after development of windy ridge project. 7 Impervious Percentage calculated = Impervious Area / Watershed Area x 100% EXISTING CONDITION DEVELOPED CONDTION WATERSHED ID Q100 (CFS)1 Q100 (CFS)1 DELTA Q100 (CFS) 0 54.93 54.95 0.01 1 10.44 10.46 0.02 2 5.84 5.85 0.02 3 30.01 30.03 0.02 4 12.29 12.30 0.02 5 8.36 8.38 0.02 6 13.63 13.66 0.03 7 36.69 36.73 0.04 8 1.87 1.88 0.01 9A 1.35 1.36 0.01 9B 8.42 8.51 0.09 Notes: 1 Flow determined by Rational Method, reference OCHM equation D.1 2 Reference the Runoff Coefficient and Loss Rate Calculations worksheet for Rainfall Intensity and Runoff Coefficient Values CITY OF ANAHEIM WINDY RIDGE RESERVOIR RUNOFF COEFFICIENT AND LOSS RATE COMPUTATIONS CALCULATED FLOWS 1/15/2015 RUNOFF RATE COMPUTATIONS WATERSHED SUB AREAS PARAMETERS WATERSHED SUB AREAS PHYSICAL PARAMETERS ‐ FOR Tc DERIVATION EXISTING CONDITION LAND CLASSIFICATION DEVELOPED CONDITION LAND CLASSIFICATION 101167.1233501 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Minimum duration is 5 minutes on curve. The maximum Tc calculated for all basins is 1.99 minutes, therefore same intensity, I, applies for all sub watershed areas. ---PAGE BREAK--- 1 of By: Chkd By: Reference Hydrologic Methodology Project: WINDY RIDGE RESERVOIR PROJECT Date: 1/18/2015 Description: OCHM REFERENCE METHODOLOGY Job No: R VALDEZ CALCULATIONS Client: CITY OF ANAHEIM Sheet: ---PAGE BREAK--- 1 of By: Chkd By: Reference Hydrologic Methodology Project: WINDY RIDGE RESERVOIR PROJECT Date: 1/18/2015 Description: OCHM REFERENCE METHODOLOGY Job No: R VALDEZ CALCULATIONS Client: CITY OF ANAHEIM Sheet: ---PAGE BREAK--- 1 of By: Chkd By: Reference Hydrologic Methodology Project: WINDY RIDGE RESERVOIR PROJECT Date: 1/18/2015 Description: OCHM REFERENCE METHODOLOGY Job No: R VALDEZ CALCULATIONS Client: CITY OF ANAHEIM Sheet: ---PAGE BREAK--- Appendix C ---PAGE BREAK--- CATCH BASIN CALCULATIONS ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 1.950 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 4.25 ft³/s Grate Width 3.00 ft Grate Length 5.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 94.41 % Intercepted Flow 4.01 ft³/s Bypass Flow 0.24 ft³/s Flow Area 0.86 ft² Wetted Perimeter 5.00 ft Top Width 4.95 ft Velocity 4.94 ft/s Splash Over Velocity 13.09 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.77 Grate Flow Ratio 0.75 Active Grate Length 5.00 ft Critical Depth 0.33 ft Critical Slope 0.00397 ft/ft Froude Number 2.09 Flow Type Supercritical Specific Energy 0.60 ft Velocity Head 0.38 ft Depth 0.22 ft Worksheet for CATCH BASIN #1A 1/20/2015 9:50:20 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #1A Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:50:20 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 1.950 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 4.25 ft³/s Grate Width 3.00 ft Grate Length 5.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 94.41 % Intercepted Flow 4.01 ft³/s Bypass Flow 0.24 ft³/s Flow Area 0.86 ft² Wetted Perimeter 5.00 ft Top Width 4.95 ft Velocity 4.94 ft/s Splash Over Velocity 13.09 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.77 Grate Flow Ratio 0.75 Active Grate Length 5.00 ft Critical Depth 0.33 ft Critical Slope 0.00397 ft/ft Froude Number 2.09 Flow Type Supercritical Specific Energy 0.60 ft Velocity Head 0.38 ft Depth 0.22 ft Worksheet for CATCH BASIN #1B 1/20/2015 9:50:33 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #1B Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:50:33 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 13.680 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 1.36 ft³/s Grate Width 3.00 ft Grate Length 5.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 97.17 % Intercepted Flow 1.32 ft³/s Bypass Flow 0.04 ft³/s Flow Area 0.21 ft² Wetted Perimeter 3.60 ft Top Width 3.58 ft Velocity 6.40 ft/s Splash Over Velocity 13.09 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.68 Grate Flow Ratio 0.91 Active Grate Length 5.00 ft Critical Depth 0.17 ft Critical Slope 0.00478 ft/ft Froude Number 4.63 Flow Type Supercritical Specific Energy 0.70 ft Velocity Head 0.64 ft Depth 0.06 ft Worksheet for CATCH BASIN #1C 1/20/2015 9:50:43 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #1C Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:50:43 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 13.680 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 1.88 ft³/s Grate Width 3.00 ft Grate Length 5.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 96.15 % Intercepted Flow 1.81 ft³/s Bypass Flow 0.07 ft³/s Flow Area 0.26 ft² Wetted Perimeter 3.72 ft Top Width 3.70 ft Velocity 7.19 ft/s Splash Over Velocity 13.09 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.63 Grate Flow Ratio 0.90 Active Grate Length 5.00 ft Critical Depth 0.21 ft Critical Slope 0.00453 ft/ft Froude Number 4.77 Flow Type Supercritical Specific Energy 0.88 ft Velocity Head 0.80 ft Depth 0.08 ft Worksheet for CATCH BASIN #2 1/20/2015 9:50:52 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #2 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:50:52 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 14.640 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 36.73 ft³/s Grate Width 3.00 ft Grate Length 9.33 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 83.31 % Intercepted Flow 30.60 ft³/s Bypass Flow 6.13 ft³/s Flow Area 1.93 ft² Wetted Perimeter 6.70 ft Top Width 6.61 ft Velocity 19.06 ft/s Splash Over Velocity 28.47 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.56 Grate Flow Ratio 0.62 Active Grate Length 9.33 ft Critical Depth 1.04 ft Critical Slope 0.00292 ft/ft Froude Number 6.23 Flow Type Supercritical Specific Energy 6.05 ft Velocity Head 5.65 ft Depth 0.40 ft Worksheet for CATCH BASIN #3 1/20/2015 9:51:01 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #3 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:01 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 13.500 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 13.66 ft³/s Grate Width 3.00 ft Grate Length 9.33 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 91.76 % Intercepted Flow 12.53 ft³/s Bypass Flow 1.13 ft³/s Flow Area 0.99 ft² Wetted Perimeter 5.23 ft Top Width 5.17 ft Velocity 13.83 ft/s Splash Over Velocity 28.47 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.69 Grate Flow Ratio 0.73 Active Grate Length 9.33 ft Critical Depth 0.63 ft Critical Slope 0.00334 ft/ft Froude Number 5.58 Flow Type Supercritical Specific Energy 3.21 ft Velocity Head 2.97 ft Depth 0.24 ft Worksheet for CATCH BASIN #4 1/20/2015 9:51:13 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #4 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:13 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 10.820 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 8.38 ft³/s Grate Width 3.00 ft Grate Length 9.33 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 94.79 % Intercepted Flow 7.94 ft³/s Bypass Flow 0.44 ft³/s Flow Area 0.76 ft² Wetted Perimeter 4.81 ft Top Width 4.77 ft Velocity 11.00 ft/s Splash Over Velocity 28.47 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.77 Grate Flow Ratio 0.77 Active Grate Length 9.33 ft Critical Depth 0.49 ft Critical Slope 0.00359 ft/ft Froude Number 4.85 Flow Type Supercritical Specific Energy 2.08 ft Velocity Head 1.88 ft Depth 0.20 ft Worksheet for CATCH BASIN #5 1/20/2015 9:51:21 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #5 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:21 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 10.820 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 12.30 ft³/s Grate Width 3.00 ft Grate Length 7.17 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 89.24 % Intercepted Flow 10.98 ft³/s Bypass Flow 1.32 ft³/s Flow Area 0.99 ft² Wetted Perimeter 5.24 ft Top Width 5.18 ft Velocity 12.40 ft/s Splash Over Velocity 18.24 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.60 Grate Flow Ratio 0.73 Active Grate Length 7.17 ft Critical Depth 0.60 ft Critical Slope 0.00340 ft/ft Froude Number 5.00 Flow Type Supercritical Specific Energy 2.63 ft Velocity Head 2.39 ft Depth 0.24 ft Worksheet for CATCH BASIN #6 1/20/2015 9:51:29 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #6 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:29 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 15.000 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 30.03 ft³/s Grate Width 3.00 ft Grate Length 9.33 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 85.22 % Intercepted Flow 25.59 ft³/s Bypass Flow 4.44 ft³/s Flow Area 1.66 ft² Wetted Perimeter 6.31 ft Top Width 6.23 ft Velocity 18.14 ft/s Splash Over Velocity 28.47 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.58 Grate Flow Ratio 0.65 Active Grate Length 9.33 ft Critical Depth 0.95 ft Critical Slope 0.00300 ft/ft Froude Number 6.21 Flow Type Supercritical Specific Energy 5.47 ft Velocity Head 5.12 ft Depth 0.36 ft Worksheet for CATCH BASIN #7 1/20/2015 9:51:38 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #7 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:38 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 15.000 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 5.85 ft³/s Grate Width 3.00 ft Grate Length 9.33 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 95.91 % Intercepted Flow 5.61 ft³/s Bypass Flow 0.24 ft³/s Flow Area 0.53 ft² Wetted Perimeter 4.35 ft Top Width 4.32 ft Velocity 10.95 ft/s Splash Over Velocity 28.47 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.77 Grate Flow Ratio 0.82 Active Grate Length 9.33 ft Critical Depth 0.40 ft Critical Slope 0.00379 ft/ft Froude Number 5.48 Flow Type Supercritical Specific Energy 2.01 ft Velocity Head 1.86 ft Depth 0.15 ft Worksheet for CATCH BASIN #8 1/20/2015 9:51:47 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #8 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:47 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Solve For Efficiency Input Data Roughness Coefficient 0.013 Slope 15.000 % Left Side Slope 4.50 ft/ft (H:V) Right Side Slope 4.50 ft/ft (H:V) Bottom Width 3.00 ft Discharge 10.46 ft³/s Grate Width 3.00 ft Grate Length 7.17 ft Grate Type P-50 mm (P-1-7/8") Clogging 0.00 % Options Grate Flow Option Exclude None Results Efficiency 89.96 % Intercepted Flow 9.41 ft³/s Bypass Flow 1.05 ft³/s Flow Area 0.79 ft² Wetted Perimeter 4.87 ft Top Width 4.82 ft Velocity 13.22 ft/s Splash Over Velocity 18.24 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.57 Grate Flow Ratio 0.77 Active Grate Length 7.17 ft Critical Depth 0.55 ft Critical Slope 0.00348 ft/ft Froude Number 5.75 Flow Type Supercritical Specific Energy 2.92 ft Velocity Head 2.72 ft Depth 0.20 ft Worksheet for CATCH BASIN #9 1/20/2015 9:51:55 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- Worksheet for CATCH BASIN #9 Messages Messages Grate Length should be within the defined range of HEC-22's Chart 5 (approx. 0.5-4.5 ft / 0.15-1.35 1/20/2015 9:51:55 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- DRAINAGE PIPING CAPACITY CALCULATIONS ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.040 % Diameter 24.00 in Discharge 4.25 ft³/s Results Normal Depth 0.49 ft Flow Area 0.60 ft² Wetted Perimeter 2.07 ft Hydraulic Radius 0.29 ft Top Width 1.72 ft Critical Depth 0.72 ft Percent Full 24.5 % Critical Slope 0.00450 ft/ft Velocity 7.12 ft/s Velocity Head 0.79 ft Specific Energy 1.28 ft Froude Number 2.13 Maximum Discharge 34.76 ft³/s Discharge Full 32.31 ft³/s Slope Full 0.00035 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 24.49 % Velocity Infinity ft/s Worksheet for CATCH BASIN #1A OUTLET CONDUIT 1/20/2015 9:09:17 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.49 ft Critical Depth 0.72 ft Channel Slope 2.040 % Critical Slope 0.00450 ft/ft Worksheet for CATCH BASIN #1A OUTLET CONDUIT 1/20/2015 9:09:17 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 6.260 % Diameter 24.00 in Discharge 8.50 ft³/s Results Normal Depth 0.52 ft Flow Area 0.66 ft² Wetted Perimeter 2.15 ft Hydraulic Radius 0.31 ft Top Width 1.76 ft Critical Depth 1.04 ft Percent Full 26.2 % Critical Slope 0.00496 ft/ft Velocity 12.96 ft/s Velocity Head 2.61 ft Specific Energy 3.14 ft Froude Number 3.74 Maximum Discharge 60.88 ft³/s Discharge Full 56.60 ft³/s Slope Full 0.00141 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 26.19 % Velocity Infinity ft/s Worksheet for CATCH BASIN #1B OUTLET CONDUIT 1/20/2015 9:01:40 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.52 ft Critical Depth 1.04 ft Channel Slope 6.260 % Critical Slope 0.00496 ft/ft Worksheet for CATCH BASIN #1B OUTLET CONDUIT 1/20/2015 9:01:40 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 15.900 % Diameter 24.00 in Discharge 9.87 ft³/s Results Normal Depth 0.45 ft Flow Area 0.52 ft² Wetted Perimeter 1.97 ft Hydraulic Radius 0.27 ft Top Width 1.67 ft Critical Depth 1.12 ft Percent Full 22.3 % Critical Slope 0.00518 ft/ft Velocity 18.85 ft/s Velocity Head 5.52 ft Specific Energy 5.97 ft Froude Number 5.93 Maximum Discharge 97.03 ft³/s Discharge Full 90.20 ft³/s Slope Full 0.00190 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 22.34 % Velocity Infinity ft/s Worksheet for CATCH BASIN #1C OUTLET CONDUIT 1/20/2015 9:03:15 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.45 ft Critical Depth 1.12 ft Channel Slope 15.900 % Critical Slope 0.00518 ft/ft Worksheet for CATCH BASIN #1C OUTLET CONDUIT 1/20/2015 9:03:15 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 5.650 % Diameter 18.00 in Discharge 1.88 ft³/s Results Normal Depth 0.28 ft Flow Area 0.23 ft² Wetted Perimeter 1.34 ft Hydraulic Radius 0.17 ft Top Width 1.17 ft Critical Depth 0.52 ft Percent Full 18.6 % Critical Slope 0.00492 ft/ft Velocity 8.31 ft/s Velocity Head 1.07 ft Specific Energy 1.35 ft Froude Number 3.33 Maximum Discharge 26.86 ft³/s Discharge Full 24.97 ft³/s Slope Full 0.00032 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 18.57 % Velocity Infinity ft/s Worksheet for CATCH BASIN #2 OUTLET CONDUIT 1/20/2015 9:03:49 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.28 ft Critical Depth 0.52 ft Channel Slope 5.650 % Critical Slope 0.00492 ft/ft Worksheet for CATCH BASIN #2 OUTLET CONDUIT 1/20/2015 9:03:49 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 11.050 % Diameter 18.00 in Discharge 36.73 ft³/s Results Normal Depth 1.31 ft Flow Area 1.64 ft² Wetted Perimeter 3.64 ft Hydraulic Radius 0.45 ft Top Width 0.99 ft Critical Depth 1.50 ft Percent Full 87.7 % Critical Slope 0.11771 ft/ft Velocity 22.37 ft/s Velocity Head 7.78 ft Specific Energy 9.09 ft Froude Number 3.06 Maximum Discharge 37.56 ft³/s Discharge Full 34.92 ft³/s Slope Full 0.12228 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 87.66 % Velocity Infinity ft/s Worksheet for CATCH BASIN #3 OUTLET CONDUIT 1/20/2015 9:04:31 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.31 ft Critical Depth 1.50 ft Channel Slope 11.050 % Critical Slope 0.11771 ft/ft Worksheet for CATCH BASIN #3 OUTLET CONDUIT 1/20/2015 9:04:31 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 11.210 % Diameter 18.00 in Discharge 13.66 ft³/s Results Normal Depth 0.65 ft Flow Area 0.73 ft² Wetted Perimeter 2.15 ft Hydraulic Radius 0.34 ft Top Width 1.49 ft Critical Depth 1.37 ft Percent Full 43.3 % Critical Slope 0.01472 ft/ft Velocity 18.64 ft/s Velocity Head 5.40 ft Specific Energy 6.05 ft Froude Number 4.68 Maximum Discharge 37.83 ft³/s Discharge Full 35.17 ft³/s Slope Full 0.01691 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 43.28 % Velocity Infinity ft/s Worksheet for CATCH BASIN #4 OUTLET CONDUIT 1/20/2015 9:05:03 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.65 ft Critical Depth 1.37 ft Channel Slope 11.210 % Critical Slope 0.01472 ft/ft Worksheet for CATCH BASIN #4 OUTLET CONDUIT 1/20/2015 9:05:03 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 9.670 % Diameter 18.00 in Discharge 8.38 ft³/s Results Normal Depth 0.52 ft Flow Area 0.54 ft² Wetted Perimeter 1.88 ft Hydraulic Radius 0.29 ft Top Width 1.43 ft Critical Depth 1.12 ft Percent Full 34.5 % Critical Slope 0.00771 ft/ft Velocity 15.48 ft/s Velocity Head 3.72 ft Specific Energy 4.24 ft Froude Number 4.43 Maximum Discharge 35.14 ft³/s Discharge Full 32.66 ft³/s Slope Full 0.00636 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 34.55 % Velocity Infinity ft/s Worksheet for CATCH BASIN #5 OUTLET CONDUIT 1/20/2015 9:10:04 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.52 ft Critical Depth 1.12 ft Channel Slope 9.670 % Critical Slope 0.00771 ft/ft Worksheet for CATCH BASIN #5 OUTLET CONDUIT 1/20/2015 9:10:04 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 10.200 % Diameter 18.00 in Discharge 12.30 ft³/s Results Normal Depth 0.63 ft Flow Area 0.70 ft² Wetted Perimeter 2.11 ft Hydraulic Radius 0.33 ft Top Width 1.48 ft Critical Depth 1.33 ft Percent Full 41.9 % Critical Slope 0.01228 ft/ft Velocity 17.52 ft/s Velocity Head 4.77 ft Specific Energy 5.40 ft Froude Number 4.49 Maximum Discharge 36.09 ft³/s Discharge Full 33.55 ft³/s Slope Full 0.01371 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 41.89 % Velocity Infinity ft/s Worksheet for CATCH BASIN #6 OUTLET CONDUIT 1/20/2015 9:07:31 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.63 ft Critical Depth 1.33 ft Channel Slope 10.200 % Critical Slope 0.01228 ft/ft Worksheet for CATCH BASIN #6 OUTLET CONDUIT 1/20/2015 9:07:31 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 10.410 % Diameter 18.00 in Discharge 30.03 ft³/s Results Normal Depth 1.10 ft Flow Area 1.39 ft² Wetted Perimeter 3.08 ft Hydraulic Radius 0.45 ft Top Width 1.33 ft Critical Depth 1.49 ft Percent Full 73.2 % Critical Slope 0.07729 ft/ft Velocity 21.66 ft/s Velocity Head 7.29 ft Specific Energy 8.39 ft Froude Number 3.74 Maximum Discharge 36.46 ft³/s Discharge Full 33.89 ft³/s Slope Full 0.08174 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 73.21 % Velocity Infinity ft/s Worksheet for CATCH BASIN #7 OUTLET CONDUIT 1/20/2015 9:10:15 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.10 ft Critical Depth 1.49 ft Channel Slope 10.410 % Critical Slope 0.07729 ft/ft Worksheet for CATCH BASIN #7 OUTLET CONDUIT 1/20/2015 9:10:15 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 12.580 % Diameter 18.00 in Discharge 5.85 ft³/s Results Normal Depth 0.40 ft Flow Area 0.38 ft² Wetted Perimeter 1.63 ft Hydraulic Radius 0.23 ft Top Width 1.33 ft Critical Depth 0.93 ft Percent Full 26.8 % Critical Slope 0.00615 ft/ft Velocity 15.37 ft/s Velocity Head 3.67 ft Specific Energy 4.07 ft Froude Number 5.06 Maximum Discharge 40.08 ft³/s Discharge Full 37.26 ft³/s Slope Full 0.00310 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 26.79 % Velocity Infinity ft/s Worksheet for CATCH BASIN #8 OUTLET CONDUIT 1/20/2015 9:10:29 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.40 ft Critical Depth 0.93 ft Channel Slope 12.580 % Critical Slope 0.00615 ft/ft Worksheet for CATCH BASIN #8 OUTLET CONDUIT 1/20/2015 9:10:29 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 10.310 % Diameter 18.00 in Discharge 10.46 ft³/s Results Normal Depth 0.57 ft Flow Area 0.62 ft² Wetted Perimeter 2.00 ft Hydraulic Radius 0.31 ft Top Width 1.46 ft Critical Depth 1.24 ft Percent Full 38.2 % Critical Slope 0.00972 ft/ft Velocity 16.83 ft/s Velocity Head 4.40 ft Specific Energy 4.97 ft Froude Number 4.54 Maximum Discharge 36.28 ft³/s Discharge Full 33.73 ft³/s Slope Full 0.00992 ft/ft Flow Type SuperCritical GVF Input Data Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 38.25 % Velocity Infinity ft/s Worksheet for CATCH BASIN #9 OUTLET CONDUIT 1/20/2015 9:08:52 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 1 Page ---PAGE BREAK--- GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.57 ft Critical Depth 1.24 ft Channel Slope 10.310 % Critical Slope 0.00972 ft/ft Worksheet for CATCH BASIN #9 OUTLET CONDUIT 1/20/2015 9:08:52 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 2 of 2 Page ---PAGE BREAK--- DRAINAGE PIPING OUTLET RIP RAP PAD CALCULATIONS ---PAGE BREAK--- Hydraulic Analysis Report Project Data Project Title: Designer: Project Date: Tuesday, January 20, 2015 Project Units: U.S. Customary Units Notes: Riprap Analysis: Riprap Analysis-CB# 1C Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 9.87 (cfs) Culvert Diameter: 2 (ft) Normal Depth in Culvert: 0.45 (ft) Tailwater Depth: 0.8 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.8 (ft) Culvert Diameter Used in Computations: 1.225 (ft) Computed D50: 4.79026 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 12 (in) d85: 9 (in) d50: 6.5 (in) d15: 4.5 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 8 (ft) Apron Depth: 0 (ft) Apron Width (at end): 9.00833 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.5263 (ft/ft) Manning's n: 0.0150 Flow: 9.8700 (cfs) Result Parameters Depth: 0.1001 (ft) Area of Flow: 0.7010 (ft^2) Wetted Perimeter: 8.0124 (ft) Hydraulic Radius: 0.0875 (ft) Average Velocity: 14.0808 (ft/s) Top Width: 8.0024 (ft) Froude Number: 8.3843 Critical Depth: 0.3568 (ft) Critical Velocity: 2.8907 (ft/s) Critical Slope: 0.0052 (ft/ft) Critical Top Width: 13.1368 (ft) Calculated Max Shear Stress: 3.2880 (lb/ft^2) Calculated Avg Shear Stress: 2.8731 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 2 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 1.88 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.28 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 0.89 (ft) Computed D50: 1.07172 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 12 (in) d85: 9 (in) d50: 6.5 (in) d15: 4.5 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 6 (ft) Apron Depth: 0 (ft) Apron Width (at end): 6.67 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.3887 (ft/ft) Manning's n: 0.0350 Flow: 1.8800 (cfs) Result Parameters Depth: 0.0682 (ft) Area of Flow: 0.4557 (ft^2) Wetted Perimeter: 7.3707 (ft) Hydraulic Radius: 0.0618 (ft) Average Velocity: 4.1258 (ft/s) Top Width: 7.3639 (ft) Froude Number: 2.9228 Critical Depth: 0.1341 (ft) Critical Velocity: 1.9101 (ft/s) Critical Slope: 0.0370 (ft/ft) Critical Top Width: 8.6815 (ft) Calculated Max Shear Stress: 1.6538 (lb/ft^2) Calculated Avg Shear Stress: 1.4993 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 3 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 36.73 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 1.31 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.405 (ft) Computed D50: 30.6796 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS VIII Riprap Class Order: 8 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 60 (in) d85: 42.5 (in) d50: 31.5 (in) d15: 22 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 12 (ft) Apron Depth: 0 (ft) Apron Width (at end): 12.215 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.7645 (ft/ft) Manning's n: 0.0350 Flow: 36.7300 (cfs) Result Parameters Depth: 0.2986 (ft) Area of Flow: 2.6838 (ft^2) Wetted Perimeter: 12.0028 (ft) Hydraulic Radius: 0.2236 (ft) Average Velocity: 13.6857 (ft/s) Top Width: 11.9730 (ft) Froude Number: 5.0941 Critical Depth: 0.7194 (ft) Critical Velocity: 3.8700 (ft/s) Critical Slope: 0.0231 (ft/ft) Critical Top Width: 20.3872 (ft) Calculated Max Shear Stress: 14.2470 (lb/ft^2) Calculated Avg Shear Stress: 10.6668 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 4 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 13.66 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.65 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.075 (ft) Computed D50: 11.725 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 24 (in) d85: 17 (in) d50: 12.5 (in) d15: 9 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 7.5 (ft) Apron Depth: 0 (ft) Apron Width (at end): 8.225 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.5701 (ft/ft) Manning's n: 0.0350 Flow: 13.6600 (cfs) Result Parameters Depth: 0.1892 (ft) Area of Flow: 1.4933 (ft^2) Wetted Perimeter: 9.8031 (ft) Hydraulic Radius: 0.1523 (ft) Average Velocity: 9.1478 (ft/s) Top Width: 9.7842 (ft) Froude Number: 4.1265 Critical Depth: 0.4270 (ft) Critical Velocity: 3.1148 (ft/s) Critical Slope: 0.0267 (ft/ft) Critical Top Width: 14.5403 (ft) Calculated Max Shear Stress: 6.7310 (lb/ft^2) Calculated Avg Shear Stress: 5.4189 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 5 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 8.38 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.52 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.01 (ft) Computed D50: 6.64182 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS II Riprap Class Order: 2 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 18 (in) d85: 13 (in) d50: 9.5 (in) d15: 7 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 6 (ft) Apron Depth: 0 (ft) Apron Width (at end): 7.03 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.4566 (ft/ft) Manning's n: 0.0350 Flow: 8.3800 (cfs) Result Parameters Depth: 0.1532 (ft) Area of Flow: 1.1537 (ft^2) Wetted Perimeter: 9.0789 (ft) Hydraulic Radius: 0.1271 (ft) Average Velocity: 7.2634 (ft/s) Top Width: 9.0636 (ft) Froude Number: 3.5877 Critical Depth: 0.3253 (ft) Critical Velocity: 2.7836 (ft/s) Critical Slope: 0.0288 (ft/ft) Critical Top Width: 12.5067 (ft) Calculated Max Shear Stress: 4.3644 (lb/ft^2) Calculated Avg Shear Stress: 3.6207 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 6 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 12.3 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.63 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.065 (ft) Computed D50: 10.3228 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 24 (in) d85: 17 (in) d50: 12.5 (in) d15: 9 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 6 (ft) Apron Depth: 0 (ft) Apron Width (at end): 7.195 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.3085 (ft/ft) Manning's n: 0.0350 Flow: 12.3000 (cfs) Result Parameters Depth: 0.2116 (ft) Area of Flow: 1.7169 (ft^2) Wetted Perimeter: 10.2523 (ft) Hydraulic Radius: 0.1675 (ft) Average Velocity: 7.1639 (ft/s) Top Width: 10.2312 (ft) Froude Number: 3.0818 Critical Depth: 0.4031 (ft) Critical Velocity: 3.0418 (ft/s) Critical Slope: 0.0271 (ft/ft) Critical Top Width: 14.0622 (ft) Calculated Max Shear Stress: 4.0726 (lb/ft^2) Calculated Avg Shear Stress: 3.2238 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 7 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 30.03 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 1.1 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.3 (ft) Computed D50: 26.0139 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS VIII Riprap Class Order: 8 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 60 (in) d85: 42.5 (in) d50: 31.5 (in) d15: 22 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 12 (ft) Apron Depth: 0 (ft) Apron Width (at end): 11.9 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.6177 (ft/ft) Manning's n: 0.0350 Flow: 30.0300 (cfs) Result Parameters Depth: 0.2840 (ft) Area of Flow: 2.5106 (ft^2) Wetted Perimeter: 11.7085 (ft) Hydraulic Radius: 0.2144 (ft) Average Velocity: 11.9611 (ft/s) Top Width: 11.6801 (ft) Froude Number: 4.5465 Critical Depth: 0.6489 (ft) Critical Velocity: 3.7051 (ft/s) Critical Slope: 0.0238 (ft/ft) Critical Top Width: 18.9789 (ft) Calculated Max Shear Stress: 10.9463 (lb/ft^2) Calculated Avg Shear Stress: 8.2646 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 8 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 5.85 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.4 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 0.95 (ft) Computed D50: 4.46306 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 12 (in) d85: 9 (in) d50: 6.5 (in) d15: 4.5 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 6 (ft) Apron Depth: 0 (ft) Apron Width (at end): 6.85 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.3280 (ft/ft) Manning's n: 0.0350 Flow: 5.8500 (cfs) Result Parameters Depth: 0.1371 (ft) Area of Flow: 1.0106 (ft^2) Wetted Perimeter: 8.7557 (ft) Hydraulic Radius: 0.1154 (ft) Average Velocity: 5.7888 (ft/s) Top Width: 8.7420 (ft) Froude Number: 3.0004 Critical Depth: 0.2648 (ft) Critical Velocity: 2.5544 (ft/s) Critical Slope: 0.0305 (ft/ft) Critical Top Width: 11.2963 (ft) Calculated Max Shear Stress: 2.8059 (lb/ft^2) Calculated Avg Shear Stress: 2.3621 (lb/ft^2) ---PAGE BREAK--- Riprap Analysis: Riprap Analysis-CB# 9 Outlet Notes: Input Parameters Riprap Type: Culvert Outlet Protection Flow: 10.46 (cfs) Culvert Diameter: 1.5 (ft) Normal Depth in Culvert: 0.57 (ft) Tailwater Depth: 0.6 (ft) If tailwater is unknown, use 0.4D flow is supercritical Result Parameters Tailwater Depth Used in Computations: 0.6 (ft) Culvert Diameter Used in Computations: 1.035 (ft) Computed D50: 8.63996 (in) ---PAGE BREAK--- Riprap Class Riprap shape should be angular Riprap Class Name: CLASS II Riprap Class Order: 2 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 18 (in) d85: 13 (in) d50: 9.5 (in) d15: 7 (in) ---PAGE BREAK--- Layout Recommendations Apron Length: 6 (ft) Apron Depth: 0 (ft) Apron Width (at end): 7.105 (ft) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.3043 (ft/ft) Manning's n: 0.0350 Flow: 10.4600 (cfs) Result Parameters Depth: 0.1946 (ft) Area of Flow: 1.5463 (ft^2) Wetted Perimeter: 9.9115 (ft) Hydraulic Radius: 0.1560 (ft) Average Velocity: 6.7644 (ft/s) Top Width: 9.8921 (ft) Froude Number: 3.0150 Critical Depth: 0.3685 (ft) Critical Velocity: 2.9304 (ft/s) Critical Slope: 0.0278 (ft/ft) Critical Top Width: 13.3709 (ft) Calculated Max Shear Stress: 3.6955 (lb/ft^2) Calculated Avg Shear Stress: 2.9626 (lb/ft^2) ---PAGE BREAK--- Selected Profile: FHWA Profile (read-only) Culvert Assessment Profiles Culvert Assessment Profile Name: Standard (read-only) Maximum Excavation Depth: 20 (ft) Maximum Shallow Cover: 4 (ft) Maximum Small Pipe Size: 36 (in) Minimum Manned Entry Size: 48 (in) ---PAGE BREAK--- Riprap Classes Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 12 (in) d85: 9 (in) d50: 6.5 (in) d15: 4.5 (in) Riprap Class Name: CLASS II Riprap Class Order: 2 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 18 (in) d85: 13 (in) d50: 9.5 (in) d15: 7 (in) Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 24 (in) d85: 17 (in) d50: 12.5 (in) d15: 9 (in) Riprap Class Name: CLASS IV Riprap Class Order: 4 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 30 (in) d85: 21 (in) d50: 15.5 (in) d15: 10.5 (in) Riprap Class Name: CLASS V Riprap Class Order: 5 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 36 (in) d85: 25.5 (in) d50: 18.5 (in) d15: 13 (in) Riprap Class Name: CLASS VI ---PAGE BREAK--- Riprap Class Order: 6 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 42 (in) d85: 30 (in) ---PAGE BREAK--- d50: 21.5 (in) d15: 15 (in) Riprap Class Name: CLASS VII Riprap Class Order: 7 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 49.5 (in) d85: 35 (in) d50: 25.5 (in) d15: 17.5 (in) Riprap Class Name: CLASS VIII Riprap Class Order: 8 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 60 (in) d85: 42.5 (in) d50: 31.5 (in) d15: 22 (in) Riprap Class Name: CLASS IX Riprap Class Order: 9 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 72 (in) d85: 51 (in) d50: 38 (in) d15: 26 (in) Riprap Class Name: CLASS X Riprap Class Order: 10 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 84 (in) d85: 59.5 (in) d50: 44.5 (in) d15: 31 (in) ---PAGE BREAK--- TERRACE DITCH RIP RAP PAD CALCULATIONS ---PAGE BREAK--- Hydraulic Analysis Report Project Data Project Title: Designer: Project Date: Tuesday, January 20, 2015 Project Units: U.S. Customary Units Notes: Riprap Analysis: Riprap Analysis-Terrace Ditch Outlets Notes: Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 0.317147 (ft) Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 1.14484 (ft/s) Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 1e+009 (ft) Width of Water Surface at Upstream End of Channel Bend: 12.3429 (ft) Bank Angle: 0.966 :1 (H:V) .966 < Bank Angle < 4.011 The location of the revetment protection is from a concrete channel Specific Gravity of Riprap: 2.65 Safety Factor: 1.1 Result Parameters Side slope Correction Factor: 0.0203047 Velocity Distribution Coefficient: 1.25 Design Velocity: 1.14484 (ft/s) Design velocity never less than average channel velocity Computed D30: 8.42208 (in) Computed D50: 10.1065 (in) ---PAGE BREAK--- Riprap Class Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 24 (in) d85: 17 (in) d50: 12.5 (in) d15: 9 (in) ---PAGE BREAK--- Layout Recommendations Minimum Riprap Thickness: 288 (in) Report for channel Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 10.0000 (ft/ft) Side Slope 2 (Z2): 10.0000 (ft/ft) Channel Width: 6.0000 (ft) Longitudinal Slope: 0.0050 (ft/ft) Manning's n: 0.0350 Flow: 3.3300 (cfs) Result Parameters Depth: 0.3171 (ft) Area of Flow: 2.9087 (ft^2) Wetted Perimeter: 12.3746 (ft) Hydraulic Radius: 0.2351 (ft) Average Velocity: 1.1448 (ft/s) Top Width: 12.3429 (ft) Froude Number: 0.4156 Critical Depth: 0.1898 (ft) Critical Velocity: 2.2218 (ft/s) Critical Slope: 0.0335 (ft/ft) Critical Top Width: 9.7955 (ft) Calculated Max Shear Stress: 0.0989 (lb/ft^2) Calculated Avg Shear Stress: 0.0733 (lb/ft^2) ---PAGE BREAK--- Selected Profile: FHWA Profile (read-only) Culvert Assessment Profiles Culvert Assessment Profile Name: Standard (read-only) Maximum Excavation Depth: 20 (ft) Maximum Shallow Cover: 4 (ft) Maximum Small Pipe Size: 36 (in) Minimum Manned Entry Size: 48 (in) ---PAGE BREAK--- Riprap Classes Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 12 (in) d85: 9 (in) d50: 6.5 (in) d15: 4.5 (in) Riprap Class Name: CLASS II Riprap Class Order: 2 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 18 (in) d85: 13 (in) d50: 9.5 (in) d15: 7 (in) Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 24 (in) d85: 17 (in) d50: 12.5 (in) d15: 9 (in) Riprap Class Name: CLASS IV Riprap Class Order: 4 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 30 (in) d85: 21 (in) d50: 15.5 (in) d15: 10.5 (in) Riprap Class Name: CLASS V Riprap Class Order: 5 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 36 (in) d85: 25.5 (in) d50: 18.5 (in) d15: 13 (in) Riprap Class Name: CLASS VI ---PAGE BREAK--- Riprap Class Order: 6 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 42 (in) d85: 30 (in) ---PAGE BREAK--- d50: 21.5 (in) d15: 15 (in) Riprap Class Name: CLASS VII Riprap Class Order: 7 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 49.5 (in) d85: 35 (in) d50: 25.5 (in) d15: 17.5 (in) Riprap Class Name: CLASS VIII Riprap Class Order: 8 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 60 (in) d85: 42.5 (in) d50: 31.5 (in) d15: 22 (in) Riprap Class Name: CLASS IX Riprap Class Order: 9 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 72 (in) d85: 51 (in) d50: 38 (in) d15: 26 (in) Riprap Class Name: CLASS X Riprap Class Order: 10 The following values are an 'average' of the size fraction range for the selected riprap class. d100: 84 (in) d85: 59.5 (in) d50: 44.5 (in) d15: 31 (in) ---PAGE BREAK--- Appendix D ---PAGE BREAK--- ---PAGE BREAK--- WSPG Hydraulic Analysis for Blue Sky Way 30-Inch Diameter Trunk Storm Drain Sewer ---PAGE BREAK--- BLUSKY30 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version 1.20 Serial Number 07010220 Jan 21, 2015 10: 9:52 Input file : BLUSKY30.TXT Output file: BLUSKY30.OUT INPUT FILE LISTING T1 BLUE SKY WAY STORM DRAIN, MAIN LINE T2 HYDRUALIC GRADE LINE COMPARISON T3 SO 04640.000943.02 1 .013 945.520 R 04762.600953.56 1 .013 JX 04762.600953.56 1 2 .013 35.3 954.790 00.10 R 05018.410970.24 1 .013 R 05173.260980.31 1 .013 JX 05173.260980.31 1 2 .013 18.8 987.240 00.10 R 05245.000987.26 1 .013 SH 05245.000987.26 1 .013 989.720 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 .00 6.00 11.00 .00 .00 .00 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING 0HEADING LINE NO 1 IS - 0 BLUE SKY WAY STORM DRAIN, MAIN LINE 0HEADING LINE NO 2 IS - 0 HYDRUALIC GRADE LINE COMPARISON 0HEADING LINE NO 3 IS - 0 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 4640.00 943.02 1 945.52 0 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4762.60 953.56 1 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 4762.60 953.56 1 2 0 .013 35.3 .0 954.79 .00 .10 .00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5018.41 970.24 1 .013 .00 .00 .00 0 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5173.26 980.31 1 .013 .00 .00 .00 0 0 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 5173.26 980.31 1 2 0 .013 18.8 .0 987.24 .00 .10 .00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5245.00 987.26 1 .013 .00 .00 .00 0 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 5245.00 987.26 1 989.72 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING 1 PAGE 1 WATER SURFACE PROFILE LISTING BLUE SKY WAY STORM DRAIN, MAIN LINE HYDRUALIC GRADE LINE COMPARISON 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 4640.00 943.02 2.50 945.52 124.8 25.42 10.05 955.57 .00 2.49 2.50 .00 .00 0 .00 0 122.60 .08597 .09258 11.35 2.14 .00 0 4762.60 953.56 3.31 956.87 124.8 25.42 10.05 966.91 .00 2.49 2.50 .00 .00 0 .00 0JUNCT STR .00000 .07009 .00 .00 0 4762.60 953.56 10.56 964.12 89.5 18.23 5.17 969.28 .00 2.48 2.50 .00 .00 0 .00 0 255.81 .06521 .04761 12.18 1.78 .00 0 5018.41 970.24 6.06 976.30 89.5 18.23 5.17 981.46 .00 2.48 2.50 .00 .00 0 .00 0 154.85 .06503 .04761 7.37 1.78 .00 0 5173.26 980.31 3.36 983.67 89.5 18.23 5.17 988.83 .00 2.48 2.50 .00 .00 0 .00 0JUNCT STR .00000 .03866 .00 .00 0 5173.26 980.31 7.24 987.55 70.7 14.40 3.22 990.78 .00 2.44 2.50 .00 .00 0 .00 0 60.94 .09688 .02971 1.81 1.33 .00 0 5234.20 986.21 3.15 989.36 70.7 14.40 3.22 992.59 .00 2.44 2.50 .00 .00 0 .00 0HYDRAULIC JUMP .00 0 5234.20 986.21 1.98 988.19 70.7 16.94 4.46 992.66 .00 2.44 2.50 .00 .00 0 .00 0 1.41 .09688 .03123 .04 1.33 .00 0 5235.61 986.35 2.01 988.36 70.7 16.72 4.34 992.70 .00 2.44 2.50 .00 .00 0 .00 0 4.24 .09688 .02944 .12 1.33 .00 0 5239.84 986.76 2.12 988.88 70.7 15.94 3.95 992.83 .00 2.44 2.50 .00 .00 0 .00 0 3.27 .09688 .02712 .09 1.33 .00 0 5243.11 987.08 2.25 989.33 70.7 15.20 3.59 992.91 .00 2.44 2.50 .00 .00 0 .00 0 1.89 .09688 .02631 .05 1.33 .00 1 PAGE 2 WATER SURFACE PROFILE LISTING BLUE SKY WAY STORM DRAIN, MAIN LINE HYDRUALIC GRADE LINE COMPARISON 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR Page 1 ---PAGE BREAK--- BLUSKY30 0 5245.00 987.26 2.44 989.70 70.7 14.49 3.26 992.96 .00 2.44 2.50 .00 .00 0 .00 1 Page 2 ---PAGE BREAK--- WSPG Hydraulic Analysis for Blue Sky Way 24-Inch Diameter Lateral Line ---PAGE BREAK--- BLUSKY24 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version 1.20 Serial Number 07010220 Jan 21, 2015 10:38:24 Input file : BLUSKY24.TXT Output file: BLUSKY24.OUT INPUT FILE LISTING T1 BLUE SKY WAY STORM DRAIN, 24" LATERAL LINE T2 HYDRUALIC GRADE LINE COMPARISON T3 SO 00103.500954.79 1 .013 960.330 R 00131.970956.73 1 .013 JX 00131.970956.73 1 2 .013 2.02 956.790 45.00 R 00151.500958.05 1 .013 R 00267.970973.18 1 .013 SH 00267.970973.18 1 .013 975.160 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING 0HEADING LINE NO 1 IS - 0 BLUE SKY WAY STORM DRAIN, 24" LATERAL LINE 0HEADING LINE NO 2 IS - 0 HYDRUALIC GRADE LINE COMPARISON 0HEADING LINE NO 3 IS - 0 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 103.50 954.79 1 960.33 0 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 131.97 956.73 1 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 131.97 956.73 1 2 0 .013 2.0 .0 956.79 .00 45.00 .00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 151.50 958.05 1 .013 .00 .00 .00 0 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 267.97 973.18 1 .013 .00 .00 .00 0 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 267.97 973.18 1 975.16 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING 1 PAGE 1 WATER SURFACE PROFILE LISTING BLUE SKY WAY STORM DRAIN, 24" LATERAL LINE HYDRUALIC GRADE LINE COMPARISON 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 103.50 954.79 5.54 960.33 51.3 16.33 4.14 964.47 .00 1.98 2.00 .00 .00 0 .00 0 28.47 .06814 .05142 1.46 1.44 .00 0 131.97 956.73 5.06 961.79 51.3 16.33 4.14 965.94 .00 1.98 2.00 .00 .00 0 .00 0JUNCT STR .00000 .04946 .00 .00 0 131.97 956.73 5.68 962.41 49.3 15.69 3.83 966.24 .00 1.98 2.00 .00 .00 0 .00 0 .17 .06759 .04749 .01 1.40 .00 0 132.14 956.74 5.68 962.42 49.3 15.69 3.83 966.25 .00 1.98 2.00 .00 .00 0 .00 0HYDRAULIC JUMP .00 0 132.14 956.74 1.22 957.96 49.3 24.67 9.46 967.42 .00 1.98 2.00 .00 .00 0 .00 0 19.36 .06759 .10619 2.06 1.40 .00 0 151.50 958.05 1.18 959.23 49.3 25.59 10.18 969.41 .00 1.98 2.00 .00 .00 0 .00 0 10.38 .12991 .10968 1.14 1.12 .00 0 161.88 959.40 1.19 960.59 49.3 25.32 9.97 970.55 .00 1.98 2.00 .00 .00 0 .00 0 30.70 .12991 .10196 3.13 1.12 .00 0 192.58 963.39 1.24 964.62 49.3 24.14 9.06 973.68 .00 1.98 2.00 .00 .00 0 .00 0 19.50 .12991 .09034 1.76 1.12 .00 0 212.08 965.92 1.29 967.21 49.3 23.02 8.24 975.44 .00 1.98 2.00 .00 .00 0 .00 0 13.96 .12991 .08021 1.12 1.12 .00 0 226.04 967.73 1.34 969.08 49.3 21.95 7.49 976.56 .00 1.98 2.00 .00 .00 0 .00 0 10.62 .12991 .07137 .76 1.12 .00 0 236.66 969.11 1.40 970.52 49.3 20.93 6.81 977.32 .00 1.98 2.00 .00 .00 0 .00 0 8.38 .12991 .06369 .53 1.12 .00 1 PAGE 2 WATER SURFACE PROFILE LISTING BLUE SKY WAY STORM DRAIN, 24" LATERAL LINE HYDRUALIC GRADE LINE COMPARISON 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 245.04 970.20 1.47 971.67 49.3 19.95 6.19 977.86 .00 1.98 2.00 .00 .00 0 .00 0 6.76 .12991 .05707 .39 1.12 .00 0 251.80 971.08 1.54 972.62 49.3 19.03 5.63 978.24 .00 1.98 2.00 .00 .00 0 .00 0 5.53 .12991 .05141 .28 1.12 .00 0 257.34 971.80 1.61 973.41 49.3 18.14 5.11 978.53 .00 1.98 2.00 .00 .00 0 .00 0 4.52 .12991 .04671 .21 1.12 .00 0 261.86 972.39 1.70 974.09 49.3 17.30 4.65 978.74 .00 1.98 2.00 .00 .00 0 .00 0 3.65 .12991 .04311 .16 1.12 .00 0 265.50 972.86 1.81 974.67 49.3 16.49 4.23 978.89 .00 1.98 2.00 .00 .00 0 .00 0 2.47 .12991 .04264 .11 1.12 .00 0 267.97 973.18 1.98 975.16 49.3 15.72 3.84 979.00 .00 1.98 2.00 .00 .00 0 .00 1 Page 1