Document Woodburn_doc_04e33aa082

30 VIII. APPENDIX NOTE: Please refer to separate reference volume containing Appendices B through J. Appendix A. Figures Appendix B. Scoping Materials Appendix C. Transit Information Appendix D. Traffic Count Summaries Appendix E. Crash Data Appendix F. In-Process Trips Appendix G. Signal Information Appendix H. Operations Calculations Appendix I. Queuing Analysis Appendix J. Warrant Analysis ---PAGE BREAK--- APPENDIX A FIGURES ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- LEGEND ---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--- 199 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX B SCOPING MATERIAL ---PAGE BREAK--- January 12, 2022 City of Woodburn Attention: Dago Garcia, City Engineer 190 Garfield Street Woodburn, OR 97071 Re: Project Gamos Traffic Impact Analysis Scoping Project Number 2210452.00 Dear Dago: Mackenzie has prepared this scoping in advance of preparing the required Traffic Impact Analysis (TIA) for the proposed warehouse project in Woodburn, Oregon. City staff has already indicated a Traffic Impact Analysis (TIA) will be required for the project. The TIA will be prepared in accordance with 3.04.05 of Woodburn Development Ordinance (WDO), requirements of the Southwest Industrial Reserve (SWIR) and Interchange Management Area (IMA). INTRODUCTION The client proposes to construct an 910,160 thousand square feet (KSF) warehouse with an option to expand the building by 109.12 KSF at some time in the future for a total of 982.08 KSF at full buildout. For the purposes of this application, we will assume the total square footage at full buildout. The site is currently undeveloped and consists of Tax Lots 052W140000800 & 801. The total acreage is approximately 50.72 and zoning is Southwest Industrial Reserve (SWIR). The site is bounded by Parr Road at the southeast corner and Evergreen Road is stubbed at the northeast corner of the site. At the northwest corner of the site, the Stacey Allison Road right of way is stubbed, but the improved roadway is currently 1,200 feet from the site. The City’s Transportation Plan calls for Evergreen Road to be extended to the south where it will intersect with Parr Road. Similarly, Stacey Allison is planned to extend along the west boundary of the site to provide access and circulation to parcels to the west and south of the site. A local industrial road is shown on the City’s Transportation Plan along the south end of the site, connecting the Evergreen Road/Parr Road intersection with Stacey Allison Road. A short cul-de-sac segment of this roadway is proposed from Evergreen Road to provide access to the site. According to the Woodburn Development Ordinance (WDO) amended April 13, 2020 the site is located in Sub Area D of the Interchange Management Area (IMA) District Overlay. Sub Area D is comprised of Tax Lots 052W14 00800, 00900, 01000, and 01100. Table 2.05A of the WDO states the four lots that comprise Sub Area D have approximately 106 buildable acres and an allotted vehicle trip budget of 1,199 maximum peak hour vehicle trips. This means that the site should have an already establish trip budget of 574 maximum peak hour trips. P [PHONE REDACTED] F [PHONE REDACTED] W RiverEast Center, 1515 SE Water Avenue, #100, Portland, OR 97214 ARCHITECTURE INTERIORS STRUCTURAL ENGINEERING CIVIL ENGINEERING LAND USE PLANNING TRANSPORTATION PLANNING LANDSCAPE ARCHITECTURE Portland, Oregon Vancouver, Washington Seattle, Washington ---PAGE BREAK--- City of Woodburn Project Gamos Project Number 2210452.00 January 12, 2022 Page 2 TRIP GENERATION Trip generation estimates for the proposed project were developed using the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition. The ITE land use with characteristics most closely matching the proposed development is “Warehouse” Land Use Code (LUC) 150. Table 1 presents the trip generation estimates for the proposed new warehouse at full buildout. TABLE 1 – TRIP GENERATION ESTIMATES Land Use ITE LUC Size AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Warehouse 150 982.08 KSF 109 32 141 40 104 144 1,590 As presented in Table 1, the proposed development is estimated to generate 141 AM peak hour, 144 PM peak hour, and 1,590 daily trips. This project will be a new development on the site. Thus, these are all net new trips, and are over the threshold for a TIA. Additionally, per WDO Section 2.05.02, proposed developments within the IMA Subarea D that are estimated to generate more than 20 peak hour trips are required to submit a TIA. The site is subject to a trip budget as specified in this section of the WDO as the trip budgets applies to commercial and industrial parcels, and the subject site will be an industrial use. TRIP DISTRIBUTION The project trip distribution was assumed to be similar to other nearby projects, such as project Basie on the west side of Interstate 5. The proposed trip distribution is as follows: 1. 25% to/from the north along I-5 2. 35% to/from the south along I-5 3. 10% to/from the north/west along OR 219 4. 15% to/from the northeastern area of Woodburn and communities beyond 5. 10% to/from the southeast area of Woodburn and communities beyond 6. 5% to/from the south along Butteville Road The specific routing will consider travel distances and times given the available roadway connections at completion of the project. We anticipate most trucks and some employees will choose to utilize Butteville Road to access Interstate 5 from the west side, especially when arriving from the north and departing to the south. While a longer distance, this route has higher travel speeds and fewer intersections, as well fewer residences as compared to using Evergreen Road and the east approach of OR 214 to Interstate 5. STUDY AREA Based on City recommendations and the general distribution of the estimated 141 AM peak hour and 144 PM peak hour trips, we propose to analyze the following intersections: ---PAGE BREAK--- City of Woodburn Project Gamos Project Number 2210452.00 January 12, 2022 Page 3 1. OR 214/Evergreen Road 2. OR 214/Oregon Way 3. Evergreen Road/Hayes Street 4. Evergreen Road/Stacey Alison Way 5. Evergreen Road/Hooper Street 6. Evergreen Road/Parr Road 7. Boones Ferry Road/Settlemier Avenue/Parr Road 8. Stubb Road/Parr Road 9. Butteville Road/Parr Road 10. OR 219/Butteville Road We note that analysis of the OR 219/I-5 interchange is not necessary as the IMA Sub Area D has allotted vehicle budget, and the project is estimated to generate less than the allotted trips for Sub Area D. Thus, no analysis of the I-5 interchange should be required. While staff suggested analysis of the intersection of OR 214 with Lawson Avenue, this intersection is limited to right turns on the Lawson approach and no site trips are anticipated to utilize Lawson Avenue. TRAFFIC IMPACT ANALYSIS The TIA will review AM and PM peak hour conditions at the study area intersections for the following scenarios: 1. 2022 Existing 2. 2023 Pre-Development without project 3. 2023 Post-Development with project BACKGROUND GROWTH Existing through volumes on OR 214 and OR 219 will be seasonally adjusted to evaluate conditions for the 30th highest hour of annual traffic as per ODOT’s APM using the commuter trend from the 2020 Seasonal Trend Table. The seasonally adjusted factor will be calculated depending on the date of the traffic counts. We will apply an annual growth rate of 1% to estimate background growth from the year of counts to pre-development conditions in 2023. By comparison, ODOT’s 2040 Future Volume Table indicates rates below 0.5% per year on all segments of OR 214 and 219. The addition of in-process trips will be added in addition to these background growth traffic volumes. IN PROCESS PROJECTS We will include the following projects as in-process for our analysis. 1. Project Basie 2. Allison Way Apartments ---PAGE BREAK--- City of Woodburn Project Gamos Project Number 2210452.00 January 12, 2022 Page 4 3. Woodland Crossing Apartments 4. Woodburn Senior Living Apartments 5. Smith Creek Development We have copies of all project TIA’s. We are aware of the proposed residential development at the SE corner of Parr/Evergreen but understand no application has been made at this time. Please provide copies of any other approved in-process projects to be included in this analysis. CAPACITY AND QUEUING Intersection capacity analysis and queuing will be examined at the study intersections using and SimTraffic software. We will obtain the traffic signal timing plans for the signalized intersection along OR 214/OR 219 from ODOT. All analyses will be in conformance with ODOT standards as presented in their Analysis Procedures Manual, Version 2. Where intersection capacity is limited due to site impacts, mitigation measures such as turn lanes and traffic signal will be assessed. Signal warrants will be reviewed in accordance with the Manual on Uniform Traffic Control Devices. SAFETY Crash data for the study area will be compiled and evaluated for safety. Intersection sight distance evaluations will be based on AASHTO methodology and will include an assessment of stopping sight distance where appropriate. Please confirm the study area and assumptions as outlined above and provide in-process trip information for approved developments as noted. Let us know if you have any questions. Sincerely, Brent Ahrend, PE Associate Principal I Traffic Engineer Enclosure(s): Site Plan, Study Area intersections, Proposed Scoping Map c: Casey Knecht – Oregon Department of Transportation Peter Skei – Specht 23 ---PAGE BREAK--- 1 Brent Ahrend From: Brent Ahrend Sent: Wednesday, January 19, 2022 5:26 PM To: [EMAIL REDACTED]; KNECHT Casey Cc: Lee D. Leighton; Scott Moore; Ryan Weston; Peter Skei; Dan Handel; [EMAIL REDACTED]; Clara Layton Subject: RE: 2210452.00 - Project Gamos Dago & Casey, We received employment information from the proposed building tenant this morning, indicating higher employment numbers than would be anticipated at a typical warehouse use, so wanted to provide this updated information as you consider our scoping letter. The schedule is such that the peak of the site occurs prior to the typical morning and after the typical afternoon peak commute times. An average weekday would be as follows: 150 Day shift employees shift 7:00A-5:30P 350 Day shift employees shift 7:30A-6:00P 100 Night shift employees shift 6:00P-4:30A 350 Night shift employees shift 6:30P-5:00A 300-400 trucks spaced throughout the day/night Looking at arrival rates over a 90 minute period around each shift start and end time results in the following total generation: System peaks 7-8 AM 278 trips (244 enter, 34 exit) 5-6 PM 228 trips (105 enter, 123 exit) Site peaks 6:30-7:30 AM 362 trips 5:45-6:45 PM 601 trips Let us know if you have any questions. Thanks, Brent Ahrend, PE D [PHONE REDACTED] Mackenzie Email Disclaimer From: Brent Ahrend Sent: Tuesday, January 18, 2022 12:24 PM To: [EMAIL REDACTED] Cc: Lee D. Leighton Scott Moore Ryan Weston Peter Skei Subject: 2210452.00 - Project Gamos ---PAGE BREAK--- 2 Dago, I wanted to follow up on the status of the City’s review of our TIA scoping letter. It does not appear City staff has downloaded the letter, so I am attaching a copy here. Please forward to others that may need to review as well. Perhaps we can discuss the TIA scoping at our meeting scheduled for 2 PM this afternoon? Thanks, Brent Ahrend, PE Associate Principal I Transportation MACKENZIE. Architecture I Interiors I Engineering I Planning D [PHONE REDACTED] P [PHONE REDACTED] W RiverEast Center, 1515 SE Water Avenue #100, Portland, OR 97214 Mackenzie Email Disclaimer ---PAGE BREAK--- 1 of 4 Oregon Kate Brown, Governor DATE: February 23, 2022 TO: Casey Knecht, PE Development Review Coordinator FROM: Arielle Ferber, PE Traffic Analysis Engineer SUBJECT: Project Gamos (Woodburn, OR) – Outright Use TIA Review Comments ODOT Region 2 Traffic has completed our review of the submitted traffic impact analysis (dated January 24, 2022) to address traffic impacts due to development southwest of the Evergreen Road at Sweetwater Avenue intersection in the city of Woodburn, with respect to consistency and compliance with ODOT’s Analysis Procedures Manual, Version 2 (APM). The APM was most recently updated in October 2020. The current version is published online at: http://www.oregon.gov/ODOT/TD/TP/Pages/APM.aspx. As a result, we submit the following comments for the City’s consideration: Analysis items to note:  This study utilized the outdated Highway Capacity Manual (HCM) 2000 and did not utilize methodology from the current HCM 6th Edition for reporting the signalized intersections v/c operations. The analysis should be updated utilizing current analysis methodologies for the signalized intersections.  This study does not contain a simulation‐based queuing analysis. Such analysis would have been scoped if this study had been required under ODOT’s authority. Recommended analysis items to be addressed: 1. Study Area: o The OR 219 at Woodland Avenue intersection is projected to experience an increase of over 50 peak hour trips in the Evergreen Extension scenario. Therefore, it is recommended to be included as a study area intersection. o The OR 219 at I‐5 SB Ramps and OR 214 at I‐4 NB Ramps are recommended to be included as study area intersections. While the development is projected to generate less than the allotted trips for Sub Area D, ODOT still recommends the OR 219 at I‐5 SB Ramps and OR 214 at I‐4 NB Ramps be analyzed so that any potential impacts may be quantified. Department of Transportation Region 2 Tech Center 455 Airport Road SE, Building A Salem, Oregon 97301-5397 Telephone (503) 986-2990 Fax (503) 986-2839 ---PAGE BREAK--- 2 of 4 2. The Oregon Highway Plan (OHP) v/c mobility target for OR 219 (district highway, non‐UGB, 55 MPH) at the Butteville Road intersection is 0.90 rather than 0.95 as cited (OHP Table The study shall be updated to compare operations to the accurate mobility standard. 3. Crash Analysis: o The crash analysis section states that crash data from 2016 – 2020 was utilized. However, 2020 crash data is still preliminary, therefore, the crash analysis should review 2015 – 2019 crash data only. o For some intersections the total number of crashes is inconsistent between Table 2 (either Crash Type or Severity) and Table 3. Reviewing the supporting crash data in the Appendix, it appears to be due to incorrect values of PDO crashes in Table 2. Table 2 and Table 3 should be updated as appropriate, including crash rates. o For the OR 219 at Butteville Road intersection, the ODOT 90th percentile crash rate for a rural 3ST is 0.475, not 0.860. o The crash analysis should also include review for top 15% SPIS locations within the study area and at study area intersections for the most recent three years (2017, 2018, and 2019 SPIS lists). o More detailed discussion of INJ A, fatal, bike, and ped crashes is recommended. 4. Trip Generation: o When site specific trip generation is proposed, additional trip generation information should be provided, such as a traffic schedule of arrivals and departures. o The additional trip generation information provided via email (dated 1/19/2022) identified trip generation rates for the system peak and site peak. As the site peak trips are projected to be significantly higher, and are expected to occur during the same time as the nearby Project Basie, it is recommended that both the system peaks and site peaks be analyzed. 5. The proposed site will generate 244 total arriving and 34 departing PM trips. However, it appears 243 arriving trips and 35 departing trips have been identified to access the site, per Figure 9A. 6. Figures 9A, 9B, 10A, and 10B have imbalances between several varying intersections. For example, 14 northbound trips exit the Butteville Road at Parr Road intersection but only 13 northbound trips arrive at the OR 219 at Butteville Road intersection. The study should ensure the accurate number of trips entering and exiting the site are identified across the study area prior to performing intersection reanalysis work. 7. A peak hour factor (PHF) of 0.92 was utilized for study area intersections for all analysis conditions. However, the PHF identified by the actual count data should be used for existing conditions (APM Version 2, Section 5.8.2). Therefore, the analysis should use the appropriate PHF for the current year analysis for all intersections. 8. A PHF of 0.92 was utilized for study area intersections for the future year analysis. However, analyses of future years should typically use the appropriate default PHF (APM Version 2, Section 5.8.3), unless the count PHF is greater. The analysis should use either the count PHF or appropriate default PHF, whichever is greater. 9. Historical traffic counts from the Project Basie TIA were collected in April 2021 (seasonal adjustment of 1.13) and May 2021 (seasonal adjustment of 1.05). The OR 214 at Evergreen Road intersection count was collected in May 2021 and application of the 1.13 seasonal factor, while conservative, may have overestimated traffic volumes. Use of the 1.05 seasonal factor is recommended. ---PAGE BREAK--- 3 of 4 10. Typically, ODOT will not run analyses with zero vehicles making available permitted movements. Rather, if count data does not identify any vehicles within the peak hour making a movement, we recommend assuming a low volume (1 or 2) rather than zero. The algorithms within utilize different formulas if there are zero conflicting vehicles. 11. The study recommends installation of a traffic signal at the Evergreen Road at Stacey Allison Way and Evergreen Road at Hayes Street intersection. ODOT recommends that either a preliminary or full MUTCD traffic signal warrant analysis be conducted to determine if the intersections meet signal warrants. 12. The study recommended mitigations at the OR 214 at Evergreen Road, Evergreen Road at Stacey Allison Way, and Evergreen Road at Hayes Street intersections. ODOT recommends the study analyze a build with mitigations scenario to determine the appropriateness of the recommended mitigations. 13. Table 1: o OR 214/OR 219 speed limit varies from 30 – 55 MPH within the study area o OR 214/OR 219 travel lanes varies from 2 4 lanes within the study area o Butteville Road is under County jurisdiction, not ODOT 14. Additional items: o Page 1 – The share of budgeted trips for the site as a percentage of buildable acres is noted as 608. However, assuming the 1,199 trips * (50.72 acres/106 acres) gives 574 trips, not 608. o Table 5 should report v/c operations for the OR 219 at Butteville Road intersection for all analysis conditions. o Figure 3 depicts incorrect laneage on the northbound approach of the Evergreen Road at Hooper Street intersection. o Figure 11B is missing the SBR volume at the OR 214 at Oregon Way intersection. o The raw traffic counts for the Settlemier Avenue at Front Street and Parr Road at Stubb Road intersection should be included in the Appendix. o Table 5 should report v/c operations for the OR 219 at Butteville Road intersection for all analysis conditions. Proposed mitigation comments: 15. ODOT maintains jurisdiction of the Hillsboro‐Silverton Highway No. 140 (OR 219/OR 214) and Pacific Highway No. 01 (I‐5) and ODOT approval shall be required for all proposed mitigation measures to this facility. 16. No mitigation measures to a state highway have been proposed. This conclusion may be appropriate, but Region Traffic is unable to assess the effects comments # 1 ‐ #12 above will have on the operational results or the conclusions of the study without reanalysis. Thank you for the opportunity to review this traffic impact analysis. As the analysis software files were not provided, Region 2 Traffic has only reviewed the submitted report. It is likely comments #1 ‐ #12 will have an effect on the operational analysis results which may be significant enough to have an effect on the conclusions of the study. If the City determines any of the above comments will merit the need for reanalysis, we would be willing and able to assist with a second round of review. ---PAGE BREAK--- 4 of 4 If there are any questions regarding these comments, please contact me at (971) 208‐1290 or [EMAIL REDACTED] ---PAGE BREAK--- February 23, 2022 MacKenzie Attn: Lee Leighton 15115 SE Water Avenue, Suite 100 Portland, OR 972021 RE: Completeness status of DR 22-02, PLA 22-01, VAR 21-01, EXCP 22-01: Chewy Distribution Facility Dear Mr. Leighton: Thank you for submitting a Design Review (DR), Property Line Adjustment (PLA), Variance (VAR) and Street Exception (EXCP) application package on January 24, 2022 for the subject property. Staff reviewed the degree of completion of the package and determined it to be incomplete as of today’s date. You are receiving this letter in compliance with Oregon Revised Statutes (ORS) 227.178(2). It’s understood that aspects of the application may be modified to address/improve transportation impacts at the southeast corner of the site to allow access to Parr Rd. If so, these revisions would impact the TIA, driveways, utilities, storm drainage, landscaping or other elements of the site plan. Review of any revisions will trigger additional comments. However, the items that need to be addressed in order to be deemed complete based on the current submittal include: 1. Please see the items listed in the attached Memorandum from Chuck Green, PE working under contract with the City, for the incompleteness items and comments on the Traffic Impact Analysis. It includes comments received from ODOT and the County on the TIA. 2. Please see the applicable items listed in the attached “Gamos Project: Public Works Comments” dated February 23, 2022. It includes general notes as well as completeness items. 3. The application includes a variance request from the driveway spacing requirements and two street exceptions from the requirements for street improvements along Stacey Allison and the east/west connector. However, WDO 5.03.03 only permits deviations that don’t exceed the minimum standards of Section 3.01. The proposed plan does not provide the minimum standards and therefore requires a variance application. Please convert those exception applications into variance requests and provide responses to the criteria of 5.03.12 for each of these frontages. ---PAGE BREAK--- Letter of Incompleteness – Chewy Distribution Facility Page 2 of 4 Related to the driveway spacing request are the provisions in WDO 3.04.03 which states that minor arterials should be accessed via shared driveways and should take access from lower classification streets. It is recommended that you provide more details as to why two driveways are necessary on a minor arterial and the impact of those driveways. 4. Please provide architectural elevations with colors and descriptions of materials for the proposed wall along the northern property line and any proposed accessory structures, such as the guard houses. 5. Provide information about the use of the space/floor plan, in particular areas to be used for office, locker rooms, warehousing, racking, and a description of the type of storage. 6. Modify the landscape plans to indicate the proposed wall along the north property line. 7. The landscape plans need to provide the landscaping and P/U calculations for each yard in accordance with 3.06. Be aware that the “other yards” require 1 PU per 50 sf, exclusive of paved areas. Keep in mind that this is the amount of landscaping required, the location can be dispersed and/or grouped. 8. Provide the location of the proposed gates on the plans. 9. Provide plans/details of the parking lot striping and parking space details indicating conformance with the requirements of WDO 3.05. 10. Please confirm how the requirements of 3.07.10 B.1. relating to “avoiding long blank walls” is being met. There is little if any undulation to the rooflines on three sides. 11. The survey indicates a private well on the property to be “relocated by others”. Please provide information about this proposed relocation or other plans for the well. 12. Details of the plans for the ultimate modifications to Parr and Evergreen need to be included with the proposal. 13. Provide a Fire Access Plan illustrating fire truck access, turning movements, hose distances, hydrants and any other relevant information for Fire review. A roof plan indicating structures and access points should be included. Contact Jim Walker with the Woodburn Fire District if you have any questions ([PHONE REDACTED] or [EMAIL REDACTED]). 14. Provide details on the height and design of the proposed lighting on the building and in the parking lots The following are items are not required as part of the completeness review, but are specific comments and recommendations you should be aware of and address: ---PAGE BREAK--- Letter of Incompleteness – Chewy Distribution Facility Page 3 of 4 • The current proposal does not provide a public access onto Parr Rd. at this time. This results in all truck and employee traffic using Evergreen Rd. As we have discussed, this is problematic in that results in significant traffic burdens on the local street system and incompatibilities with the surrounding residential neighborhoods. Every effort should be made to provide this public access onto Parr Road. • The proposal to not provide any ROW or improvements for Stacey Allison Way along the boundary of the property is not likely to be supported by staff. Deferring those boundary acquisition and improvements costs onto the City in the future is not likely to be supported by Staff at this time. • Staff could be supportive of not completing the east/west connection (“Local Industrial Street”) provided an access drive, which lines up at the Parr Rd intersection, is provided along the south property line ensuring shared access for the development to the south. • It is strongly recommended that the applicant have discussions at this point in the process with the surrounding neighbors, especially the residential subdivision of the north and the property owner at the northeast corner of Parr Rd and the future Evergreen extension. Please keep me informed on the details of those discussions. • In order to mitigate some of the impacts of the building height, you should expect a condition of approval requiring the landscaping to be significantly enhanced along the north and east property lines (similar to the Amazon development). The proposed wall along the north property should be set back to allow for landscaping on the north side. Proposing the landscaping at this time and incorporating it into the plan would be advised in order to avoid site conflicts later. Please ensure that the landscape plans include all utility easements  As discussed in the attached comments related to the TIA, no required TDM measures, pedestrian or transit improvements have been proposed: These measures should include, at a minimum, a list of enforceable, programmatic TDM strategies and measures that will ensure that the applicant will be reducing transportation impacts from the development over time. Some suggested measures from staff to include are: a. Incentives for ride-sharing, using transit, biking or walking to work. This can include bus passes, preferred car-pool parking spaces, indoor bike parking facilities, or on- site lockers and showers. b. A ‘marketing’ plan that provides timely information to workers. c. Providing an annual report to the City which includes a review of targets, performance measures and the effectiveness of marketing efforts made. d. Establishing an on-site TDM manager for monitoring and enforcement. • You should also provide at least two protected pedestrian accesses onto the site leading to the entrance of the building. They should include clearly delineated crossings at drive aisles. ---PAGE BREAK--- Letter of Incompleteness – Chewy Distribution Facility Page 4 of 4 • A transit shelter with access and drop-off should be provided in order to serve future transit users to the site. • Be aware that the City prohibits the use of barbed wire or razor wire on fencing. • All signage and fences require separate permits. Feel free to have anyone on your team call and ask clarifying questions of Staff, but make all resubmittals through this department. Please contact me at [PHONE REDACTED] or [EMAIL REDACTED] with questions. Sincerely, Chris Kerr Community Development Director cc: Peter Skei, VP Specht Development, Inc. (via email) Dago Garcia, P.E., City Engineer Jamie Johnk, Economic Development Director Attachments: Memorandum, Chuck Green, PE February 23, 2022 Memorandum, Dago Garcia, PE, Public Works Department comments ---PAGE BREAK--- 700 Washington Street, Suite 300, Vancouver, WA 98660  Phone [PHONE REDACTED] otak.com Memorandum To: Woodburn Development Review: Chris Kerr, Community Development Director From: Chuck Green, PE Copies: File Date: February 23, 2022 Subject: Review of Project Gamos/Chewy Traffic Impact Study Scoping Memorandum Otak Project 40141 Development Review Reference: DR 22-02, EXCP 22-01, PLA 22-01, & VAR 22-01 This memo serves as my review of the January 12, 2022 memorandum from Brent Ahrend of Mackenzie Engineering entitled “Project Gamos Traffic Impact Analysis Scoping”. Included are my comments, findings and recommendations as far as the TIA scoping. This includes most of the comments also received from the Oregon Department of Transportation Region 2 Traffic staff (Arielle Ferber and Casey Knecht), and provided directly to the Applicant, in an email dated January 27, 2022. The TIA scoping memo was reviewed with input from the following documents:  Oregon Department of Transportation (ODOT) Analysis Procedures Manual (APM), Version 2 as Revised, November 2020 with new Appendix 3E, “Traffic Volume Development During Disruptive Events” including the effects of the COVID-19 Pandemic  City of Woodburn’s Comprehensive Plan (September 2019)  City of Woodburn’s Transportation System Plan (September 2019)  City of Woodburn’s Transit Plan Update (November 2010)  Woodburn Development Ordinance (WDO), as revised in April 2020, including Section 2.05.02 Interchange Management Area Overlay District, and Section 3.04.05 Traffic Impact Analysis.  Recent development traffic impact analyses in the site vicinity including Project Basie. Summary of Findings The review of the developer’s proposed Traffic Impact Analysis scope has the following findings and recommendations: General Requirements Per the WDO, “A Traffic Impact Analysis (TIA) is required for all land use applications subject to the provisions of this Section. The TIA must meet City and ODOT administrative rule (OAR Chapter 734, Division 51) requirements and shall include an evaluation and recommendation of feasible Transportation Demand Management (TDM) ---PAGE BREAK--- Page 2 Project Basie Traffic Impact Analysis Scoping Review February 23, 2022 \\wfs\department\community development\community development\planning\2022\dr design review\dr 22-02 project gamos ex01 pla01 v01\legal notices\completeness\project gamos_chewy tia scoping review memo_022322.docx measures that will minimize peak hour vehicle trips generated by the proposed development. This proposal is contained with Subarea D of the IMA, and thus subject to this requirement. Other requirements for analysis of transportation impacts from City code and development standards apply as well. Trip Generation  An internet search indicates Chewy plans several fulfillment centers of about this size around the country. Staying consistent with the process used for Project Basie, this site should be analyzed as a fulfillment center (ITE Land Use Code 155) instead of a traditional warehouse or the Applicant should provide a response as to how this fits the Warehouse definition instead of a Fulfillment Center. Additionally, the Applicant should indicate whether this is a sorting or non-sorting facility.  There are inconsistencies in the square footage of the current and future phases of the development proposal. The scoping memo indicates client proposes to construct an 910,160 thousand square feet (KSF) warehouse with an option to expand the building by 109.12 KSF at some time in the future for a total of 982.08 KSF at full buildout. For the purposes of this application, we will assume the total square footage at full buildout.” These square footage numbers (910,160 and 109,120) add up to 1,019,280 square feet. The Preliminary TIA submitted shows a total of 910,160 square feet, for a discrepancy of over 100,000 square feet. Use of the buildout square footage for the analysis is acceptable.  The Applicant will need to determine if the site will cause the PM peak of the surrounding system to change like Project Basie/Amazon did, to the PM peak of the site. System PM peak trip generation rates for comparison: o Mackenzie TIA (this one): 0.15 trips/KSF o ITE, Code 150: 0.18 trips/KSF o ITE, Code 155 (sorting): 1.20/KSF o ITE, Code 155 (non-sort): 0.16/KSF. Trip Distribution  The TIA should analyze two trip distribution scenarios: one with a connection of Evergreen Road to Parr Road, one without (the preliminary TIA submitted for this site did do these two scenarios). If this site is not going to connect Evergreen through to Parr, there is no direct way to get to Butteville Road. Also, there would be no way to get to Parr Road either to go to the east. The trip distribution should be based on what is reasonably expected in the next 5 years (or up to site buildout, whichever is last). Otherwise, all trips to I-5 south would likely use Evergreen to OR 214 to I-5. All trips to the east would likely go north to OR 214 or through other City streets.  Other trip distribution percentages appear reasonable and consistent with Project Basie/Amazon. Traffic Operations and Safety  The TIA should include I-5 ramps for traffic and safety impact analysis. While the trip generation may stay within the trip budget of the IMA, that only affects the improvements and Interchange System Development Charge (ISDC) included in the Woodburn Development Ordinance. As the Project Basie/Amazon study concluded, there are still queuing and storage (operational) that the IMA study would not have picked up. For a detailed operational and queuing analysis of OR 214/219 through the I-5 interchange area, Mackenzie should acquire Kittelson's VISSIM model developed for the Project Basie TIA for this analysis. ---PAGE BREAK--- Page 3 Project Basie Traffic Impact Analysis Scoping Review February 23, 2022 \\wfs\department\community development\community development\planning\2022\dr design review\dr 22-02 project gamos ex01 pla01 v01\legal notices\completeness\project gamos_chewy tia scoping review memo_022322.docx  The TIA should also analyze the following intersections: o Woodland Avenue at OR 219 o Settlemier at Hayes o OR 214 at Settlemier and o OR 214 at 99E. Using the site PM peak likely increases trip assignments to these intersections, as well as trip distribution reflecting whether trips can get to Parr via an Evergreen extension.  The TIA should incorporate ODOT comment on use of an average of the commuter and summer trends from the 2020 Seasonal Trend Table to calculate 30th highest hour.  The TIA should also include the following previously-completed TIAs: o Port of Willamette o Woodburn Eastside Apartments, and o Schultz Farm PUD. The TIA should also include two recently-submitted development proposals along Parr Road south and east of the site.  The Applicant should be aware that proportionate share mitigation contributions due to collision rate and/or mobility threshold exceedances have been previously conditioned at: o Evergreen at Hayes o Evergreen at Stacey Allison Way o I-5 both NB and SB ramps o OR 214 at Evergreen o OR 214 at Settlemier o OR 214 at 99E o Butteville/Parr intersection (Marion County), if Evergreen is connected to Parr.  The TIA should assess the impacts of construction traffic on streets along the primary construction access route(s).  For state highways, the safety analysis needs to be consistent with the ODOT Analysis Procedures Manual. Transportation Demand Management  There is no mention in the TIA scoping memo of the following required items; these are required items for the TIA: o Transportation Demand Management/ Commute Trip Reduction o Bicycle and pedestrian modes o Public transportation, especially analyzing transit operations and capacity pursuant to the Woodburn Transit System Plan. ---PAGE BREAK--- Engineering & Project Delivery 190 Garfield Street ● Woodburn, Oregon 97071 Ph. 5030-982-5240 ● Fax [PHONE REDACTED] Gamos Project Public Works Comments February 23, 2022 for Plans Submitted January 24, 2022 Prior to deem application complete: 1. Applicant to extend Stacy Allison Way and Evergreen Road as acknowledged on the City’s Transportation System Plan (TSP). Street extension improvements include construction of public and franchise utility systems to the southerly limits of the project. 2. Applicant to provide for the installation of all franchise utilities on the entire public improvement areas and shall provide any required easements for these facilities. All permanent utility services to the development shall be underground. Streetlight installation are under PGE option B. 3. Applicant to provide plans for the construction of Evergreen Road and Parr Road intersection according to City and Marion County requirements. 4. Applicant to provide plans to tie proposed water main on Stacy Allison Way (at existing or future street improvements, pending timing of this development and construction of Stacy Allison Way Apartments Ph2 project). 5. Pending timing of construction of Stacy Allison Way Apartments Ph2 project, applicant would be required to extend/improved Stacy Allison Way road from Hooper Street to their northerly property line. The Applicant, not the City, is responsible for obtaining easements and right-of-way dedications from other property owners for the construction of a public street. 6. Applicant to financially contribute to the installation of a water main across I-5 to tie in to the new water main that is being installed by the Amazon project. Contribution pending applicant analysis of flow requirements for their development. 7. All required on-site and off-site detention area(s) for the runoff from this site will need to be provided in accordance with a final Engineer stamped storm drainage hydraulic analysis. All on-site and off-site detention areas shall be maintained by the property owner in perpetuity. ---PAGE BREAK--- Engineering & Project Delivery 190 Garfield Street ● Woodburn, Oregon 97071 Ph. 5030-982-5240 ● Fax [PHONE REDACTED] 8. Applicant to obtain easements or deed dedications for the installation of the storm drainage system between their property and existing storm detention facility located along the east side of I-5 interstate. Extension of the existing storm drainage facility located along I-5 will be private detention facility. Dedications shall be recorded to the city prior to deem all public improvements complete. Applicant to provide more information on proposed storm drainage system on the west side of the development. All existing public drainage facilities are gravity systems. 9. When applicable dead end streets shall comply with City of Woodburn and Woodburn Fire District requirements for dead end streets. General Notes: 10. All City-maintained facilities located on private property shall require a minimum of 16-foot wide utility easement conveyed to the City by the property owner. This is the applicant’s responsibility to provide, not the City’s. Utilities of unusual depth, size or location may require a larger width. 11. If required, a Permit from the Oregon Division of State Lands and US Army Corps of Engineering will need to be obtained to mitigate/delineated wetlands. This shall be obtained prior to city issuance of permit. Other required regulatory permits shall also be obtained by the applicant, as applicable. 12. The water mains serving this development shall be a looped system, shall be sized in accordance with flow and fire protection requirements. The water mains shall have a 4ft minimum cover from final grade. 13. Fire hydrant locations and fire protection requirements shall be as per the Woodburn Fire District and City of Woodburn requirements. 14. Actual fire hydrant locations and in-line valving locations shall not be determined until the final Civil plan final review. 15. Public infrastructure will be constructed in accordance with plans approved by public works and Marion County when applicable. 16. All right-of-way and public utility easement dedications shall be recorded prior to deemed all public improvements complete. ---PAGE BREAK--- May 19, 2022 MacKenzie Attn: Lee Leighton 15115 SE Water Avenue, Suite 100 Portland, OR 972021 SENT VIA EMAIL RE: Completeness status of DR 22-02, PLA 22-01, VAR 21-01, EXCP 22-01: Phased Speculative Industrial Development (formerly Chewy/Gamos) Dear Mr. Leighton: Thank you for submitting a revised Design Review (DR), Property Line Adjustment (PLA), Variance (VAR) and Street Exception (EXCP) application package on April 21, 2022 for the subject property. Staff reviewed the degree of completion of the package and determined it to be incomplete as of today’s date. You are receiving this letter in compliance with Oregon Revised Statutes (ORS) 227.178(2). The revised proposal is for a two-phased project with two alternative development options as part of Phase 2. No specific tenant (user) is proposed at this time. The items that need to be addressed in order to be deemed complete include: 1. The items listed in the attached Memorandum from Chuck Green, PE working under contract with the City. 2. Please see the attached Memorandum from Janelle Shanahan, PE, Marion County Public Works, which identifies required modifications to the TIA. 3. Please address the incompleteness items in the attached Memorandum “Public Works Comments” from Dago Garcia, PE dated May 18, 2022. It includes general notes as well as completeness items. 4. Please note that no comments have been received yet from the Oregon Department of Transportation (ODOT) on the revised project or TIA, you should reach out to them directly (Arielle Ferber, PE, ODOT Traffic Analysis Engineer). The project will have significant impacts on the surrounding transportation facilities and provides limited alternatives to mitigate those impacts. Due to the various agencies required ---PAGE BREAK--- Letter of Incompleteness – Specht Industrial Page 2 of 3 as part of the review, staff would recommend that the applicant coordinate a group meeting with all of the above parties to discuss the comments and alternatives. 5. City Planning Division comments: a. Since the submittal, the applicant has requested to remove the Property Line Adjustment (PLA) from the consolidated application package so that it can be processed separately. Staff has agreed to this request and initiated the PLA process. Please adjust the application materials accordingly with your resubmittal. b. Supplement your revised request with a Phasing Plan application that addresses the requirements of 5.03.05. It should specify the timing of all public improvements (e.g. street improvements/dedications). c. Please indicate all easements on the landscape plans and address any conflicts. Please get confirmation from PGE that the proposed 5 foot utility easement is sufficient for their purposes. If easements needs to be widened, it may impact the site/landscaping/civil plans. d. As noted in the TIA, measures will be need to be included with the proposal that effectively minimize and reduce vehicular traffic. While some of these must be coordinated with a final known tenant, not all do. These can include enhancements to on and off-site transit, pedestrian/bicycle infrastructure as well as TDM measures. e. The building height variance references a 55 foot building, however, none of the proposed architectural renderings (or cross-sections) indicate that height. Please delineate heights for each portions of the buildings and modify the plans accordingly. f. Provide details on the proposed swing gates. Height, directions, locking mechanism, etc. Are these proposed for security, will they include manned security? The following are items are not required as part of the completeness review, but are specific comments and recommendations you should be aware of and address:  Please be aware that, at the time this was prepared, Staff had not received any comments or heard from the Woodburn Fire Department. Owing to the size and height of the structure, it would be advisable to contact Jim Walker with the Woodburn Fire District for feedback ([PHONE REDACTED] or [EMAIL REDACTED]).  The applicant is strongly encouraged to provide enhanced landscaping (e.g. quantity, height, depth) along the northern and eastern property lines to mitigate any adverse impacts of the building mass and truck activity on the public.  The applicant is strongly recommended to have discussions about the plans with the surrounding neighbors, especially the residential subdivision of the north and the property owner at the northeast corner of Parr Rd and the future Evergreen extension. Please keep me informed on the details of those discussions. ---PAGE BREAK--- Letter of Incompleteness – Specht Industrial Page 3 of 3  To clarify the impacts of the new building on the existing residential neighbors, please add a rendering of the “Site Selections and Shadow Plans (A3.11) indicating a profile cross section from the northern property line (include the proposed wall). Feel free to have anyone on your team call and ask clarifying questions of City, County Staff but make all resubmittals through this department. Please contact me at [PHONE REDACTED] or [EMAIL REDACTED] with questions. Sincerely, Chris Kerr Community Development Director cc: Peter Skei, VP Specht Development, Inc. Dago Garcia, P.E., City Engineer Janelle Shanahan, PE Marion County Public Works Attachments: Memorandum, Chuck Green, PE May 16, 2022 Memorandum, Dago Garcia, PE, Woodburn Public Works Department May 18, 2022 Memorandum, Janelle Shanahan, PE Marion County Public Works May 19, 2022 ---PAGE BREAK--- Engineering & Project Delivery 190 Garfield Street ● Woodburn, Oregon 97071 Ph. 5030-982-5240 ● Fax [PHONE REDACTED] Project Weisz 50 Acres Site Public Works Comments May 18, 2022 Prior to deem application complete: 1. Applicant to provide plans for the construction of Evergreen Road and Parr Road intersection according to City and Marion County requirements. 2. Evergreen Road transition to the east side shall start from Parr Road and not from the north side. 3. Applicant to provide an estimate of their proposed water and sewer usages for city’s review. 4. Number of driveways and spacing shall comply with Woodburn Development Ordinance and minimum sight distance requirements (between driveways and street intersections). 5. Applicant to provide plans to tie proposed water main on Stacy Allison Way (at existing or future street improvements, pending timing of this development and construction of Stacy Allison Way Apartments Ph2 project). 6. Pending timing of construction of Stacy Allison Way Apartments Ph2 project, applicant would be required to extend/improved Stacy Allison Way road from Hooper Street to their northerly property line. The Applicant, not the City, is responsible for obtaining easements and right-of-way dedications from other property owners for the construction of a public street. 7. Applicant to financially contribute to the installation of a water main across I-5 to tie in to the new water main that is being installed by the Amazon project. Contribution pending applicant analysis of flow requirements for their development. 8. All required on-site and off-site detention area(s) for the runoff from this development will need to be provided in accordance with a final Engineer stamped storm drainage hydraulic analysis. The property owner shall maintain all on-site and off-site detention areas in perpetuity. Detention areas are not allowed in the right-of-way or public utility easements. All detentions facilities shall be in private property, except “the detention facility adjacent to I-5, and maintain in perpetuity by the Developer/Property owner. ---PAGE BREAK--- Engineering & Project Delivery 190 Garfield Street ● Woodburn, Oregon 97071 Ph. 5030-982-5240 ● Fax [PHONE REDACTED] 9. Applicant to obtain easements or deed dedications for the installation of the storm drainage system between their property and existing storm detention facility located along the east side of I-5 interstate. Extension of the existing storm drainage facility located along I-5 may be public when the property dedication is completed. Dedications shall be recorded to the city prior to Civil Plans approval. Applicant to provide more information on proposed storm drainage system on the west side of the development. All existing public drainage facilities are gravity systems. 10. A permit from the Oregon Division of State Lands and US Army Corps of Engineering will need to be obtained to mitigate/delineated wetlands. Permit shall be obtained prior to approved civil plans, wetlands cannot encroach future public roads. The applicant, as applicable, shall also obtain other required regulatory permits. 11. Applicant to provide a plan profile of existing 18” water main located on the east side of proposed Evergreen Road extension. Minimum water main cover shall be 4ft; existing main may need to be relocated. 12. Engineer of record to submit a pavement design for all proposed public streets. Street cross-section (asphalt thickness, base rock, etc.) pending review of Engineer of Record pavement design report. 13. When applicable dead end streets (permanent or temporary) shall comply with City of Woodburn and Woodburn Fire District requirements for dead end streets. 14. Private fire protections system pending Woodburn Fire District and Building Division review and approval. General Notes: 15. Applicant of verify that both Civil and Road Drawings display the same proposed public utility pipes within the proposed public roads. 16. All City-maintained facilities located on private property shall require a minimum of 16-foot wide utility easement conveyed to the City by the property owner. This is the applicant’s responsibility to provide, not the City’s. Utilities of unusual depth, size or location may require a larger width. 17. The water mains serving this shall be sized in accordance with flow and fire protection requirements. The water mains shall have a 4ft minimum cover from final ---PAGE BREAK--- Engineering & Project Delivery 190 Garfield Street ● Woodburn, Oregon 97071 Ph. 5030-982-5240 ● Fax [PHONE REDACTED] grade. 18. Fire hydrant locations and fire protection requirements shall be as per the Woodburn Fire District and City of Woodburn requirements. 19. Actual public fire hydrant locations and in-line valving locations shall not be determined until the final Civil plan final review. 20. Civil plans approval are done at the time of construction permits. Public infrastructure will be constructed in accordance with plans approved by public works and Marion County when applicable. 21. All right-of-way and public utility easement dedications shall be recorded prior to deem all public improvements complete. ---PAGE BREAK--- 5155 Silverton Road NE  Salem, OR 97305-3802  www.co.marion.or.us/PW Printed on recycled paper  Reduce – Reuse – Recycle - Recover May 19, 2022 Chris Kerr, Community Development Director City of Woodburn RE: Specht Industrial Dear Chris, We appreciate the opportunity to review and comment on the TIA dated April 20, 2022, provided for the Phased Specht Industrial (Weisz 50 Acres) in the City of Woodburn. Marion County has jurisdiction of Parr Road and Butteville Road in the vicinity of the proposed project. We offer the following comments: 1. A development agreement shall be required with the developer to address necessary mitigations and proportionate share on county facilities, such as the intersection of Butteville Road & Parr Road and the proposed new intersection of Evergreen Road and Parr Road. 2. The County 2005 Transportation System Plan (TSP) identifies a project at the intersection of Butteville Road & Parr Road, which would involve modifications to the grade and intersection configuration. Furthermore, a high crash rate was calculated in the TIA at the same intersection. The project must contribute a proportionate share to the intersection improvements. Proportionate share amount is determined based on contributing daily traffic generated by the proposed project at this intersection. 3. Please specify the percentage of SB traffic at Butteville Road & Parr Road (#22) on Figures 9A and 9B. It is unclear how much of the 10% to/from NW of Butteville Road & OR219 and the 60% to/from I-5 is anticipating using Butteville Road. 4. The TIA incorrectly assumes that all intersections are within the city limits (page 9) and incorrectly lists Industrial Road and Stacy Allison as County roads (page 11). 5. Currently Parr Road at the location of the proposed Evergreen connection/intersection is under County jurisdiction, and design review and permit approval from county is required. This intersection is being proposed as an all-way stop controlled intersection, but I do not see any warrant analysis or operations of how the intersection functions as a TWSC intersection. 6. The intersection of Butteville Road & Parr Road meets the left-turn lane warrant for the southbound left-turn movement under all evening peak hour scenarios. Thus, a left-turn lane is warranted under existing conditions. We would like to see how the proposed project impacts the intersection and what length of left-turn lane is required. PUBLIC WORKS (503) 588-5036 BOARD OF COMMISSIONERS Danielle Bethell Colm Willis Kevin Cameron DIRECTOR Brian Nicholas, P.E. ADMINISTRATION BUILDING INSPECTION EMERGENCY MANAGEMENT ENGINEERING ENVIRONMENTAL SERVICES OPERATIONS PARKS PLANNING SURVEY Marion County OREGON ---PAGE BREAK--- To: Chris Kerr From: Janelle Shanahan RE: Specht Industrial May 16, 2022 Page 2 5155 Silverton Road NE  Salem, OR 97305-3802  www.co.marion.or.us Printed on recycled paper  Reduce – Reuse – Recycle - Recover 7. The amount of new truck traffic being generated by the proposed project needs to be noted and the impact to Parr Road needs to be assessed. Sincerely, Janelle Shanahan, PE Marion County Public Works Email: [EMAIL REDACTED] Ph: (503) 566-4147 c: Lani Radtke, PE, Marion County Engineer Carl Lund, PE, Marion County Traffic Engineer ---PAGE BREAK--- 700 Washington Street, Suite 300, Vancouver, WA 98660  Phone [PHONE REDACTED] otak.com Memorandum To: Woodburn Development Review: Chris Kerr, Community Development Director From: Chuck Green, PE Copies: File Date: May 16, 2022 Subject: UPDATED: Review of Specht Phase Spec/Weisz (formerly Project Gamos) Traffic Impact Study Scoping (Updates February 23, 2022 and May 13, 2022 memo) Otak Project 40141 Development Review Reference: DR 22-02, EXCP 22-01, PLA 22-01, & VAR 22-01 This memo serves as an update to my February 2022 of the traffic impact analysis scoping for the project formerly known as Project Gamos. This is based on a review of the April 20, 2022 Traffic Impact Study (TIA) submitted by Brent Ahrend of Mackenzie Engineering. The April TIA notes that the scope of the study is based on the scoping review and Project Incompleteness memo from the earlier work. Below are my comments, findings and recommendations as far as the TIA scoping. The TIA was developed for “Option A” of the site development, to “expand the Phase 1 building (512,798 sq. ft.) to the west to contain up to a total of 974,648 SF with corresponding expansion of onsite trailer storage/fleet parking, passenger vehicle parking, stormwater detention facilities, and landscaping. Note that the total square feet of 974,648 is higher than the “Option B” discussed in the TIA, which has a total of 862,576 square feet. Note that the two buildings referenced in the project plans and narrative total 974,498 square feet instead of 974,648, but that difference is inconsequential and the TIA uses the higher number. The TIA scoping memo was reviewed with input from the following documents:  Oregon Department of Transportation (ODOT) Analysis Procedures Manual (APM), Version 2 as Revised, November 2020 with new Appendix 3E, “Traffic Volume Development During Disruptive Events” including the effects of the COVID-19 Pandemic  City of Woodburn’s Comprehensive Plan (September 2019)  City of Woodburn’s Transportation System Plan (September 2019)  City of Woodburn’s Transit Plan Update (November 2010)  Woodburn Development Ordinance (WDO), as revised in April 2020, including Section 2.05.02 Interchange Management Area Overlay District, and Section 3.04.05 Traffic Impact Analysis.  Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition (September 2021) and Trip Generation Handbook, 3rd Edition (September 2017). ---PAGE BREAK--- Page 2 Project Basie Traffic Impact Analysis Scoping Review May 16, 2022 c:\users\cassandrama\desktop\pdfs for chris\specht_formerly project gamos_tia scoping review memo_051622.docx  Recent development traffic impact analyses in the site vicinity including Project Basie. Summary of Findings The completeness review of the developer’s proposed Traffic Impact Analysis scope has the following findings and recommendations; this is not a detailed review of the TIA analysis or findings, which will come later: General Requirements Per the WDO, “A Traffic Impact Analysis (TIA) is required for all land use applications subject to the provisions of this Section. The TIA must meet City and ODOT administrative rule (OAR Chapter 734, Division 51) requirements and shall include an evaluation and recommendation of feasible Transportation Demand Management (TDM) measures that will minimize peak hour vehicle trips generated by the proposed development. This proposal is contained with Subarea D of the IMA, and thus subject to this requirement. Other requirements for analysis of transportation impacts from City code and development standards apply as well. Study Area The April TIA increased the number of intersections studied from the previous TIA, but still did not list two locations recommended to be included in the February TIA scoping memo:  Settlemier at Hayes and  OR 214 at Settlemier. Both of those intersections were included in the operations and safety analysis, however. They also note “staff suggested analysis of the intersection of OR 214 with Lawson Avenue” but that must have been in a discussion with ODOT Region 2 staff, as it was not one of the locations I recommended earlier. It is a right-in/right-out intersection that provides more of a frontage road (to I-5) secondary access to the commercial strip west of Evergreen. It would not carry many, if any, trips to the Specht site unless they were pass-by trips. I am OK with not including that intersection in the analysis. Trip Generation and System Development Charges  The April TIA’s trip generation uses ITE Land Use Code 156 which is “High-Cube Parcel Hub Warehouse.” It is unclear at this point whether the project application is for a Chewy regional fulfillment center. The April TIA indicates a more general hub warehouse use, which is defined by ITE as a building used “primarily for the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses.” This would make the proposal different from a fulfillment center.  The sample size used by ITE to develop trip generation calculations for Land Use Code 156 is small, only four case studies where AM and PM peak hour trip generation of the adjacent street system was observed, and only two cases where the generator’s (the site’s) PM peak hour trip generation was captured. According to ITE’s Trip Generation Handbook, with a limited number of case studies such as this, caution is expressed for using the fitted curve rates where there are four case studies, and where there are only two case studies, use of the fitted curve equation is not recommended. Thus, use of average rates for the TIA is acceptable. ---PAGE BREAK--- Page 3 Project Basie Traffic Impact Analysis Scoping Review May 16, 2022 c:\users\cassandrama\desktop\pdfs for chris\specht_formerly project gamos_tia scoping review memo_051622.docx  My calculations for trip generation using ITE’s 11th Edition Trip Generation Manual query tool are different from Mackenzie’s. See below: o Weekday: Mackenzie 4,466 trips, Otak’s calculation = 4,513 trips, a difference of o AM Peak Hour: Mackenzie (average rate) = 675 trips, Otak (average rate) = 682 trips, a difference of o PM Peak Hour (system): Mackenzie = 617 trips, Otak = 624 trips, again a 1% difference. Note that using the fitted curve rate for PM peak trip generation of the surrounding street system yields 1,120 PM peak hour trips, but there are only four case studies. o PM Peak Hour (generator): Mackenzie did not include in their trip generation table, Otak = 692 trips, 12% higher than Mackenzie’s PM Peak of the surrounding system calculation. ITE’s Trip Generation tool does not calculate a fitted curve trip generation for the PM peak of the generator (site) due to only two case studies. The average rate in this case should be acceptable.  As PM Peak Hour Trips will be used to assess Transportation and Interchange System Development Charges (TSDC, IDC), there are two questions which need to be clarified or resolved as part of this TIA: o The April TIA’s trip generation uses ITE Land Use Code 156 which is “High-Cube Parcel Hub Warehouse.” Does the site’s intended use match the ITE Land Use Code definition? That is not clear from the building plans as these are speculative plans without a specific tenant or use. The actual tenant(s) may develop a more trip-intensive use. It is unclear at this point whether the project application is for a Chewy regional fulfillment center. The April TIA indicates a more general hub warehouse use, which is defined by ITE as a building used “primarily for the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses.” This would make the proposal different from a fulfillment center. o What is the appropriate PM peak hour to use, System Peak or Peak Hour of the Generator? The System Peak Hour is based on the peak hour of the adjacent road system (typically 4:30-5:30 PM or 5-6 PM) while the Peak Hour of the Generator is based on the peak hour of the site’s trip generation. As was the case with Project Basie, the site peak trip generation rates were significantly higher than the site’s trip generation rates during the system peak. Project Basie’s site peak trip generation numbers were high enough to actually change the peak of the adjacent system. Accordingly, a methodology was developed during the Project Basie review to use the system peak trip generation to assess SDC changes. The TIA should be revised to include a similar analysis to what Project Basie did to determine the appropriate PM peak hour to use for analysis and SDC assessments. Mackenzie did analyze trips and level-of-service for both PM Peak system and generator in the TIA. With the additional 75 trips generated during the generator peak compared to the system peak, it does not appear that this would change the system peak like what Project Basie will be doing. However, when tracking trips for the Interchange Management Area, the higher number should be used, or Mackenzie should produce a calculation that covers the 5-6 PM peak hour used previously for the IMA trips, as the site’s PM peak (system and site) straddle that peak hour. Trip Distribution The April TIA assumed the extension of Evergreen Road to the south and connecting to Parr Road with a new intersection. The trip distribution rates shown for this scenario match what was developed for the same scenario for the earlier TIA. The rates appear reasonable. ---PAGE BREAK--- Page 4 Project Basie Traffic Impact Analysis Scoping Review May 16, 2022 c:\users\cassandrama\desktop\pdfs for chris\specht_formerly project gamos_tia scoping review memo_051622.docx Traffic Operations and Safety  The April TIA’s additional intersections included in the analysis included the I-5 ramps for traffic and safety impact analysis as requested earlier by both the City and ODOT.  The TIA should incorporate ODOT comment on use of an average of the commuter and summer trends from the appropriate Seasonal Trend Table to calculate 30th highest hour, including any adjustments for COVID-19 since the traffic counts are recent.  The Applicant was made aware that proportionate share mitigation contributions due to collision rate and/or mobility threshold exceedances have been previously conditioned at the intersections below. They appear to recognize that but do not offer specific calculations in the April TIA: o Evergreen at Hayes o Evergreen at Stacey Allison Way o I-5 both NB and SB ramps o OR 214 at Evergreen o OR 214 at Settlemier o OR 214 at 99E o Butteville/Parr intersection (Marion County), if Evergreen is connected to Parr.  The April TIA did address the impacts of construction traffic on streets along the primary construction access route(s): “Trip generation impacts of construction traffic was requested to be addressed by the City but is not typically included in these reports. The applicant has indicated construction traffic will be directed to use Butteville Road to access the site form the south instead of using Evergreen Road. The number of trips and the time of day they will be traveling will depend on the construction schedule and is unknown at this time.” That would be acceptable as a condition of approval.  For state highways, the safety analysis appears to be consistent with the ODOT Analysis Procedures Manual. Cumulative Impacts Both the Specht Development proposal and another in close proximity, 8708 Parr Road – Kalugin, are currently in the initial scoping and review cycles, and thus are not considered “in-process” with regard to the traffic operations analysis. There is a substantial overlap in terms of the intersections being studied and potentially impacted. While both include a general assumption for background traffic growth, neither addresses the trips from the other proposal. If both proposals are approved, it is very likely that the cumulative additional (new) trips added to intersections such as Parr Road/Evergreen Road, Parr Road/Stubb Road, Parr Road at Butteville Road, and others will exceed the background traffic growth assumptions. To best address this, the cumulative trips generated by both proposals should be used to develop a composite and comprehensive impact analysis, instead of segmenting or piecemealing the analysis. Transportation Demand Management  The April TIA does mention Transportation Demand Management and does list existing bicycle, pedestrian and transit facilities. However, the only analysis isn’t really an analysis, it’s a list and a deferral: “The trip generation assumptions used in this analysis do not account for potential Transportation Demand Management (TDM) strategies. Without a specific tenant or tenants, the owners can not commit to specific strategies, but will consider the following when tenants are selected: ---PAGE BREAK--- Page 5 Project Basie Traffic Impact Analysis Scoping Review May 16, 2022 c:\users\cassandrama\desktop\pdfs for chris\specht_formerly project gamos_tia scoping review memo_051622.docx o Carpool/rideshare o Transit subsidies o Bicycle storage facilities/showers o Flexible work schedules/shift changes outside typical peak hours.  No specific impact analysis, mitigation or proportionate share contributions were analyzed and recommended for bicycle and pedestrian facilities, and for transit facilities and service. These items are required to be analyzed in more detail than what was presented in the April TIA: o Transportation Demand Management/ Commute Trip Reduction o Bicycle and pedestrian modes o Public transportation, especially analyzing transit operations and capacity pursuant to the Woodburn Transit System Plan. ---PAGE BREAK--- 1 of 4 Oregon Kate Brown, Governor DATE: June 1, 2022 TO: Casey Knecht, PE Development Review Coordinator FROM: SUBJECT: Arielle Ferber, PE Traffic Analysis Engineer Weisz Project (Woodburn, OR) – Outright Use TIA Review Comments ODOT Region 2 Traffic has completed our review of the submitted traffic impact analysis (dated January 24, 2022) to address traffic impacts due to development southwest of the Evergreen Road at Sweetwater Avenue intersection in the city of Woodburn, with respect to consistency and compliance with ODOT’s Analysis Procedures Manual, Version 2 (APM). The APM was most recently updated in October 2020. The current version is published online at: http://www.oregon.gov/ODOT/TD/TP/Pages/APM.aspx. As a result, we submit the following comments for the City’s consideration: Analysis items to note:  This study utilized the outdated Highway Capacity Manual (HCM) 2000 and did not utilize methodology from the current HCM 6th Edition for reporting the signalized intersections v/c operations. ODOT recommends use of HCM 6 methodology for determining v/c operations. While the operational analysis will be impacted, it is unlikely that the overall results of the analysis will change. Recommended analysis items to be addressed: 1. Crash Analysis: o For the OR 219 at Butteville Road intersection, the ODOT 90th percentile crash rate for a rural 3ST is 0.475, not 0.860. o Table 2 lists OR 219 at I‐5 SB with 34 crashes, however, it should be 33. o The crash analysis should also include review for top SPIS locations within the study area and at study area intersections for the most recent three years (2017, 2018, and 2019 SPIS lists). o Detailed crash analysis discussion for OR 219 at OR 99E should be included due to it exceeding ODOT 90th percentile crash rate as well as an INJ A and pedestrian crashes. Department of Transportation Region 2 Tech Center 455 Airport Road SE, Building A Salem, Oregon 97301-5397 Telephone (503) 986-2990 Fax (503) 986-2839 ---PAGE BREAK--- 2 of 4 2. Utilizing the weighted average rate method of trip generation for Land Use Code 156 (High‐Cube Parcel Hub) results in 4,513 daily trips, 682 AM peak trips (341 in, 341 out), and 624 PM peak trips (424 in, 200 out). In addition to potentially impacting the operational results of the analysis the increase in trips also increases the trips over the parcel’s IAMP allotment. ODOT recommends the applicant coordinate with the City regarding the potential to exceed the parcel’s IAMP allotment or reduce the planned intensity of the development to fit within the allotment. 3. The proposed site will generate 338 arriving and 337 departing AM peak hour trips. However, it appears 357 arriving and 339 departing trips at the site have been identified, per Figure 12A. The study should ensure the accurate number of trips arriving and departing the site are identified across the study area prior to performing any intersection reanalysis work. 4. The proposed site will generate 420 arriving and 197 departing PM peak hour trips. However, it appears 199 departing trips have been identified leaving the site, per Figure 12B. The study should ensure the accurate number of trips arriving and departing the site are identified across the study area prior to performing any intersection reanalysis work. 5. A peak hour factor (PHF) of 1.00 was utilized for study area intersections for all analysis conditions. However, the PHF identified by the actual count data should be used for existing conditions (APM Version 2, Section 5.8.2). Therefore, the analysis should use the appropriate PHF for the current year analysis for all intersections. 6. A PHF of 1.00 was utilized for study area intersections for the future year analysis. However, analyses of future years should typically use the appropriate default PHF (APM Version 2, Section 5.8.3), unless the count PHF is greater. The analysis should use either the count PHF or appropriate default PHF, whichever is greater. 7. The Oregon Highway Plan (OHP) v/c mobility target for OR 99E (regional highway, within UGB, non‐ MPO, 35 MPH) at the intersection with OR 214 is 0.90 rather than 0.95 as cited (OHP Table 6 was revised on 12/21/2011). The study should be updated to compare operations to the accurate mobility standard. This will have an effect on the operational analysis results and could have an effect on the conclusions of the study. 8. The OR 214 at OR 99E intersection exceeds mobility targets in the 2025 Post‐Development, however, there is no discussion. Discussion should be added as well as potential mitigation measures to meet the intersection’s OHP mobility target. 9. Our review identified the following errors in the analysis: o Typically, ODOT will not run analyses with zero vehicles making available permitted movements. Rather, if count data does not identify any vehicles within the peak hour making a movement, we recommend assuming a low volume (1 or 2) rather than zero. The algorithms within utilize different formulas if there are zero conflicting vehicles. o The OR 219 at Butteville Road intersection is currently an unsignalized two‐way stop controlled intersection and it should be analyzed as such in the exiting conditions. o The OR 219 at Woodland Avenue intersection was analyzed with the incorrect volumes for the WBL and WBR movements for all scenarios. o The Butteville Road at Parr Road intersection was analyzed with the incorrect volumes for the NBR movement for all scenarios. o The OR 214 at I‐5 NB Ramp intersection was analyzed with the incorrect volumes for the WBT movement for all scenarios. ---PAGE BREAK--- 3 of 4 o Settlemier Avenue at Hayes Street eastbound approach should be an exclusive left‐turn lane and shared through‐right lane, not shared left‐through‐right o In the 2024 Post scenario the NBL movement at the Evergreen Road at South Access intersection should be 66, not 65 o In the 2024 Post scenario the NBT movement at the Parr Road at Industrial Road/Evergreen Road should be 22, not 21 10. Our review identified the following errors: o Table 1:  OR 214/OR 219 travel lanes varies from 2 4 lanes within the study area  Butteville Road is under County jurisdiction, not ODOT o Table 2 lists OR 219 at I‐5 SB with 34 crashes, however, it should be 33. o Under Performance Measures on page 9, OR 219 is located within the Urban Growth Boundary (UGB) of Woodburn, but is not located within an MPO. o Table 4 incorrectly shows the OR 219 at Butteville Road intersection mobility target as LOS E when it should be 0.90. o Figure 1 displays the planned OR 219 at Butteville Road roundabout as a single lane roundabout when it is planned as a partial multilane roundabout. o In Figure 3 Evergreen Road at Hooper Street eastbound approach incorrectly shown as exclusive left‐ and right‐turn lane when it should be a shared left‐right lane o In Figure 4A traffic volumes for the OR 219 at Butteville Road intersection do not align with raw count volumes. o In Figure 4B at the OR 99E at OR 214 intersection the WBL movement is displayed as 134, however, the raw count shows 233. o reports for the Industrial Road at Stacy Allison Access intersection were not provided in the Appendix. Proposed mitigation comments: 11. ODOT maintains jurisdiction of the Hillsboro‐Silverton Highway No. 140 (OR 219/OR 214), Pacific Highway No. 01 and Pacific Highway No. 081 (OR 99E) and ODOT approval shall be required for all proposed mitigation measures to this facility. 12. No mitigation measures to a state highway have been proposed. While this conclusion may be appropriate the above comments, in particular comments #2 ‐ will have an impact on the operational results which may be significant enough to have an effect on the conclusions of the study. If the City determine any of the above comments will merit the need for reanalysis, we would be willing and able to assist with a second round of review. 13. While the study included signal warrant analysis at the Evergreen Road at Hayes Street and Evergreen Road at Stacy Allison Way intersection it only reviewed MUTCD Warrant 3: Peak Hour. Warrant 3 is typically only applicable in unusual cases such as at office complexes, manufacturing plants, or industrial complexes which attract or discharge large numbers of vehicles over a short period of time. Analysis using Warrant 1 and Warrant 2 would be more appropriate in this case. As the study has only peak hour counts at the intersection, it is recommended that the ODOT preliminary traffic signal warrant analysis be conducted instead to determine if the intersections are potentially good candidates for signalization (APM, Section 12.4.1). ---PAGE BREAK--- 4 of 4 14. The study recommended several potential mitigation measures. To determine the most appropriate mitigation measures it is recommended that the study analyze post‐development with mitigation scenarios. Thank you for the opportunity to review this traffic impact analysis. As the analysis software files were not provided, Region 2 Traffic has only reviewed the submitted report. It is likely the above comments, particularly comments #2 ‐ will have an effect on the operational analysis results which may be significant enough to have an effect on the conclusions of the study. If the City determines any of the above comments will merit the need for reanalysis, we would be willing and able to assist with a second round of review. If there are any questions regarding these comments, please contact me at (971) 208‐1290 or [EMAIL REDACTED] ---PAGE BREAK--- 1 of 3 Oregon Kate Brown, Governor DATE: August 11, 2022 TO: Casey Knecht, PE Development Review Coordinator FROM: Arielle Ferber, PE Traffic Analysis Engineer SUBJECT: Phased Speculative Industrial (Woodburn, OR) – Outright Use TIA Review Comments ODOT Region 2 Traffic has completed our review of the submitted revised traffic impact analysis (dated July 21, 2022) to address traffic impacts due to development southwest of the Evergreen Road at Sweetwater Avenue intersection in the city of Woodburn, with respect to consistency and compliance with ODOT’s Analysis Procedures Manual, Version 2 (APM). The APM was most recently updated in June 2022. The current version is published online at: http://www.oregon.gov/ODOT/TD/TP/Pages/APM.aspx. As a result, we submit the following comments for the City’s consideration: Analysis items to note:  This study utilized the outdated Highway Capacity Manual (HCM) 2000 and did not utilize methodology from the current HCM 6th Edition for reporting the signalized intersections v/c operations. ODOT recommends use of HCM 6 methodology for determining v/c operations when possible. While the operational analysis will be impacted, it is unlikely that the overall results of the analysis will change. Recommended analysis items to be addressed: 1. The study’s approach of assuming a 50/50 split of different land uses across both planned buildings as well as the planned reassessment at a future date following selection of tenant(s) is atypical. It is recommended that the applicant coordinate with the City to confirm that this approach is acceptable. 2. Typically build conditions for each phase should be analyzed separately with appropriate build years. It appears that Phase 1 and Phase 1 + 2 were analyzed using the same future build year as a way to simplify the analysis. The applicant should coordinate with the City to confirm that the assumption to use a single future build year for both phases is appropriate. Department of Transportation Region 2 Tech Center 455 Airport Road SE, Building A Salem, Oregon 97301-5397 Telephone (503) 986-2990 Fax (503) 986-2839 ---PAGE BREAK--- 2 of 3 3. Crash Analysis: o The crash analysis should also include review for top SPIS locations within the study area and at study area intersections for the most recent three years (2018, 2019, and 2020 SPIS lists). o Detailed crash analysis discussion for Evergreen Road at Stacy Allison Way intersection should be included due to it exceeding its respective ODOT 90th percentile crash rate. 4. Our review identified the following errors regarding traffic volume development in the Figures. These errors may have an impact on the operational result and/or calculations for determining the development’s proportionate share of mitigations: o In Figure 5B it appears that the seasonal factors were not applied appropriately resulting in traffic volumes lower than expected. In Figure 5A it appears the seasonal factor at the OR 214 at Oregon Way intersection was not applied correctly. o Site related trips (auto) have imbalances across the network in all scenarios for both AM and PM peak hours. While some are minor, some are more significant such as the following examples:  Figure 9A is missing 112 auto site related trips on the Evergreen Road at Hooper St intersection southbound through movement.  Figure 12D has the incorrect number of site related trips (auto) entering and exiting the site.  Figure 14D is missing 21 auto site related trips on the Evergreen Road at Hooper St intersection southbound right‐turn movement. o It appears that Phase 1 + 2 Post‐Development Traffic Volumes w/o Stacy Allison Way Extension (Figures 17 A and 17B) were not calculated appropriately. Several movements across the network have traffic volumes lower than the Pre‐Development (Figures 8A and 8B). Proposed mitigation comments: 5. ODOT maintains jurisdiction of the Hillsboro‐Silverton Highway No. 140 (OR 219/OR 214), Pacific Highway No. 01 and Pacific Highway No. 081 (OR 99E) and ODOT approval shall be required for all proposed mitigation measures to this facility. 6. The above comments may have an impact on the operational analysis results but would most likely not impact the overall conclusions of the analysis. However, it should be noted that comment #4 will most likely have an impact on determining the proportionate share cost calculations. 7. While the study included signal warrant analysis at the Evergreen Road at Hayes Street and Evergreen Road at Stacy Allison Way intersection it reviewed MUTCD Warrant 3: Peak Hour, which is typically only applicable in unusual cases such as at office complexes, manufacturing plants, or industrial complexes which attract or discharge large numbers of vehicles over a short period of time. In addition, while the analysis reviewed Warrant 1 and Warrant 2, as only peak hour counts were collected results of this type are limited. ODOT’s preliminary traffic signal warrant analysis to determine if the intersections are potentially good candidates for signalization (APM, Section 12.4.1) may be appropriate, however, collection of a longer count and a full MUTCD signal warrant analysis is recommended. ---PAGE BREAK--- 3 of 3 8. The study recommended several potential mitigation measures. To determine the most appropriate mitigation measures it is recommended that the study analyze post‐development with mitigation scenarios. 9. The study recommends proportionate share for potential mitigation measures at several state highway intersections. The applicant, and the City, should be aware that ODOT does not have a way to collect or administer proportionate shares. Therefore, collection of proportionate shares would need to be through the City. In addition, both the City and the applicant shall be aware no approval for any proposed mitigations have been issued at this time and proposed mitigations shall not be considered approved for installation until formal written approval has been issued. Approval request will need to be submitted to Region 2 Traffic and be accompanied by the appropriate analysis justifying such request. The approval process takes time and any approval could possibly have added features required to obtain such approval. Thank you for the opportunity to review this traffic impact analysis. As the analysis software files were not provided, Region 2 Traffic has only reviewed the submitted report. While the above comments may have an impact on the results of the operational analysis it is unlikely to impact the overall conclusions of the analysis. However, it should be noted that comment #4 may have an impact on proportionate share cost calculations. If the City determine any of the above comments will merit the need for reanalysis, we would be willing and able to assist with a second round of review. If there are any questions regarding these comments, please contact me at (971) 208‐1290 or [EMAIL REDACTED] ---PAGE BREAK--- 1 James Abbott From: Brent Ahrend Sent: Wednesday, August 17, 2022 4:30 PM To: Chuck Green; FERBER Arielle Cc: Chris Kerr; Dan Handel; James Abbott; Lee D. Leighton Subject: RE: ODOT TIA Review Comments for Woodburn Specht Industrial Attachments: 972bbf63-08c4-471b-8a35-778662322b27.png Chuck, Thanks for the quick feedback and coordination with Arielle! We will prepare a supplemental analysis as requested. It will take a few days to get this together, so expect to have it early next week. Based on our discussion last week, you though we could be deemed complete with the understanding this supplemental analysis would be timely provided. Can you and the City confirm the traffic analysis portion of the application can be considered complete? We will let you know if we have any additional questions as we wrap this up. Thanks, Brent Ahrend, PE Associate Principal I Transportation D [PHONE REDACTED] E MACKENZIE. From: Chuck Green <[EMAIL REDACTED]> Sent: Wednesday, August 17, 2022 2:56 PM To: Brent Ahrend FERBER Arielle <[EMAIL REDACTED]> Cc: Chris Kerr <[EMAIL REDACTED]>; Dan Handel <[EMAIL REDACTED]>; James Abbott Lee D. Leighton Subject: RE: ODOT TIA Review Comments for Woodburn Specht Industrial Brent, Arielle and I have coordinated and find that use of the 1.05 seasonal adjustment factor is acceptable east of I-5, including at the OR 214/Oregon Way intersection, as you note below. Also, as you note, Kittelson in the Project Basie TIA used a seasonal adjustment factor of 1.13 west of I-5 and at the interchange and that is acceptable for consistency. As you note, adopting these as consistent factors will result in more balanced traffic volumes between intersections for the base year. For revising the traffic operational analysis, I would suggest that where base year intersection volumes and volumes under this revised scenario are within three percent of each other, there is no need to re-run the operational analysis for those specific intersections. As there are some non-ODOT intersections where site trips or turning movements may have been missing, we will need those corrected for all affected scenarios and the operational analysis corrected as well. We are requesting you issue a TIA addendum with the following: ---PAGE BREAK--- 2 1. Documenting the seasonal adjustment factor methodology including how you got to the 1.13 and 1.05 factors. 2. Revised base year traffic volumes using the revised seasonal adjustment factors 3. Revised operational analyses for OR 214 for those intersections with more than 3% volume adjustments in the base year (which will thus include the various future-year scenarios) 4. Correction to missing site trip assignments (figures) and operational analyses for the various scenarios affected (only those where the corrections change the analysis) 5. Summary in the trip generation section as to the requested “trip budgets” for each of the phases. This is not a request to reissue a new TIA. If you just want to revise the existing TIA’s V/C tables with clouds around the values that have changed, that would be acceptable. But we would also need the reports for the revised analyses as an appendix to the addendum. Please let me know if you have any questions. Chuck Green, PE (OR, WA, CO) I Senior Project Manager Otak, Inc. Direct: [PHONE REDACTED] I Cell: [PHONE REDACTED] I Main: [PHONE REDACTED] From: Brent Ahrend Sent: Tuesday, August 16, 2022 5:08 PM To: Chuck Green <[EMAIL REDACTED]>; FERBER Arielle <[EMAIL REDACTED]> Cc: Chris Kerr <[EMAIL REDACTED]>; Dan Handel <[EMAIL REDACTED]>; James Abbott Lee D. Leighton Subject: RE: ODOT TIA Review Comments for Woodburn Specht Industrial Arielle and Chuck, We wanted to respond to your questions about the highway volumes in this email. Once we confirm the approach to address the seasonal adjustments and correct the error in our PM volume estimates, we can address the other items and determine if further analysis is required. We reviewed comments from Project Gamos (original site application) and the Report by Kittelson for Project Baise. Our review shows that our calculation of 1.39 for the adjustment at the Oregon Way intersection is consistent with prior work. Both of these projects used the average of “Commuter” & “Summer” Seasonal Trend Adjustment Factors. We verified our calculations by reviewing the ODOT seasonal trend spreadsheet, and confirming our equation by achieving the same results as Kittelson’s report of 1.13 for April and 1.05 for May for the remaining highway intersections in the study area. We have attached ODOT’s Seasonal Trend Excel Sheet for review of our adjustment calculations. We have also gone an additional step and reviewed the available historic counts at ODOT’s Traffic Monitoring System and found counts from 2010 and 2017 along the highway for Oregon Way and Evergreen Road. We compared the historic 2017 counts with the May 2021 counts and February 2022 counts. • The directional volume patterns and quantity from 2017 is similar considering the 4-5 year gap • The 2021 and 2022 raw count data is already well balance, with or without the base year growth • It is the 1.39 seasonal adjustment applied to the 2022 TMC that creates the imbalance between intersections The solution to the imbalance issue would be to provide a similar adjustment factor to the intersections. We propose to apply a seasonal adjustment factor of 1.13 to the interchange and intersections west of it. We propose to apply a ---PAGE BREAK--- 3 seasonal adjustment factor of 1.05 to the intersections east of the interchange, including Oregon Way. This would be geographically and count date consistent. During review of the PM peak hour seasonal adjustment calculations, we discovered an error in our volume spreadsheet where the AM adjustment was added to the PM raw volume. This occurred at intersections along the Highway 214/219 corridor. Below is the previously submitted highway volumes and the new volumes. The change is very significant at Oregon Way (intersection We have also provided what the volumes would be at Oregon Way and HWY 214 if an adjustment factor of 1.05 way used (spreadsheet snip), and you can see the volumes between adjacent intersections are much more balanced. Previously Submitted Seasonally Adjusted Volumes Formula Corrected Seasonally Adjusted Volumes Please confirm adjusting the Oregon Way volume with the same 1.05 seasonal factor would be acceptable for this analysis, and if so, will updated capacity calculations be required? Thank you, Brent Ahrend, PE Associate Principal I Transportation D [PHONE REDACTED] E MACKENZIE. ---PAGE BREAK--- 4 From: Chuck Green <[EMAIL REDACTED]> Sent: Friday, August 12, 2022 1:09 PM To: Brent Ahrend Cc: Chris Kerr <[EMAIL REDACTED]>; Dan Handel <[EMAIL REDACTED]> Subject: FW: ODOT TIA Review Comments for Woodburn Specht Industrial Brent, I tried calling your direct line and there was no answer and it did not go into voice mail. I’m forwarding to you the email discussion I had with Arielle Ferber from ODOT on a couple other items in our review of the TIA and the need for response and follow-up. Three items are identified here and I’m passing these along after discussing with Chris Kerr this morning: 1. The site trip tracking is missing turning movements in a couple of the scenarios along Evergreen Rd, and this appears to impact the turning movements at adjacent intersections and thus LOS analysis. We are requesting that you re-look at the site trip assignments and make corrections to either missing or miscalculated turning movements and issue a revised operational analysis of the “with site” scenarios. Some examples are attached below in my discussion with ODOT. 2. There is no backup to show how you arrived at the seasonal adjustment factors (see the email chain below). With what is included now, the volumes along OR 214 are choppy and imbalanced between intersections. We are requesting that you show us how you arrived at the seasonal adjustment factors and then balance the OR 214 base year volumes and re-run the analyses for OR 214 in the various scenarios. 3. ODOT in March revised the OR 214 at Evergreen signal from FYA to protected lefts, in response to the elevated crash rate at the intersection. Thus, the City will not be conditioning Specht or future developments from proportionate share contributions at this intersection as it appears ODOT has performed the mitigation project a few months ago. Please let me know if you have any questions. Thanks, Chuck Green, PE (OR, WA, CO) I Senior Project Manager Otak, Inc. Direct: [PHONE REDACTED] I Cell: [PHONE REDACTED] I Main: [PHONE REDACTED] From: FERBER Arielle <[EMAIL REDACTED]> Sent: Thursday, August 11, 2022 3:40 PM To: Chuck Green <[EMAIL REDACTED]>; KNECHT Casey <[EMAIL REDACTED]> Cc: Dan Handel <[EMAIL REDACTED]>; Chris Kerr <[EMAIL REDACTED]> Subject: RE: ODOT TIA Review Comments for Woodburn Specht Industrial Chuck, I concur with your assessment and what you plan to request from Mackenzie. There are several site trip inconsistencies throughout the analyzed scenarios, to many to detail out individually. Having them review all their site trip assignments would be prudent. ---PAGE BREAK--- 5 As for the seasonal factor, I believe they used an average of commuter and seasonal trend. The value for February 1st is 1.39 and is consistent with what I have recommended be used for other projects in the area. With that being said, you’re correct to point out that they should be supplying those calculations within the Appendix. Collection of a February count is not ideal, and can result in overly high seasonal factors and potentially odd results (which I believe is most likely the culprit of the large imbalance). The high seasonal factor at the OR 214 @ Oregon Way intersection appears to factor up the counts too high relative to the other adjacent intersections. There aren’t many accesses between Oregon Way and Evergreen Road so those intersections shouldn’t have such a large drop between them. Thanks! Arielle Ferber, P.E. Traffic Analysis Engineer ODOT Region 2 455 Airport Rd. SE, Bldg. A, Salem, OR 97031 (971) 208-1290 *New Phone Number* From: Chuck Green Sent: Thursday, August 11, 2022 2:52 PM To: KNECHT Casey <[EMAIL REDACTED]>; [EMAIL REDACTED] Cc: Dan Handel <[EMAIL REDACTED]>; Chris Kerr <[EMAIL REDACTED]> Subject: RE: ODOT TIA Review Comments for Woodburn Specht Industrial Casey and Arielle, thanks for your comments. I’ve caught a few more site trip tracking inconsistencies (missing trips at some intersections). I have an internal coordination meeting with the City team on this and other traffic matters on Tuesday morning. I’m considering requesting that Mackenzie do a complete recheck of their site trip assignment tracking and correct errors and missing trip assignments, as this may have a slight impact at the Evergreen/Hooper intersection which seems to be where they are losing trips in their analysis – this seems to cascade through the LOS analysis of the “site plus background trips” scenarios. I also cannot find how they arrived at their seasonal adjustment factors. Maybe you found it, I can’t. I don’t see a writeup as to the On-Site ATR method (there doesn’t appear to be one), nor the ATR Characteristics Table (the closest ATR is south of OR 214 on 99E and indicates the highway system in the area is “Commuter”, which makes sense). I believe they may be using the ATR Seasonal Trend Method but I can’t find their calculations as to how they arrived at the adjustment factors either in the TIA body or the appendix. I ran a quick attempt at calculating what I believe these factors should be which are in the attached spreadsheet. I think Mackenzie’s factors are a little high, and the 1.39 adjustment factor applied at OR 214 and Oregon Way would result in what I believe is an unrealistic base year volume. See below. I’m thinking of requesting Mackenzie issue an addendum to show how they arrived at the seasonal adjustment factors, and perhaps do a volume balancing between intersections along OR 214 to establish reasonable base year volumes and V/C ratios. With so many different count dates and years, and a variety of adjustment factors which may or may not be correctly applied, the base year traffic volumes along OR 214 appear to be pretty choppy (non-technical term for unbalanced) from intersection to intersection. Please let me know your thoughts. Thanks. ---PAGE BREAK--- 6 ’ ---PAGE BREAK--- 7 ---PAGE BREAK--- 8 ---PAGE BREAK--- 9 Chuck Green, PE (OR, WA, CO) I Senior Project Manager Otak, Inc. Direct: [PHONE REDACTED] I Cell: [PHONE REDACTED] I Main: [PHONE REDACTED] From: KNECHT Casey <[EMAIL REDACTED]> Sent: Thursday, August 11, 2022 12:57 PM To: Dan Handel ([EMAIL REDACTED]) <[EMAIL REDACTED]> Cc: Chuck Green <[EMAIL REDACTED]>; FERBER Arielle <[EMAIL REDACTED]>; Brent Ahrend Maxwell Hepburn ([EMAIL REDACTED]) <[EMAIL REDACTED]>; Carl Lund <[EMAIL REDACTED]>; Curtis Stultz <[EMAIL REDACTED]>; [EMAIL REDACTED] Subject: ODOT TIA Review Comments for Woodburn Specht Industrial Dan, Attached are ODOT’s comments for the Specht Industrial proposal in Woodburn. The conclusions of the TIA are not likely to change by addressing these comments, but it may affect proportionate share calculations. Please contact Arielle or me with any questions. ---PAGE BREAK--- 10 Casey Knecht, P.E. Development Review Coordinator I ODOT Region 2 [PHONE REDACTED] I [EMAIL REDACTED] ---PAGE BREAK--- APPENDIX C TRANSIT INFORMATION ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX D TRAFFIC COUNT SUMMARIES ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Butteville Rd NE OR-219 QC JOB 15405708 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 139 357 0 45 94 0 0 280 332 0 0.80 0 0 0 52 211 0 77 117 97 194 Peak-Hour: 6:30 AM 7:30 AM Peak 15-Min: 6:40 AM 6:55 AM 10.8 4.5 0 8.9 11.7 0 0 5 5.4 0 0 0 0 7.7 7.6 0 2.6 4.3 8.2 3.6 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 1 12 0 5 1 0 0 0 0 0 0 3 0 7 0 29 6:05 AM 0 3 10 0 5 1 0 0 0 0 0 0 2 0 15 0 36 6:10 AM 0 5 8 0 3 2 0 0 0 0 0 0 3 0 20 0 41 6:15 AM 0 5 9 0 5 1 0 0 0 0 0 0 0 0 21 0 41 6:20 AM 0 9 5 0 7 4 0 0 0 0 0 0 4 0 17 0 46 6:25 AM 0 9 8 0 11 2 0 0 0 0 0 0 5 0 17 0 52 6:30 AM 0 5 16 0 7 7 0 0 0 0 0 0 3 0 23 0 61 6:35 AM 0 4 9 0 8 4 0 0 0 0 0 0 3 0 29 0 57 6:40 AM 0 18 10 0 4 2 0 0 0 0 0 0 1 0 42 0 77 6:45 AM 0 10 11 0 2 2 0 0 0 0 0 0 5 0 40 0 70 6:50 AM 0 4 9 0 4 3 0 0 0 0 0 0 8 0 34 0 62 6:55 AM 0 5 11 0 8 3 0 0 0 0 0 0 5 0 22 0 54 626 7:00 AM 0 7 6 0 7 5 0 0 0 0 0 0 2 0 20 0 47 644 7:05 AM 0 7 8 0 10 3 0 0 0 0 0 0 4 0 16 0 48 656 7:10 AM 0 5 9 0 13 2 0 0 0 0 0 0 1 0 11 0 41 656 7:15 AM 0 4 11 0 9 3 0 0 0 0 0 0 7 0 9 0 43 658 7:20 AM 0 5 10 0 5 5 0 0 0 0 0 0 10 0 16 0 51 663 7:25 AM 0 3 7 0 17 6 0 0 0 0 0 0 3 0 18 0 54 665 7:30 AM 0 12 9 0 9 1 0 0 0 0 0 0 6 0 17 0 54 658 7:35 AM 0 6 4 0 9 5 0 0 0 0 0 0 4 0 16 0 44 645 7:40 AM 0 6 7 0 9 5 0 0 0 0 0 0 8 0 15 0 50 618 7:45 AM 0 4 10 0 9 6 0 0 0 0 0 0 1 0 14 0 44 592 7:50 AM 0 11 11 0 15 4 0 0 0 0 0 0 7 0 16 0 64 594 7:55 AM 0 6 4 0 11 3 0 0 0 0 0 0 4 0 15 0 43 583 8:00 AM 0 4 7 0 20 4 0 0 0 0 0 0 4 0 12 0 51 587 8:05 AM 0 4 4 0 8 4 0 0 0 0 0 0 2 0 9 0 31 570 8:10 AM 0 1 9 0 8 2 0 0 0 0 0 0 3 0 7 0 30 559 8:15 AM 0 1 5 0 17 2 0 0 0 0 0 0 3 0 11 0 39 555 8:20 AM 0 4 8 0 8 1 0 0 0 0 0 0 2 0 4 0 27 531 8:25 AM 0 2 6 0 14 7 0 1 0 0 0 0 10 0 8 0 48 525 8:30 AM 0 2 5 0 10 4 0 0 0 0 0 0 9 0 7 0 37 508 8:35 AM 0 1 7 0 17 5 0 0 0 0 0 0 6 0 10 0 46 510 8:40 AM 0 6 12 0 8 3 0 0 0 0 0 0 3 0 18 0 50 510 8:45 AM 0 3 7 0 19 3 0 0 0 0 0 0 4 0 9 0 45 511 8:50 AM 0 5 6 0 16 1 0 0 0 0 0 0 5 0 10 0 43 490 8:55 AM 0 3 6 0 7 2 0 0 0 0 0 0 4 0 7 0 29 476 9:00 AM 0 5 8 0 1 3 0 0 0 0 0 0 6 0 10 0 33 458 9:05 AM 0 1 5 0 10 0 0 0 0 0 0 0 4 0 14 0 34 461 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 3 4 0 13 0 0 0 0 0 0 0 1 0 11 0 32 463 9:15 AM 0 2 6 0 5 2 0 0 0 0 0 0 3 0 4 0 22 446 9:20 AM 0 3 7 0 7 0 0 0 0 0 0 0 4 0 16 0 37 456 9:25 AM 0 3 10 0 9 2 0 0 0 0 0 0 5 0 8 0 37 445 9:30 AM 0 1 4 0 15 1 0 0 0 0 0 0 2 0 3 0 26 434 9:35 AM 0 1 12 0 10 3 0 0 0 0 0 0 4 0 9 0 39 427 9:40 AM 0 2 6 0 4 1 0 0 0 0 0 0 5 0 4 0 22 399 9:45 AM 0 1 3 0 9 0 0 0 0 0 0 0 7 0 8 0 28 382 9:50 AM 0 6 8 0 7 1 0 0 0 0 0 0 3 0 7 0 32 371 9:55 AM 0 3 3 0 12 5 0 0 0 0 0 0 7 0 16 0 46 388 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 128 120 0 40 28 0 0 0 0 0 0 56 0 464 0 836 Heavy Trucks 0 0 4 4 0 0 0 0 0 8 0 8 24 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 4 4 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Woodland Ave OR-219 QC JOB 15405712 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 212 45 15 4 193 316 24 19 392 196 0.85 301 223 3 72 435 0 1 28 60 29 Peak-Hour: 6:35 AM 7:35 AM Peak 15-Min: 6:35 AM 6:50 AM 2.8 2.2 0 25 2.6 6 0 5.3 9.2 7.1 6.3 6.3 0 22.2 8.5 0 0 64.3 28.3 62.1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Woodland Ave (Northbound) S Woodland Ave (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 0 3 0 13 0 0 0 3 18 0 0 3 10 1 0 51 6:05 AM 0 0 15 0 12 0 1 0 0 13 0 0 4 18 3 0 66 6:10 AM 2 0 8 0 12 0 1 1 1 13 0 0 4 18 1 0 61 6:15 AM 0 0 5 0 16 0 0 0 0 13 0 0 4 19 1 1 59 6:20 AM 0 0 6 0 8 0 2 0 1 12 0 0 3 19 2 2 55 6:25 AM 0 0 1 0 17 0 0 0 2 22 0 0 2 21 2 0 67 6:30 AM 0 0 1 0 13 0 1 0 1 22 1 0 2 23 2 0 66 6:35 AM 0 1 1 0 10 2 1 0 1 20 0 0 3 31 3 3 76 6:40 AM 0 0 1 0 17 0 2 0 3 16 0 0 6 47 1 2 95 6:45 AM 0 0 3 0 14 0 0 0 2 11 0 0 2 46 1 1 80 6:50 AM 0 0 3 0 13 0 2 0 1 13 0 0 5 28 3 1 69 6:55 AM 0 0 1 0 13 1 1 0 4 16 0 0 7 24 0 0 67 812 7:00 AM 0 0 4 0 15 0 0 0 1 13 0 0 5 20 3 5 66 827 7:05 AM 0 0 1 0 20 0 2 0 0 20 1 0 0 17 1 0 62 823 7:10 AM 0 0 2 0 13 1 1 0 3 22 0 0 3 7 0 1 53 815 7:15 AM 0 0 3 0 12 0 0 0 2 18 0 0 4 25 0 3 67 823 7:20 AM 0 0 3 0 26 0 2 0 3 15 1 0 9 20 1 1 81 849 7:25 AM 0 0 2 0 16 0 3 0 3 17 0 0 6 18 4 0 69 851 7:30 AM 0 0 4 0 23 0 1 1 1 15 1 0 3 18 2 2 71 856 7:35 AM 0 0 1 0 16 0 4 0 0 14 0 0 3 20 2 1 61 841 7:40 AM 0 0 2 0 22 0 1 0 3 13 1 0 4 16 1 1 64 810 7:45 AM 0 1 2 0 18 1 1 0 1 21 2 0 5 15 4 0 71 801 7:50 AM 1 0 2 0 10 0 1 0 3 19 1 0 9 18 3 2 69 801 7:55 AM 0 0 1 0 13 0 3 0 2 13 0 0 5 17 2 1 57 791 8:00 AM 1 1 0 0 16 0 2 0 3 27 1 0 3 9 2 2 67 792 8:05 AM 0 0 1 0 15 0 1 0 1 14 0 0 9 10 1 1 53 783 8:10 AM 0 0 1 0 13 0 0 0 3 14 0 0 6 12 1 3 53 783 8:15 AM 0 0 1 0 14 0 0 0 2 20 0 0 1 12 3 1 54 770 8:20 AM 0 1 1 0 19 0 1 0 0 18 0 0 2 9 1 4 56 745 8:25 AM 0 1 2 0 13 0 1 0 2 17 0 0 3 12 3 0 54 730 8:30 AM 0 0 5 0 14 1 1 0 0 13 0 0 3 12 4 4 57 716 8:35 AM 0 0 2 0 12 0 2 0 2 23 0 0 3 15 1 1 61 716 8:40 AM 0 0 4 0 16 0 3 0 2 11 0 0 4 19 7 4 70 722 8:45 AM 1 0 1 0 17 0 1 0 2 31 0 0 1 15 2 1 72 723 8:50 AM 0 0 7 0 13 2 1 0 6 15 2 0 2 10 3 1 62 716 8:55 AM 0 0 4 0 8 0 0 0 2 13 0 0 4 13 4 2 50 709 9:00 AM 2 2 4 0 18 0 2 0 1 10 1 0 1 21 5 1 68 710 9:05 AM 0 0 1 0 16 1 2 0 1 15 0 0 4 15 2 1 58 715 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 0 3 0 14 0 2 0 2 10 0 0 0 9 1 2 43 705 9:15 AM 0 0 2 0 16 0 0 0 2 11 0 0 3 8 1 2 45 696 9:20 AM 0 0 4 0 20 1 1 0 0 16 0 0 1 24 1 3 71 711 9:25 AM 0 0 1 0 15 1 0 0 5 14 0 0 3 12 1 0 52 709 9:30 AM 0 0 4 0 16 0 0 0 4 18 0 0 4 4 6 0 56 708 9:35 AM 1 1 3 0 22 1 0 0 2 18 1 0 2 16 4 2 73 720 9:40 AM 0 0 4 0 11 0 3 0 1 13 1 0 5 10 2 0 50 700 9:45 AM 0 0 2 0 15 0 0 0 4 14 0 0 3 18 4 3 63 691 9:50 AM 1 1 4 0 27 1 2 1 1 12 0 0 3 11 2 2 68 697 9:55 AM 0 0 4 0 17 0 0 0 1 12 0 0 7 21 6 0 68 715 5-Min Count Period Beginning At S Woodland Ave (Northbound) S Woodland Ave (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 4 20 0 164 8 12 0 24 188 0 0 44 496 20 24 1004 Heavy Trucks 0 0 8 0 0 0 0 4 0 4 16 0 32 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: I-5 SB Ramps OR-219 QC JOB 15405714 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 269 344 97 0 172 488 0 344 735 332 0.93 391 439 107 0 504 0 0 0 107 0 Peak-Hour: 6:40 AM 7:40 AM Peak 15-Min: 7:25 AM 7:40 AM 11.9 14 14.4 0 10.5 9.8 0 14 11.2 6 8.7 8.7 16.8 0 7.5 0 0 0 16.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At I-5 SB Ramps (Northbound) I-5 SB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 0 0 0 7 0 2 0 0 24 5 0 0 15 23 0 76 6:05 AM 0 0 0 0 5 0 6 0 0 26 14 0 0 24 27 0 102 6:10 AM 0 0 0 0 12 0 7 0 0 22 11 0 0 25 23 0 100 6:15 AM 0 0 0 0 5 0 6 0 0 29 6 0 0 24 26 0 96 6:20 AM 0 0 0 0 8 0 8 0 0 19 8 0 0 19 24 0 86 6:25 AM 0 0 0 0 8 0 7 0 0 24 11 0 0 27 20 0 97 6:30 AM 0 0 0 0 15 0 11 0 0 29 11 0 0 32 28 0 126 6:35 AM 0 0 0 0 9 0 8 0 0 26 5 0 0 41 36 0 125 6:40 AM 0 0 0 0 15 0 1 0 0 30 8 0 0 50 25 0 129 6:45 AM 0 0 0 0 19 0 8 0 0 27 6 0 0 55 19 0 134 6:50 AM 0 0 0 0 12 0 11 0 0 24 4 0 0 41 22 0 114 6:55 AM 0 0 0 0 19 0 7 0 0 24 8 0 0 35 26 0 119 1304 7:00 AM 0 0 0 0 13 0 7 0 0 24 11 0 0 27 22 0 104 1332 7:05 AM 0 0 0 0 8 0 13 0 0 32 7 0 0 23 33 0 116 1346 7:10 AM 0 0 0 0 15 0 6 0 0 26 14 0 0 13 31 0 105 1351 7:15 AM 0 0 0 0 8 0 9 0 0 26 11 0 0 35 24 0 113 1368 7:20 AM 0 0 0 0 14 0 7 0 0 30 11 0 0 32 29 0 123 1405 7:25 AM 0 0 0 0 13 0 8 0 0 33 7 0 0 25 29 0 115 1423 7:30 AM 0 0 0 0 18 0 10 0 0 34 9 0 0 21 34 0 126 1423 7:35 AM 0 0 0 0 18 0 10 0 0 22 11 0 0 34 50 0 145 1443 7:40 AM 0 0 0 0 11 0 10 0 0 20 15 0 0 25 34 0 115 1429 7:45 AM 0 0 0 0 23 0 7 0 0 31 11 0 0 30 20 0 122 1417 7:50 AM 0 0 0 0 19 0 13 0 0 27 8 0 0 35 15 0 117 1420 7:55 AM 0 0 0 0 15 0 6 0 0 23 6 0 0 25 25 0 100 1401 8:00 AM 0 0 0 0 18 0 8 0 0 31 10 0 0 19 23 0 109 1406 8:05 AM 0 0 0 0 16 0 9 0 0 18 15 0 0 23 26 0 107 1397 8:10 AM 0 0 0 0 20 0 13 0 0 19 11 0 0 20 19 0 102 1394 8:15 AM 0 0 0 0 15 0 7 0 0 28 7 0 0 22 29 0 108 1389 8:20 AM 0 0 0 0 14 0 10 0 0 30 11 0 0 17 23 0 105 1371 8:25 AM 0 0 0 0 20 0 6 0 0 20 11 0 0 17 27 1 102 1358 8:30 AM 0 0 0 0 19 0 7 0 0 22 14 0 0 25 32 0 119 1351 8:35 AM 0 0 0 0 20 0 11 0 0 30 9 0 0 22 29 0 121 1327 8:40 AM 0 0 0 0 18 0 10 0 0 19 15 0 0 32 33 0 127 1339 8:45 AM 0 0 0 0 21 0 9 0 0 36 15 0 0 23 15 0 119 1336 8:50 AM 0 0 0 0 20 0 9 0 0 26 10 0 0 19 25 0 109 1328 8:55 AM 0 0 0 0 14 0 8 0 0 24 6 0 0 38 18 0 108 1336 9:00 AM 0 0 0 0 15 0 10 0 0 22 6 0 0 18 21 0 92 1319 9:05 AM 0 0 0 0 19 0 12 0 0 28 6 0 0 19 18 0 102 1314 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 0 0 0 21 0 7 0 0 21 11 0 0 20 25 0 105 1317 9:15 AM 0 0 0 0 25 0 9 0 0 16 11 0 0 24 23 0 108 1317 9:20 AM 0 0 0 0 20 0 11 0 0 30 13 0 0 26 25 0 125 1337 9:25 AM 0 0 0 0 17 0 4 0 0 21 8 0 0 20 18 0 88 1323 9:30 AM 0 0 0 0 20 0 12 0 0 27 8 0 0 23 19 0 109 1313 9:35 AM 0 0 0 0 17 0 9 0 0 37 8 0 0 36 23 0 130 1322 9:40 AM 0 0 0 0 14 0 16 0 0 25 7 0 0 27 17 0 106 1301 9:45 AM 0 0 0 0 31 0 13 0 0 25 8 0 0 27 19 0 123 1305 9:50 AM 0 0 0 0 26 0 12 0 0 36 7 0 0 26 22 0 129 1325 9:55 AM 0 0 0 0 23 0 15 0 0 27 9 0 0 39 19 0 132 1349 5-Min Count Period Beginning At I-5 SB Ramps (Northbound) I-5 SB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 196 0 112 0 0 356 108 0 0 320 452 0 1544 Heavy Trucks 0 0 0 24 0 12 0 24 16 0 36 56 168 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: I-5 NB Ramps OR-219 QC JOB 15405716 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 0 522 0 0 0 732 0 522 1078 338 0.92 556 512 174 0 793 176 0 455 174 631 Peak-Hour: 6:40 AM 7:40 AM Peak 15-Min: 6:40 AM 6:55 AM 0 1.7 0 0 0 11.1 0 1.7 7.3 8.6 12.6 7.6 5.7 0 5.4 6.3 0 3.1 5.7 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At I-5 NB Ramps (Northbound) I-5 NB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 7 0 23 0 0 0 0 0 0 19 14 0 0 29 53 1 146 6:05 AM 4 0 21 0 0 0 0 0 0 15 14 0 0 47 53 0 154 6:10 AM 11 0 23 0 0 0 0 0 0 14 19 0 0 38 47 0 152 6:15 AM 12 0 20 0 0 0 0 0 0 15 21 0 0 42 40 0 150 6:20 AM 8 0 23 0 0 0 0 0 0 14 11 0 0 35 55 0 146 6:25 AM 15 0 34 0 0 0 0 0 0 14 16 0 0 30 48 0 157 6:30 AM 14 0 31 0 0 0 0 0 0 30 14 0 0 49 44 0 182 6:35 AM 19 0 33 0 0 0 0 0 0 24 13 0 0 57 37 0 183 6:40 AM 25 0 43 0 0 0 0 0 0 27 18 0 0 51 49 0 213 6:45 AM 32 0 46 0 0 0 0 0 0 23 13 0 0 35 44 0 193 6:50 AM 20 0 49 0 0 0 0 0 0 33 13 0 0 45 38 0 198 6:55 AM 22 0 30 0 0 0 0 0 0 30 14 0 0 38 41 0 175 2049 7:00 AM 10 0 36 0 0 0 0 0 0 25 11 0 0 40 50 0 172 2075 7:05 AM 6 0 27 0 0 0 0 0 0 26 14 0 0 51 43 0 167 2088 7:10 AM 9 0 37 0 0 0 0 0 0 23 19 0 0 29 44 0 161 2097 7:15 AM 9 0 25 0 0 0 0 0 0 21 10 0 0 52 38 0 155 2102 7:20 AM 14 0 41 0 0 0 0 0 0 28 18 0 0 49 36 0 186 2142 7:25 AM 6 0 47 0 0 0 0 0 0 32 19 0 0 50 44 0 198 2183 7:30 AM 9 0 34 0 0 0 0 0 0 37 17 0 0 48 42 0 187 2188 7:35 AM 14 0 40 0 0 0 0 0 0 33 8 0 0 68 53 0 216 2221 7:40 AM 11 0 36 0 0 0 0 0 0 23 5 0 0 50 32 0 157 2165 7:45 AM 15 0 54 0 0 0 0 0 0 36 16 0 0 34 38 0 193 2165 7:50 AM 15 0 36 0 0 0 0 0 0 37 9 0 0 38 35 0 170 2137 7:55 AM 8 0 36 0 0 0 0 0 0 35 4 0 0 42 30 0 155 2117 8:00 AM 5 0 31 0 0 0 0 0 0 36 10 0 0 39 32 0 153 2098 8:05 AM 7 0 40 0 0 0 0 0 0 26 6 0 0 37 36 0 152 2083 8:10 AM 7 0 29 0 0 0 0 0 0 36 7 0 0 34 33 0 146 2068 8:15 AM 6 0 29 0 0 0 0 0 0 33 10 0 0 45 34 1 158 2071 8:20 AM 9 0 33 0 0 0 0 0 0 29 15 0 0 34 25 0 145 2030 8:25 AM 4 0 32 0 0 0 0 0 0 35 4 0 0 42 28 0 145 1977 8:30 AM 9 0 33 0 0 0 0 0 0 33 11 0 0 50 15 0 151 1941 8:35 AM 12 0 24 0 0 0 0 0 0 41 10 0 0 38 27 0 152 1877 8:40 AM 5 0 19 0 0 0 0 0 0 31 7 0 0 60 31 0 153 1873 8:45 AM 5 0 31 0 0 0 0 0 0 41 14 0 0 33 26 0 150 1830 8:50 AM 9 0 29 0 0 0 0 0 0 43 5 0 0 37 12 0 135 1795 8:55 AM 11 0 30 0 0 0 0 0 0 32 6 0 0 39 19 0 137 1777 9:00 AM 8 0 27 0 0 0 0 0 0 22 11 0 0 35 21 0 124 1748 9:05 AM 7 0 21 0 0 0 0 0 0 32 14 0 0 30 23 0 127 1723 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 5 0 21 0 0 0 0 0 0 36 5 0 0 37 25 0 129 1706 9:15 AM 11 0 25 0 0 0 0 0 0 28 8 0 0 36 29 0 137 1685 9:20 AM 10 0 19 0 0 0 0 0 0 39 10 0 0 41 17 0 136 1676 9:25 AM 6 0 28 0 0 0 0 0 0 35 7 0 0 33 28 0 137 1668 9:30 AM 9 0 31 0 0 0 0 0 0 36 13 0 0 32 22 0 143 1660 9:35 AM 15 0 24 0 0 0 0 0 0 39 12 0 0 45 35 0 170 1678 9:40 AM 11 0 32 0 0 0 0 0 0 31 6 0 0 30 25 0 135 1660 9:45 AM 14 0 36 0 0 0 0 0 0 43 12 0 0 40 17 0 162 1672 9:50 AM 10 0 37 0 0 0 0 0 0 47 5 0 0 33 24 0 156 1693 9:55 AM 11 0 24 0 0 0 0 0 0 51 6 0 0 49 24 0 165 1721 5-Min Count Period Beginning At I-5 NB Ramps (Northbound) I-5 NB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 308 0 552 0 0 0 0 0 0 332 176 0 0 524 524 0 2416 Heavy Trucks 12 0 20 0 0 0 0 24 8 0 64 16 144 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd OR 214 QC JOB 15462405 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 53 80 28 15 10 937 86 12 687 684 0.93 572 819 49 103 818 300 19 119 162 438 Peak-Hour: 7:05 AM 8:05 AM Peak 15-Min: 7:45 AM 8:00 AM 11.3 5 17.9 6.7 0 9.5 2.3 0 10.8 10.8 11.5 10.4 18.4 7.8 10.3 6 10.5 8.4 11.1 6.8 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 26 0 5 0 1 0 1 0 2 37 4 2 5 51 0 0 134 6:05 AM 26 1 4 0 0 1 4 0 4 29 2 5 4 37 2 1 120 6:10 AM 19 0 3 0 2 0 2 0 2 22 0 3 6 53 1 0 113 6:15 AM 19 0 6 0 0 0 2 1 6 30 2 3 4 50 2 0 125 6:20 AM 24 0 5 0 2 2 4 0 2 37 1 4 7 50 2 0 140 6:25 AM 31 1 8 0 1 2 2 0 2 37 0 4 0 56 0 1 145 6:30 AM 32 0 6 0 0 0 1 0 2 46 1 4 3 52 3 1 151 6:35 AM 23 0 5 0 2 1 2 0 0 41 2 4 3 45 2 1 131 6:40 AM 23 0 5 0 1 0 1 0 3 51 2 3 11 63 2 0 165 6:45 AM 24 1 8 0 0 0 3 0 1 59 2 1 5 51 1 1 157 6:50 AM 29 0 10 0 1 1 1 0 1 55 3 0 5 42 2 0 150 6:55 AM 24 4 4 0 1 0 1 0 2 62 4 3 7 46 1 1 160 1691 7:00 AM 24 0 6 0 0 3 0 0 1 51 4 1 3 46 0 0 139 1696 7:05 AM 22 1 11 0 0 2 3 0 1 63 3 2 8 45 1 1 163 1739 7:10 AM 32 0 13 0 1 2 1 0 2 56 6 3 4 48 2 0 170 1796 7:15 AM 22 1 10 0 0 1 2 0 3 58 3 4 11 54 2 1 172 1843 7:20 AM 25 2 9 0 1 1 3 0 5 53 2 3 5 38 0 0 147 1850 7:25 AM 19 1 6 0 1 3 1 0 3 61 5 6 5 54 1 0 166 1871 7:30 AM 23 2 10 0 2 0 0 0 1 45 1 4 8 63 2 0 161 1881 7:35 AM 35 0 13 0 1 2 2 0 3 50 1 1 6 50 0 0 164 1914 7:40 AM 17 2 10 0 1 1 3 0 4 65 7 4 9 46 1 1 171 1920 7:45 AM 34 2 13 0 0 2 3 0 10 67 3 2 3 45 0 0 184 1947 7:50 AM 22 3 7 0 0 0 0 0 5 69 5 2 15 33 0 2 163 1960 7:55 AM 23 1 8 0 1 1 5 0 9 65 10 2 12 50 1 0 188 1988 8:00 AM 26 4 9 0 2 0 5 0 3 32 3 4 12 46 2 0 148 1997 8:05 AM 22 0 7 0 1 2 6 0 2 50 4 5 8 32 2 0 141 1975 8:10 AM 20 1 11 0 0 2 4 0 3 40 1 0 6 49 1 0 138 1943 8:15 AM 17 2 6 0 0 2 6 0 3 36 4 4 2 47 0 0 129 1900 8:20 AM 15 3 11 0 0 0 3 0 3 54 5 5 7 45 1 1 153 1906 8:25 AM 17 1 3 0 0 0 1 0 2 34 9 2 9 35 2 1 116 1856 8:30 AM 20 0 10 0 1 0 5 0 5 35 7 4 14 33 1 0 135 1830 8:35 AM 25 1 12 0 0 0 3 0 7 40 2 1 7 40 1 1 140 1806 8:40 AM 21 0 12 0 0 0 4 0 5 43 3 4 12 41 2 1 148 1783 8:45 AM 16 1 9 0 2 2 1 0 8 37 6 3 6 41 1 0 133 1732 8:50 AM 22 4 6 0 1 1 6 0 2 39 6 2 11 31 2 0 133 1702 8:55 AM 19 1 11 0 1 0 2 0 6 36 3 1 13 25 4 1 123 1637 9:00 AM 13 4 3 0 0 0 2 0 4 48 3 1 7 36 2 0 123 1612 9:05 AM 18 1 5 0 2 0 1 0 2 28 6 2 10 39 1 1 116 1587 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 16 1 12 0 1 5 3 0 4 36 2 4 7 41 0 0 132 1581 9:15 AM 7 3 6 0 1 0 3 0 0 30 3 1 13 27 1 0 95 1547 9:20 AM 11 1 6 0 1 1 0 0 1 36 5 1 13 61 1 0 138 1532 9:25 AM 22 2 10 0 2 1 1 0 2 32 4 3 7 31 0 0 117 1533 9:30 AM 23 1 8 0 4 3 5 0 1 42 7 4 5 37 1 0 141 1539 9:35 AM 14 1 9 0 1 3 4 0 11 40 2 2 11 36 1 0 135 1534 9:40 AM 24 0 11 0 3 3 6 0 4 54 4 4 6 46 2 0 167 1553 9:45 AM 22 1 9 0 2 3 2 0 5 33 1 0 7 32 0 1 118 1538 9:50 AM 10 3 9 0 2 0 3 0 4 49 4 2 13 36 0 1 136 1541 9:55 AM 13 2 14 0 1 3 3 0 5 44 3 2 10 44 1 0 145 1563 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 316 24 112 0 4 12 32 0 96 804 72 24 120 512 4 8 2140 Heavy Trucks 36 4 8 0 0 12 4 72 12 8 72 0 228 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:17 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Country Club Rd/Oregon Wy Newberg Hwy QC JOB 15702403 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 61 0.66 45 56 3 2 784 29 13 732 0.89 804 0.91 719 0.92 839 6 0 814 6 6 8 0.45 9 20 Peak-Hour: 6:50 AM 7:50 AM Peak 15-Min: 7:10 AM 7:25 AM 0 2.2 0 0 0 10.5 3.4 0 11.2 6.5 11.4 6.3 0 0 6.4 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Country Club Rd/Oregon Wy (Northbound) Country Club Rd/Oregon Wy (Southbound) Newberg Hwy (Eastbound) Newberg Hwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 0 0 0 0 0 0 0 0 34 1 0 0 53 0 0 88 6:05 AM 0 0 1 0 0 0 6 0 1 26 0 0 0 51 0 0 85 6:10 AM 0 0 0 0 0 0 2 0 0 23 0 0 1 60 0 0 86 6:15 AM 0 0 0 0 1 0 1 0 1 25 0 0 0 55 2 0 85 6:20 AM 1 0 0 0 0 1 3 0 0 36 0 0 0 47 0 0 88 6:25 AM 0 0 1 0 0 0 2 0 0 40 0 1 0 63 0 0 107 6:30 AM 1 0 1 0 0 0 4 0 1 33 0 0 0 63 1 0 104 6:35 AM 0 0 0 0 0 0 5 0 0 49 1 0 1 67 0 0 123 6:40 AM 1 0 0 0 0 0 4 0 0 46 0 0 0 70 0 0 121 6:45 AM 0 1 1 0 0 0 3 0 0 69 0 0 0 49 1 0 124 6:50 AM 1 0 0 0 0 0 3 0 3 81 1 1 0 62 3 0 155 6:55 AM 0 0 0 0 0 0 1 0 1 62 1 0 0 56 0 0 121 1287 7:00 AM 1 0 0 0 0 0 5 0 3 63 0 0 0 48 1 0 121 1320 7:05 AM 0 1 1 0 0 0 4 0 1 52 1 0 0 55 0 0 115 1350 7:10 AM 0 0 0 0 0 0 1 0 3 78 1 0 0 70 0 0 153 1417 7:15 AM 1 1 1 0 0 0 6 0 0 62 0 0 0 59 1 0 131 1463 7:20 AM 0 0 0 0 0 1 9 0 2 89 0 0 0 69 1 0 171 1546 7:25 AM 1 0 0 0 1 0 6 0 0 70 0 0 0 63 1 0 142 1581 7:30 AM 2 1 1 0 0 0 3 0 1 62 0 0 0 66 0 0 136 1613 7:35 AM 0 1 2 0 0 1 5 0 4 62 1 1 0 50 2 0 129 1619 7:40 AM 0 2 2 0 0 0 8 0 3 61 0 0 0 64 0 0 140 1638 7:45 AM 0 0 1 0 1 1 5 0 5 62 1 1 0 57 4 0 138 1652 7:50 AM 0 0 0 0 3 1 3 0 4 61 0 1 1 41 0 0 115 1612 7:55 AM 0 1 0 0 5 0 2 0 4 65 2 0 0 47 3 0 129 1620 8:00 AM 0 0 0 0 4 3 2 0 3 44 2 1 0 42 2 0 103 1602 8:05 AM 0 0 1 0 3 2 5 0 1 31 0 1 0 58 1 0 103 1590 8:10 AM 1 1 0 0 1 0 9 0 6 42 4 1 0 53 1 0 119 1556 8:15 AM 1 1 0 0 1 1 5 0 1 44 0 0 1 37 4 0 96 1521 8:20 AM 2 0 1 0 2 0 8 0 1 30 1 0 0 48 0 0 93 1443 8:25 AM 0 1 0 0 0 1 4 0 4 48 0 0 0 46 1 0 105 1406 8:30 AM 0 2 0 0 1 1 5 0 2 45 0 0 1 62 1 0 120 1390 8:35 AM 0 1 0 0 3 1 6 0 4 47 1 0 1 41 2 0 107 1368 8:40 AM 1 1 0 0 0 1 5 0 1 43 2 2 1 46 1 0 104 1332 8:45 AM 0 1 0 0 2 0 4 0 2 50 1 1 0 42 5 0 108 1302 8:50 AM 0 1 1 0 2 0 5 0 1 48 2 1 0 48 5 0 114 1301 8:55 AM 1 3 1 0 2 0 3 0 1 43 0 1 0 43 1 0 99 1271 9:00 AM 0 4 0 0 1 1 9 0 10 35 4 0 1 45 2 0 112 1280 9:05 AM 1 2 1 0 1 2 10 0 4 47 1 0 0 53 3 0 125 1302 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 3 1 0 2 1 5 0 4 59 0 0 0 49 3 0 127 1310 9:15 AM 0 3 0 0 3 0 6 0 4 55 2 0 1 50 2 0 126 1340 9:20 AM 1 1 0 0 2 1 7 0 3 51 3 0 1 58 2 0 130 1377 9:25 AM 0 2 0 0 3 1 4 0 3 41 1 1 0 46 1 0 103 1375 9:30 AM 0 0 0 0 3 0 8 0 7 56 1 0 0 59 3 0 137 1392 9:35 AM 1 2 0 0 3 1 9 0 4 62 0 0 1 65 4 0 152 1437 9:40 AM 1 1 1 0 4 1 8 0 6 51 0 0 0 48 4 0 125 1458 9:45 AM 1 3 0 0 6 5 7 0 2 43 0 3 1 50 4 0 125 1475 9:50 AM 0 1 0 0 4 2 8 0 7 46 2 1 1 60 10 0 142 1503 9:55 AM 2 0 3 0 8 2 9 0 1 59 3 2 0 40 6 0 135 1539 5-Min Count Period Beginning At Country Club Rd/Oregon Wy (Northbound) Country Club Rd/Oregon Wy (Southbound) Newberg Hwy (Eastbound) Newberg Hwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 4 4 4 0 0 4 64 0 20 916 4 0 0 792 8 0 1820 Heavy Trucks 0 0 0 0 0 0 0 60 0 0 88 0 148 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 2/17/2022 11:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Boones Ferry Rd/N Settlemier Ave OR 214 QC JOB 15462407 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 302 297 112 131 59 638 115 50 375 481 0.92 286 760 164 39 596 240 132 56 334 428 Peak-Hour: 7:05 AM 8:05 AM Peak 15-Min: 7:40 AM 7:55 AM 11.3 4 15.2 8.4 10.2 14.1 4.3 4 17.1 14.6 19.2 11.1 5.5 17.9 14.1 7.5 3.8 14.3 8.1 7.2 8 2 0 0 0 0 1 0 0 0 0 0 0 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At N Boones Ferry Rd/N Settlemier Ave (Northbound) N Boones Ferry Rd/N Settlemier Ave (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 23 7 3 0 2 4 6 0 2 28 13 0 4 16 0 0 108 6:05 AM 21 9 4 0 0 2 3 0 3 23 7 0 1 20 3 0 96 6:10 AM 19 7 0 0 1 3 2 0 0 22 4 0 0 33 0 0 91 6:15 AM 22 5 0 0 0 2 5 0 4 19 8 0 2 32 2 0 101 6:20 AM 20 3 3 0 1 5 8 0 5 27 4 0 2 18 4 0 100 6:25 AM 26 6 2 0 1 1 5 0 5 42 9 0 1 28 0 0 126 6:30 AM 28 17 3 0 3 3 7 0 4 36 8 0 2 22 1 0 134 6:35 AM 33 15 3 0 1 4 2 0 4 28 10 0 2 19 5 0 126 6:40 AM 25 7 5 0 3 4 4 0 14 35 15 0 4 37 6 0 159 6:45 AM 23 12 6 0 1 4 3 0 6 40 12 0 6 33 4 0 150 6:50 AM 24 10 4 0 5 0 5 0 7 39 18 0 1 16 2 0 131 6:55 AM 20 14 4 0 3 7 4 0 9 47 15 0 2 22 4 0 151 1473 7:00 AM 17 14 2 0 3 12 4 0 10 38 16 0 3 26 6 0 151 1516 7:05 AM 22 13 2 0 3 11 6 0 12 36 13 0 6 19 3 0 146 1566 7:10 AM 26 5 1 0 3 9 8 0 3 33 20 0 6 28 5 0 147 1622 7:15 AM 15 4 6 0 4 11 11 0 13 37 20 0 1 17 4 0 143 1664 7:20 AM 13 9 4 0 1 11 10 0 5 48 10 0 0 26 2 0 139 1703 7:25 AM 26 11 4 0 11 9 12 0 7 37 19 0 3 26 2 0 167 1744 7:30 AM 14 16 6 0 1 13 9 0 7 35 13 0 4 31 5 0 154 1764 7:35 AM 17 14 2 0 3 11 8 0 4 41 12 0 2 20 4 0 138 1776 7:40 AM 24 14 4 0 8 18 10 0 17 33 11 0 3 25 4 0 171 1788 7:45 AM 17 13 8 0 4 13 9 0 12 41 12 0 6 23 4 0 162 1800 7:50 AM 26 9 5 0 6 8 8 0 10 55 14 0 2 24 5 0 172 1841 7:55 AM 15 14 8 0 3 11 10 0 18 51 14 0 2 22 3 0 171 1861 8:00 AM 25 10 6 0 12 6 11 0 7 34 6 0 4 25 9 0 155 1865 8:05 AM 19 14 6 0 3 7 4 0 10 31 10 0 4 12 3 0 123 1842 8:10 AM 16 7 8 0 9 14 12 0 4 32 9 0 1 24 5 0 141 1836 8:15 AM 23 10 4 0 9 8 10 0 10 28 12 0 3 26 3 0 146 1839 8:20 AM 6 11 9 0 8 11 3 0 10 30 4 0 6 28 6 0 132 1832 8:25 AM 19 12 7 0 17 12 7 0 2 29 5 0 3 30 7 0 150 1815 8:30 AM 6 6 6 0 4 9 12 0 4 27 16 0 9 22 4 0 125 1786 8:35 AM 18 12 12 0 5 9 7 0 7 25 11 0 2 29 9 0 146 1794 8:40 AM 9 10 8 0 9 11 8 0 10 31 13 0 5 29 7 0 150 1773 8:45 AM 20 6 9 0 7 4 7 0 1 40 8 0 4 29 5 0 140 1751 8:50 AM 6 5 4 0 13 6 7 0 6 24 12 0 3 26 2 0 114 1693 8:55 AM 13 8 5 0 4 5 6 0 3 26 9 0 2 25 1 0 107 1629 9:00 AM 6 6 1 0 2 1 7 0 5 35 12 0 2 25 0 0 102 1576 Page 1 of 2 ---PAGE BREAK--- 9:05 AM 14 4 8 0 6 4 4 0 2 29 4 0 3 35 1 0 114 1567 9:10 AM 10 6 5 0 11 7 6 0 5 27 4 0 1 23 4 0 109 1535 9:15 AM 13 5 4 0 5 5 5 0 4 25 11 0 2 31 3 0 113 1502 9:20 AM 11 3 3 0 5 8 6 0 3 33 11 0 5 43 2 0 133 1503 9:25 AM 14 4 1 0 5 2 2 0 2 25 4 0 6 29 2 0 96 1449 9:30 AM 11 5 1 0 7 6 3 0 3 34 10 0 1 20 5 0 106 1430 9:35 AM 10 5 4 0 6 3 5 0 7 28 6 0 7 40 6 0 127 1411 9:40 AM 13 2 3 0 9 2 6 0 11 43 11 0 1 34 0 0 135 1396 9:45 AM 11 12 5 0 7 7 3 0 3 37 12 0 4 35 2 0 138 1394 9:50 AM 16 7 8 0 7 9 7 0 4 42 12 0 3 25 5 0 145 1425 9:55 AM 18 3 6 0 5 3 4 0 7 39 9 0 3 46 6 0 149 1467 5-Min Count Period Beginning At N Boones Ferry Rd/N Settlemier Ave (Northbound) N Boones Ferry Rd/N Settlemier Ave (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 268 144 68 0 72 156 108 0 156 516 148 0 44 288 52 0 2020 Heavy Trucks 20 4 4 4 0 36 8 64 8 8 64 0 220 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 4 0 0 0 0 0 0 0 0 4 Scooters Comments: Report generated on 4/1/2022 12:17 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: OR 99E OR 214 QC JOB 15462409 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 390 640 93 246 51 422 124 67 378 156 0.91 201 352 72 110 268 128 449 61 428 638 Peak-Hour: 7:10 AM 8:10 AM Peak 15-Min: 7:40 AM 7:55 AM 16.7 12.7 16.1 16.3 19.6 14.2 10.5 9 15.1 21.2 15.9 17.6 22.2 17.3 22 10.2 13.8 26.2 17.5 14.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At OR 99E (Northbound) OR 99E (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 2 44 9 0 1 18 4 0 11 8 5 0 4 5 3 0 114 6:05 AM 3 34 10 0 1 15 7 0 9 12 4 0 0 16 6 0 117 6:10 AM 2 43 13 0 3 11 2 0 10 13 3 0 5 10 6 0 121 6:15 AM 5 46 5 0 2 7 3 0 7 18 4 0 2 17 8 0 124 6:20 AM 4 29 4 0 1 17 5 0 11 12 2 0 2 20 4 0 111 6:25 AM 5 41 10 0 5 19 3 0 13 21 5 0 1 15 5 0 143 6:30 AM 2 40 8 0 4 13 8 0 9 17 7 0 7 12 10 0 137 6:35 AM 2 56 3 0 2 17 8 0 7 22 6 0 5 20 6 0 154 6:40 AM 1 50 10 0 8 29 5 0 8 9 2 0 4 12 7 0 145 6:45 AM 10 35 7 0 5 24 5 0 15 22 1 0 8 20 8 0 160 6:50 AM 9 42 6 0 6 24 10 0 16 15 3 0 6 13 8 0 158 6:55 AM 6 44 8 0 6 14 2 0 7 13 3 0 4 11 7 0 125 1609 7:00 AM 12 28 4 0 7 19 10 0 8 20 9 0 5 16 13 0 151 1646 7:05 AM 8 42 6 0 3 14 5 0 10 12 2 0 5 14 7 0 128 1657 7:10 AM 7 41 4 0 3 17 7 0 9 14 3 0 3 12 2 0 122 1658 7:15 AM 6 29 7 0 6 16 6 0 15 12 4 0 15 12 9 0 137 1671 7:20 AM 10 37 5 0 5 30 12 0 11 17 4 0 6 11 5 0 153 1713 7:25 AM 13 34 4 0 7 20 11 0 14 17 3 0 8 13 7 0 151 1721 7:30 AM 8 45 5 0 3 20 6 0 11 20 5 0 9 22 0 0 154 1738 7:35 AM 6 28 7 0 9 22 9 0 5 10 4 0 7 15 6 0 128 1712 7:40 AM 11 42 3 0 0 20 5 0 13 15 4 0 11 21 8 0 153 1720 7:45 AM 11 42 5 0 6 23 8 0 7 16 9 0 7 25 7 0 166 1726 7:50 AM 17 45 11 0 1 22 12 0 7 7 9 0 10 19 6 0 166 1734 7:55 AM 15 39 1 0 4 26 5 0 14 7 7 0 6 14 3 0 141 1750 8:00 AM 11 33 4 0 2 17 6 0 11 12 8 0 15 18 7 0 144 1743 8:05 AM 13 34 5 0 5 13 6 0 7 9 12 0 13 19 7 0 143 1758 8:10 AM 5 31 3 0 1 16 10 1 8 13 6 0 6 12 4 0 116 1752 8:15 AM 7 15 7 0 9 18 9 0 8 18 8 0 3 19 4 0 125 1740 8:20 AM 11 39 6 0 5 11 5 0 7 12 6 0 11 22 4 0 139 1726 8:25 AM 13 23 4 0 5 14 8 0 9 6 10 0 11 15 5 0 123 1698 8:30 AM 12 28 7 0 3 24 10 0 8 8 10 0 13 10 4 0 137 1681 8:35 AM 15 22 5 0 6 22 5 0 9 15 9 0 11 13 8 0 140 1693 8:40 AM 5 24 5 0 3 25 10 0 8 14 11 0 8 14 6 0 133 1673 8:45 AM 12 17 9 0 4 11 9 0 9 13 18 0 11 13 5 0 131 1638 8:50 AM 7 28 7 0 4 30 9 0 12 7 7 0 12 15 1 0 139 1611 8:55 AM 9 19 4 0 5 19 5 0 9 13 10 0 10 18 4 0 125 1595 9:00 AM 14 30 9 0 4 21 11 0 5 7 11 0 6 21 5 0 144 1595 9:05 AM 13 22 8 0 7 23 9 0 8 16 11 0 13 18 5 0 153 1605 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 17 24 2 0 4 18 10 0 12 11 12 0 9 15 2 0 136 1625 9:15 AM 12 29 8 0 3 19 14 0 6 18 12 0 6 8 6 0 141 1641 9:20 AM 17 20 5 0 6 22 9 0 7 16 16 0 1 10 1 0 130 1632 9:25 AM 12 28 2 0 6 26 13 0 5 12 16 0 15 14 5 0 154 1663 9:30 AM 13 22 4 0 4 18 8 0 11 17 7 0 9 16 4 0 133 1659 9:35 AM 15 17 4 0 5 23 17 0 6 11 13 0 7 21 5 0 144 1663 9:40 AM 19 29 6 0 5 13 10 0 5 19 22 0 5 9 5 0 147 1677 9:45 AM 10 18 3 0 8 23 12 0 14 25 15 0 9 17 5 0 159 1705 9:50 AM 17 25 4 0 2 26 15 1 6 19 16 0 9 17 9 0 166 1732 9:55 AM 9 14 2 0 5 30 12 0 13 19 12 0 11 10 4 0 141 1748 5-Min Count Period Beginning At OR 99E (Northbound) OR 99E (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 156 516 76 0 28 260 100 0 108 152 88 0 112 260 84 0 1940 Heavy Trucks 4 76 28 4 72 12 8 32 20 20 36 8 320 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:17 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd Stacy Allison Wy QC JOB 15702405 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 94 390 22 72 0 39 70 5 6 3 0.95 0 89 16 1 5 17 315 2 89 334 Peak-Hour: 7:00 AM 8:00 AM Peak 15-Min: 7:05 AM 7:20 AM 5.3 4.9 18.2 1.4 0 10.3 18.6 0 0 0 0 16.9 12.5 0 0 0 1.9 0 3.4 1.8 1 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 1 11 0 0 1 4 2 0 2 0 0 0 0 0 0 0 21 6:05 AM 2 13 0 0 1 3 1 0 4 0 1 0 0 0 0 0 25 6:10 AM 1 13 0 0 0 2 0 0 2 1 0 0 0 0 0 0 19 6:15 AM 1 24 0 0 0 2 0 0 2 0 0 0 0 0 0 0 29 6:20 AM 0 24 0 0 0 5 2 0 4 0 0 0 1 0 1 0 37 6:25 AM 1 22 0 0 0 1 1 0 4 0 2 0 0 0 1 0 32 6:30 AM 1 36 0 0 0 3 3 0 3 0 0 0 1 0 0 0 47 6:35 AM 2 29 0 0 0 5 2 0 1 0 0 0 0 0 0 0 39 6:40 AM 1 26 0 0 0 3 1 0 9 0 2 0 0 0 0 0 42 6:45 AM 0 31 1 0 0 7 0 0 6 0 1 0 0 0 0 0 46 6:50 AM 0 19 0 0 0 6 4 0 5 1 0 0 0 1 0 0 36 6:55 AM 0 21 0 0 0 11 2 0 8 0 2 0 0 0 0 0 44 417 7:00 AM 2 29 0 0 0 3 3 0 6 0 1 0 0 0 0 0 44 440 7:05 AM 4 26 0 0 0 2 1 0 9 1 1 0 0 0 1 0 45 460 7:10 AM 1 24 0 0 0 12 1 0 6 0 2 0 0 0 1 0 47 488 7:15 AM 2 24 0 0 0 11 1 0 5 0 2 0 0 0 1 0 46 505 7:20 AM 0 26 0 0 0 4 0 0 5 1 2 0 0 0 1 0 39 507 7:25 AM 1 30 0 0 0 5 0 0 6 0 0 0 0 0 0 0 42 517 7:30 AM 2 28 0 0 0 8 2 0 6 0 0 0 0 0 0 0 46 516 7:35 AM 1 36 0 0 0 3 1 0 6 0 1 0 0 0 0 0 48 525 7:40 AM 1 24 0 0 0 4 4 0 6 1 2 0 1 0 0 0 43 526 7:45 AM 1 31 0 0 0 8 1 0 3 0 2 0 0 0 1 0 47 527 7:50 AM 1 21 2 0 0 5 2 0 8 0 1 0 0 0 0 0 40 531 7:55 AM 1 16 0 0 0 7 6 0 4 0 2 0 0 0 0 0 36 523 8:00 AM 1 18 0 0 0 5 3 0 7 0 1 0 0 0 0 0 35 514 8:05 AM 3 18 0 0 0 3 4 0 4 0 0 0 0 0 0 0 32 501 8:10 AM 1 22 0 0 0 5 4 0 7 0 2 0 0 0 0 0 41 495 8:15 AM 2 12 0 0 0 1 0 0 7 0 1 0 0 0 0 0 23 472 8:20 AM 2 11 0 0 0 4 5 0 12 0 0 0 0 0 1 0 35 468 8:25 AM 1 12 0 0 0 1 4 0 5 0 1 0 0 0 0 0 24 450 8:30 AM 2 16 0 0 0 1 4 0 9 0 1 0 1 0 0 0 34 438 8:35 AM 0 17 0 0 0 4 2 0 10 0 0 0 0 0 1 0 34 424 8:40 AM 2 16 0 0 0 5 2 0 4 0 1 0 0 0 0 0 30 411 8:45 AM 1 12 0 0 1 5 5 0 2 0 2 0 1 0 0 0 29 393 8:50 AM 3 12 0 0 0 6 6 0 6 0 1 0 0 0 0 0 34 387 8:55 AM 3 18 0 0 0 9 1 0 2 0 0 0 0 0 0 0 33 384 9:00 AM 2 28 0 0 0 4 6 0 3 0 1 0 0 0 0 0 44 393 9:05 AM 2 21 0 0 0 5 9 0 5 0 1 0 1 0 0 0 44 405 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 5 27 0 0 0 11 10 0 5 0 1 0 0 0 0 0 59 423 9:15 AM 0 21 0 0 0 4 6 0 10 0 3 0 0 0 0 0 44 444 9:20 AM 1 13 0 0 0 2 6 0 2 0 1 0 0 0 0 0 25 434 9:25 AM 5 24 0 0 0 5 4 0 13 0 3 0 0 0 0 0 54 464 9:30 AM 2 26 0 0 1 10 10 0 12 0 1 0 0 0 1 0 63 493 9:35 AM 2 16 0 0 1 8 12 0 12 0 1 0 0 0 0 0 52 511 9:40 AM 2 19 0 0 0 8 6 0 18 0 0 0 1 0 0 0 54 535 9:45 AM 3 17 0 0 0 9 8 0 12 1 1 0 0 0 0 0 51 557 9:50 AM 0 11 0 0 1 4 7 0 14 0 1 0 0 0 0 0 38 561 9:55 AM 0 17 0 0 0 7 8 0 9 0 5 0 0 0 0 0 46 574 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 28 296 0 0 0 100 12 0 80 4 20 0 0 0 12 0 552 Heavy Trucks 0 4 0 0 4 0 8 0 0 0 0 0 16 Buses Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 6/16/2022 12:28 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd W Hayes St QC JOB 15702407 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 82 334 3 39 40 24 13 110 160 9 0.89 21 22 0 29 106 0 211 57 68 268 Peak-Hour: 7:00 AM 8:00 AM Peak 15-Min: 7:35 AM 7:50 AM 3.7 1.8 0 2.6 5 0 0 1.8 1.3 0 0 0 0 0 2.8 0 1.9 1.8 1.5 1.9 0 1 2 3 0 0 0 0 0 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 11 1 0 1 4 0 0 0 0 0 0 2 1 4 0 24 6:05 AM 0 7 3 0 2 4 0 0 0 1 0 0 1 1 5 0 24 6:10 AM 0 10 3 0 1 0 0 0 0 1 0 0 5 0 7 0 27 6:15 AM 0 17 1 0 0 1 0 0 0 0 0 0 1 0 6 0 26 6:20 AM 0 17 3 0 4 1 1 0 1 1 0 0 0 2 8 0 38 6:25 AM 0 13 1 0 3 0 0 0 1 0 0 0 1 0 6 0 25 6:30 AM 0 27 2 0 2 2 0 0 1 1 0 0 2 4 9 0 50 6:35 AM 0 19 4 0 1 4 0 0 0 1 0 0 3 2 10 0 44 6:40 AM 0 19 4 0 0 5 0 0 1 0 0 0 2 0 8 0 39 6:45 AM 0 27 6 0 3 2 1 0 1 2 0 0 0 2 4 0 48 6:50 AM 0 14 4 0 2 4 0 0 1 0 0 0 3 1 3 0 32 6:55 AM 0 14 5 0 4 7 1 0 0 2 0 0 3 0 8 0 44 421 7:00 AM 0 22 2 0 3 4 0 0 0 0 0 0 4 1 8 0 44 441 7:05 AM 0 14 5 0 1 1 1 0 2 0 0 0 3 0 13 0 40 457 7:10 AM 0 18 6 0 6 7 0 0 3 0 0 0 1 2 3 0 46 476 7:15 AM 0 17 6 0 7 3 1 0 0 0 0 0 1 2 9 0 46 496 7:20 AM 0 15 7 0 7 2 0 0 1 1 0 0 0 3 10 0 46 504 7:25 AM 0 20 4 0 0 3 0 0 0 2 0 0 0 3 13 0 45 524 7:30 AM 0 19 6 0 0 8 0 0 1 0 0 0 6 0 11 0 51 525 7:35 AM 0 23 6 0 1 3 0 0 0 2 0 0 3 1 12 0 51 532 7:40 AM 0 17 8 0 4 0 1 0 2 1 0 0 4 1 7 0 45 538 7:45 AM 0 25 7 0 6 3 0 0 2 0 0 0 3 4 4 0 54 544 7:50 AM 0 14 0 0 2 2 0 0 0 0 0 0 4 3 12 0 37 549 7:55 AM 0 7 0 0 3 3 0 0 2 3 0 0 0 1 8 0 27 532 8:00 AM 0 8 7 0 3 2 0 0 0 2 0 0 5 2 10 0 39 527 8:05 AM 0 9 1 0 1 1 0 0 0 3 0 0 3 4 13 0 35 522 8:10 AM 0 16 6 0 3 2 0 0 2 0 0 0 4 2 5 0 40 516 8:15 AM 0 4 4 0 1 0 0 0 0 0 0 0 4 2 8 0 23 493 8:20 AM 0 8 4 0 1 2 1 0 0 2 0 0 1 1 5 0 25 472 8:25 AM 0 9 1 0 1 2 0 0 1 2 0 0 2 3 6 0 27 454 8:30 AM 0 5 1 0 1 2 0 0 1 0 0 0 4 1 8 0 23 426 8:35 AM 0 10 3 0 1 2 1 0 1 1 0 0 0 1 5 0 25 400 8:40 AM 0 8 0 0 3 2 1 0 0 3 0 0 4 2 12 0 35 390 8:45 AM 0 8 4 0 4 4 0 0 0 0 0 0 3 2 3 0 28 364 8:50 AM 0 5 11 0 2 1 2 0 0 2 0 0 5 2 11 0 41 368 8:55 AM 0 12 9 0 5 0 0 0 1 2 0 0 7 6 9 0 51 392 9:00 AM 0 14 12 0 3 3 0 0 0 1 0 0 10 4 15 0 62 415 9:05 AM 0 10 7 0 3 4 0 0 2 2 0 0 9 4 10 0 51 431 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 17 8 0 5 4 0 0 0 0 0 0 8 3 14 0 59 450 9:15 AM 0 14 15 0 6 0 0 0 0 3 0 0 5 4 6 0 53 480 9:20 AM 0 7 4 0 2 0 0 0 1 3 1 0 10 10 6 0 44 499 9:25 AM 0 13 2 0 4 3 0 0 1 0 0 0 1 6 14 0 44 516 9:30 AM 0 17 3 0 5 6 0 0 0 2 1 0 6 4 9 0 53 546 9:35 AM 0 12 2 0 3 3 1 0 0 1 0 0 2 4 5 0 33 554 9:40 AM 0 15 5 0 4 8 0 0 1 2 0 0 3 3 6 0 47 566 9:45 AM 0 11 3 0 2 6 1 0 0 1 0 0 3 6 8 0 41 579 9:50 AM 0 7 1 0 3 2 0 0 0 2 1 0 7 3 5 0 31 569 9:55 AM 0 10 4 0 5 6 1 0 0 2 0 0 9 4 7 0 48 566 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 260 84 0 44 24 4 0 16 12 0 0 40 24 92 0 600 Heavy Trucks 0 0 0 4 0 0 0 0 0 0 0 4 8 Buses Pedestrians 4 0 4 0 8 Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4 Scooters Comments: Report generated on 6/16/2022 12:28 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Settlemier Ave W Hayes St (north) QC JOB 15767201 CITY/STATE: Woodburn, OR DATE: Thu, Mar 31 2022 354 481 38 301 15 179 33 17 27 5 0.86 4 39 1 6 55 137 431 35 308 603 Peak-Hour: 7:15 AM 8:15 AM Peak 15-Min: 7:45 AM 8:00 AM 5.1 8.1 2.6 5.6 0 2.2 3 0 0 20 0 5.1 0 0 3.6 2.2 8.8 2.9 5.5 7 0 2 6 0 0 5 0 0 0 0 0 0 0 0 2 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (north) (Eastbound) W Hayes St (north) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 20 72 0 0 0 24 4 0 1 0 0 0 0 0 0 0 121 6:15 AM 16 89 0 0 0 25 3 0 3 0 0 0 0 0 0 0 136 6:30 AM 11 89 2 0 0 41 5 0 5 0 0 0 0 0 0 0 153 6:45 AM 16 81 0 0 0 52 2 0 4 0 0 0 0 0 0 0 155 565 7:00 AM 29 100 3 0 0 58 6 0 4 0 0 0 0 0 0 0 200 644 7:15 AM 17 113 4 0 1 63 11 0 5 0 0 0 0 0 0 0 214 722 7:30 AM 38 103 8 0 2 64 11 0 10 0 0 0 1 0 0 0 237 806 7:45 AM 55 118 8 0 6 89 6 0 12 3 0 0 0 0 0 0 297 948 8:00 AM 27 97 15 0 6 85 10 0 6 2 1 0 5 4 17 0 275 1023 8:15 AM 16 95 4 0 3 56 7 0 9 2 0 0 2 3 7 0 204 1013 8:30 AM 17 59 1 0 2 48 13 0 5 0 0 0 0 0 1 0 146 922 8:45 AM 26 52 1 0 0 54 4 0 8 0 1 0 0 0 0 0 146 771 9:00 AM 17 53 2 0 0 37 6 0 4 1 0 0 0 0 1 0 121 617 9:15 AM 20 46 3 0 4 34 5 0 3 2 0 0 1 0 2 0 120 533 9:30 AM 17 62 6 0 5 47 7 0 4 0 0 0 4 2 8 0 162 549 9:45 AM 27 64 0 0 2 46 5 0 3 0 0 0 0 1 0 0 148 551 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 220 472 32 0 24 356 24 0 48 12 0 0 0 0 0 0 1188 Heavy Trucks 8 24 4 0 16 0 0 4 0 0 0 0 56 Buses Pedestrians 0 0 8 8 16 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/5/2022 1:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Settlemier Ave W Hayes St (south) QC JOB 15767203 CITY/STATE: Woodburn, OR DATE: Thu, Mar 31 2022 309 602 0 270 39 0 0 67 68 28 0.80 0 129 101 1 72 0 535 5 372 540 Peak-Hour: 7:15 AM 8:15 AM Peak 15-Min: 7:45 AM 8:00 AM 5.8 7.5 0 6.3 2.6 0 0 6 5.9 0 0 0.8 1 0 1.4 0 7.7 0 4.8 7.6 0 2 7 10 0 4 0 0 1 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (south) (Eastbound) W Hayes St (south) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 84 1 0 1 24 0 0 1 1 14 0 2 0 8 0 136 6:15 AM 0 104 0 0 0 24 0 0 0 0 15 0 0 0 3 0 146 6:30 AM 0 99 0 0 0 41 0 0 0 0 10 0 0 0 0 0 150 6:45 AM 0 99 0 0 4 50 0 0 1 2 13 0 0 0 2 0 171 603 7:00 AM 0 125 0 0 0 56 0 0 0 2 25 0 0 0 4 0 212 679 7:15 AM 0 129 1 0 2 62 0 0 0 2 16 0 0 0 9 0 221 754 7:30 AM 0 132 1 0 9 58 0 0 0 10 24 0 0 0 19 0 253 857 7:45 AM 0 143 1 0 16 78 0 0 0 11 41 0 0 0 35 0 325 1011 8:00 AM 0 131 2 0 12 72 0 0 0 5 20 0 1 0 4 0 247 1046 8:15 AM 0 117 2 0 5 53 0 0 0 3 10 0 0 0 4 0 194 1019 8:30 AM 0 68 1 0 10 40 0 0 0 1 13 0 0 0 8 0 141 907 8:45 AM 0 70 2 0 6 47 0 0 0 1 14 0 0 0 6 0 146 728 9:00 AM 0 62 3 0 2 36 0 0 0 0 17 0 0 0 9 0 129 610 9:15 AM 0 62 0 0 7 27 0 0 0 4 8 0 0 0 7 0 115 531 9:30 AM 0 83 1 0 7 44 0 0 0 2 11 0 0 0 7 0 155 545 9:45 AM 0 84 0 0 5 41 0 0 0 2 14 0 0 0 7 0 153 552 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 572 4 0 64 312 0 0 0 44 164 0 0 0 140 0 1300 Heavy Trucks 0 36 0 0 20 0 0 0 0 0 0 8 64 Buses Pedestrians 8 0 8 8 24 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/5/2022 1:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- Southbound Stubb Rd NE Heavy Vehicle 0.0% In 9 Out 4 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Stubb Rd NE 0 4 0 5 0 E/W street Parr Rd City, State Woodburn OR Eastbound Parr Rd Heavy Vehicle 3.4% Bicycles Right Thru Left U-Turn Westbound Parr Rd Heavy Vehicle 2.3% Peds 0 Peds 1 Peds 0 Site Notes Location 45.136454 - -122.879529 Out 89 U-Turn 0 Bicycles 0 In 88 Stubb at Parr Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 1 Right 3 Weather Study ID # 107813 Thru Out 123 Peak 15 Min Start 07:25:00 AM Right 0 Left 0 PHF (15-Min Int) 0.71 Bicycles 0 U-Turn 0 Peds 118 Thru 85 Peak Hour Start 07:15:00 AM In 119 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 5 0 4 0 1 118 0 0 Uturn NB SB EB WB Right 89 123 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 3.4% 0.0% 0.0% 0.0% 9 119 88 0 4 0 85 3 3.3% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 3.4% 2.3% #DIV/0! 0.0% 2.2% 2.4% 0.0% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 1 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 1 Parr Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Stubb Rd NE Parr Rd Sum 07:00:00 AM 0 0 0 0 3 0 1 Left Thru Right Uturn Sum 0 0 0 0 07:05:00 AM 0 0 0 0 4 8 0 0 26 07:10:00 AM 0 0 0 0 6 0 0 4 0 0 0 07:15:00 AM 0 0 0 0 39 07:20:00 AM 0 1 0 0 10 10 0 6 1 9 0 0 62 48 07:25:00 AM 2 1 0 0 16 0 0 6 0 0 1 07:30:00 AM 0 0 0 0 72 07:35:00 AM 0 2 0 0 12 16 0 10 0 8 0 0 68 76 07:40:00 AM 0 0 0 0 12 0 0 7 0 0 0 07:45:00 AM 0 0 0 0 59 07:50:00 AM 0 0 0 0 10 13 0 5 0 5 0 0 51 207 55 07:55:00 AM 0 0 0 0 11 0 0 7 0 0 0 08:00:00 AM 1 0 0 0 39 209 08:05:00 AM 1 0 0 0 4 1 0 5 0 9 2 0 35 216 36 215 08:10:00 AM 1 0 0 0 3 0 0 8 1 0 1 08:15:00 AM 0 0 0 0 40 210 08:20:00 AM 0 0 0 0 4 7 0 0 2 1 0 0 20 174 32 199 08:25:00 AM 0 0 0 0 2 0 0 2 0 0 0 08:30:00 AM 0 0 1 0 11 149 08:35:00 AM 0 0 0 0 2 1 0 0 0 0 0 0 9 115 10 133 08:40:00 AM 0 0 0 0 2 0 0 3 0 0 0 08:45:00 AM 0 0 0 0 9 99 08:50:00 AM 0 0 0 0 2 1 0 0 1 1 0 0 8 72 6 84 08:55:00 AM 0 0 0 0 3 0 0 0 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: S Settlemier Ave Parr Rd NE QC JOB 15702401 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 144 162 53 88 3 161 41 2 76 37 0.88 50 121 43 24 65 58 119 25 155 202 Peak-Hour: 7:00 AM 8:00 AM Peak 15-Min: 7:05 AM 7:20 AM 4.2 5.6 3.8 4.5 0 3.1 4.9 0 0 2.7 0 3.3 2.3 0 3.1 5.2 5.9 4 3.2 5.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Settlemier Ave (Northbound) S Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 7 1 0 0 3 0 0 2 0 2 0 2 0 0 0 17 6:05 AM 1 6 0 0 0 5 2 0 1 2 2 0 1 2 0 0 22 6:10 AM 2 1 2 0 0 3 0 0 2 1 4 0 2 0 0 0 17 6:15 AM 1 9 2 0 0 4 1 0 2 1 1 0 2 3 0 0 26 6:20 AM 3 6 1 0 0 5 0 0 3 2 3 0 2 3 0 0 28 6:25 AM 2 12 1 0 0 1 1 0 3 1 1 0 1 1 1 0 25 6:30 AM 5 11 3 0 0 8 0 0 2 2 3 0 1 1 0 0 36 6:35 AM 1 12 3 0 0 4 1 0 2 1 1 0 4 1 0 0 30 6:40 AM 4 10 2 0 0 5 2 0 7 13 4 0 1 5 0 0 53 6:45 AM 5 10 1 0 0 9 4 0 6 2 9 0 6 1 0 0 53 6:50 AM 4 8 2 0 0 5 1 0 4 4 4 0 3 1 1 0 37 6:55 AM 5 11 1 0 0 9 2 0 4 5 2 0 3 3 0 0 45 389 7:00 AM 11 7 2 0 0 10 0 0 1 5 2 0 2 2 0 0 42 414 7:05 AM 2 11 1 0 0 7 8 0 3 2 6 0 5 3 0 0 48 440 7:10 AM 7 10 3 0 0 8 7 0 3 2 2 0 3 9 0 0 54 477 7:15 AM 3 16 3 0 0 7 5 0 5 2 4 0 3 4 0 0 52 503 7:20 AM 5 4 2 0 0 8 8 0 2 2 1 0 1 4 0 0 37 512 7:25 AM 5 10 2 0 0 8 3 0 4 3 1 0 2 3 0 0 41 528 7:30 AM 5 12 1 0 0 9 11 0 6 3 5 0 3 2 1 0 58 550 7:35 AM 2 9 0 0 1 4 2 0 3 3 8 0 0 5 0 0 37 557 7:40 AM 5 9 1 0 0 7 2 0 3 4 2 0 1 6 1 0 41 545 7:45 AM 2 8 3 0 0 10 1 0 5 4 4 0 1 4 0 0 42 534 7:50 AM 7 6 2 0 1 6 2 0 4 5 5 0 1 5 0 0 44 541 7:55 AM 4 17 5 0 1 4 4 0 2 2 3 0 2 3 0 0 47 543 8:00 AM 0 9 0 0 0 4 2 0 1 3 4 0 3 1 0 0 27 528 8:05 AM 1 10 1 0 0 11 3 0 0 0 2 0 4 1 0 0 33 513 8:10 AM 2 4 1 0 0 3 3 0 2 2 2 0 3 0 0 0 22 481 8:15 AM 3 7 0 0 0 4 4 0 4 2 1 0 3 0 0 0 28 457 8:20 AM 4 5 1 0 0 11 3 0 3 4 3 0 1 2 0 0 37 457 8:25 AM 2 11 0 0 0 3 2 0 0 2 3 0 1 1 1 0 26 442 8:30 AM 3 7 0 0 0 5 2 0 5 3 7 0 0 1 0 0 33 417 8:35 AM 0 10 2 0 1 6 3 0 0 3 2 0 0 5 0 0 32 412 8:40 AM 6 7 1 0 0 6 2 0 3 6 2 0 2 1 0 0 36 407 8:45 AM 6 6 0 0 0 8 3 0 7 8 1 0 3 5 0 0 47 412 8:50 AM 9 9 3 0 0 7 3 0 4 6 7 0 0 1 0 0 49 417 8:55 AM 8 8 3 0 0 4 2 0 9 7 6 0 1 8 1 0 57 427 9:00 AM 6 6 1 0 1 7 7 0 5 7 5 0 0 7 1 0 53 453 9:05 AM 10 6 4 0 0 7 6 0 6 11 5 0 3 13 0 0 71 491 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 14 4 0 0 0 7 10 0 9 11 4 0 0 16 1 0 76 545 9:15 AM 13 8 3 0 0 4 8 0 14 15 5 0 0 4 0 0 74 591 9:20 AM 6 10 2 0 0 4 12 0 10 14 12 0 0 8 1 0 79 633 9:25 AM 11 4 1 0 0 10 9 0 9 12 11 0 5 9 0 0 81 688 9:30 AM 7 5 2 0 0 7 12 0 10 10 5 0 8 11 0 0 77 732 9:35 AM 13 6 3 0 1 2 4 0 19 21 8 0 0 9 0 0 86 786 9:40 AM 8 7 1 0 0 8 10 0 9 9 6 0 1 12 0 0 71 821 9:45 AM 3 7 0 0 0 6 9 0 9 13 6 0 5 8 0 0 66 840 9:50 AM 2 10 1 0 0 14 8 0 8 7 6 0 1 4 1 0 62 853 9:55 AM 7 8 2 0 0 4 2 0 8 1 0 0 6 3 0 0 41 837 5-Min Count Period Beginning At S Settlemier Ave (Northbound) S Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 48 148 28 0 0 88 80 0 44 24 48 0 44 64 0 0 616 Heavy Trucks 0 8 0 0 8 4 0 0 0 0 0 0 20 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 6/16/2022 12:48 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: Butteville Rd NE Parr Rd NE QC JOB 15405718 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 96 169 0 69 27 0 0 22 39 0 0.90 0 0 0 17 52 0 147 25 86 172 Peak-Hour: 7:00 AM 8:00 AM Peak 15-Min: 7:40 AM 7:55 AM 3.1 1.8 0 2.9 3.7 0 0 0 2.6 0 0 0 0 5.9 1.9 0 2 0 3.5 1.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 9 0 0 1 0 0 0 0 0 0 0 0 0 2 0 12 6:05 AM 0 12 1 0 2 1 0 0 0 0 0 0 1 0 1 0 18 6:10 AM 0 12 0 0 3 0 0 0 0 0 0 0 1 0 1 0 17 6:15 AM 0 11 0 0 0 3 0 0 0 0 0 0 3 0 4 0 21 6:20 AM 0 14 0 0 1 5 0 0 0 0 0 0 3 0 2 0 25 6:25 AM 0 14 0 0 1 8 0 0 0 0 0 0 0 0 3 0 26 6:30 AM 0 16 0 0 3 4 0 0 0 0 0 0 1 0 4 0 28 6:35 AM 0 17 1 0 3 4 0 0 0 0 0 0 2 0 4 0 31 6:40 AM 0 16 0 0 4 4 0 0 0 0 0 0 2 0 11 0 37 6:45 AM 0 13 0 0 3 3 0 0 0 0 0 0 0 0 2 0 21 6:50 AM 0 14 1 0 5 5 0 0 0 0 0 0 1 0 2 0 28 6:55 AM 0 10 1 0 6 3 0 0 0 0 0 0 1 0 3 0 24 288 7:00 AM 0 8 1 0 1 4 0 0 0 0 0 0 0 0 1 0 15 291 7:05 AM 0 18 4 0 1 4 0 0 0 0 0 0 0 0 3 0 30 303 7:10 AM 0 14 3 0 3 2 0 0 0 0 0 0 4 0 0 0 26 312 7:15 AM 0 11 3 0 5 5 0 0 0 0 0 0 1 0 1 0 26 317 7:20 AM 0 12 2 0 3 9 0 0 0 0 0 0 1 0 2 0 29 321 7:25 AM 0 14 0 0 2 7 0 0 0 0 0 0 2 0 2 0 27 322 7:30 AM 0 11 0 0 2 6 0 0 0 0 0 0 3 0 3 0 25 319 7:35 AM 0 10 2 0 4 1 0 0 0 0 0 0 1 0 0 0 18 306 7:40 AM 0 15 1 0 0 11 0 0 0 0 0 0 1 0 1 0 29 298 7:45 AM 0 15 3 0 2 8 0 0 0 0 0 0 2 0 4 0 34 311 7:50 AM 0 11 2 0 1 4 0 0 0 0 0 0 1 0 3 0 22 305 7:55 AM 0 8 4 0 3 8 0 0 0 0 0 0 1 0 2 0 26 307 8:00 AM 0 8 2 0 1 2 0 0 0 0 0 0 1 0 3 0 17 309 8:05 AM 0 8 1 0 4 5 0 0 0 0 0 0 0 0 2 0 20 299 8:10 AM 0 10 2 0 2 5 0 0 0 0 0 0 2 0 0 0 21 294 8:15 AM 0 3 0 0 0 2 0 0 0 0 0 0 0 0 1 0 6 274 8:20 AM 0 9 3 0 3 3 0 0 0 0 0 0 0 0 1 0 19 264 8:25 AM 0 7 1 0 2 11 0 0 0 0 0 0 0 0 0 0 21 258 8:30 AM 0 8 0 0 7 8 0 0 0 0 0 0 0 0 2 0 25 258 8:35 AM 0 9 3 0 0 9 0 0 0 0 0 0 1 0 1 0 23 263 8:40 AM 0 11 1 0 1 7 0 0 0 0 0 0 1 0 7 0 28 262 8:45 AM 0 9 0 0 1 7 0 0 0 0 0 0 1 0 3 0 21 249 8:50 AM 0 11 3 0 1 4 0 0 0 0 0 0 0 0 2 0 21 248 8:55 AM 0 6 0 0 4 4 0 0 0 0 0 0 3 0 0 0 17 239 9:00 AM 0 10 1 0 3 3 0 0 0 0 0 0 1 0 2 0 20 242 9:05 AM 0 7 3 0 3 4 0 0 0 0 0 0 1 0 0 0 18 240 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 6 0 0 0 1 0 0 0 0 0 0 0 0 5 0 12 231 9:15 AM 0 8 5 0 1 4 0 0 0 0 0 0 0 0 1 0 19 244 9:20 AM 0 6 0 0 2 1 0 0 0 0 0 0 3 0 1 0 13 238 9:25 AM 0 5 0 0 3 4 0 0 0 0 0 0 1 0 6 0 19 236 9:30 AM 0 7 2 0 1 3 0 0 0 0 0 0 1 0 3 0 17 228 9:35 AM 0 9 0 0 1 6 0 0 0 0 0 0 1 0 3 0 20 225 9:40 AM 0 5 2 0 1 3 0 0 0 0 0 0 2 0 2 0 15 212 9:45 AM 0 2 1 0 2 7 0 0 0 0 0 0 0 0 1 0 13 204 9:50 AM 0 12 2 0 1 2 0 0 0 0 0 0 1 0 1 0 19 202 9:55 AM 0 8 2 0 0 12 0 0 0 0 0 0 1 0 0 0 23 208 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 164 24 0 12 92 0 0 0 0 0 0 16 0 32 0 340 Heavy Trucks 0 4 0 0 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 6/16/2022 1:21 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Butteville Rd NE OR-219 QC JOB 15405709 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 493 265 0 137 356 0 0 211 356 0 0.89 0 0 0 145 447 0 54 90 281 144 Peak-Hour: 4:30 PM 5:30 PM Peak 15-Min: 4:40 PM 4:55 PM 3.4 3.4 0 2.2 3.9 0 0 2.8 2.2 0 0 0 0 1.4 4.3 0 5.6 5.6 1.8 5.6 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 0 2 0 9 3 0 0 0 0 0 0 9 0 16 0 39 3:05 PM 0 1 12 0 15 4 0 0 0 0 0 0 8 0 19 0 59 3:10 PM 0 5 8 0 18 4 0 0 0 0 0 0 9 0 10 0 54 3:15 PM 0 3 5 0 20 4 0 0 0 0 0 0 17 0 21 0 70 3:20 PM 0 6 5 0 15 5 0 0 0 0 0 0 10 0 6 0 47 3:25 PM 0 2 10 0 13 7 0 0 0 0 0 0 20 0 21 0 73 3:30 PM 0 4 10 0 14 3 0 0 0 0 0 0 13 0 15 0 59 3:35 PM 0 4 8 0 23 5 0 0 0 0 0 0 11 0 14 0 65 3:40 PM 0 1 14 0 28 6 0 0 0 0 0 0 11 0 15 0 75 3:45 PM 0 4 11 0 19 6 0 0 0 0 0 0 12 0 18 0 70 3:50 PM 0 1 5 0 29 6 0 0 0 0 0 0 14 0 23 0 78 3:55 PM 0 4 9 0 22 5 0 1 0 0 0 0 13 0 6 0 60 749 4:00 PM 0 5 6 1 18 5 0 0 0 0 0 0 12 0 18 0 65 775 4:05 PM 0 7 6 0 16 5 0 0 0 0 0 0 6 0 17 0 57 773 4:10 PM 0 3 11 0 31 5 0 0 0 0 0 0 14 0 16 0 80 799 4:15 PM 0 3 8 0 21 10 0 0 0 0 0 0 11 0 16 0 69 798 4:20 PM 0 10 8 0 24 6 0 0 0 0 0 0 15 0 16 0 79 830 4:25 PM 0 4 4 0 19 7 0 0 0 0 0 0 16 0 12 0 62 819 4:30 PM 0 7 12 0 19 11 0 0 0 0 0 0 19 0 18 0 86 846 4:35 PM 0 8 4 0 41 9 0 0 0 0 0 0 7 0 11 0 80 861 4:40 PM 0 3 5 0 46 11 0 0 0 0 0 0 12 0 19 0 96 882 4:45 PM 0 3 9 0 33 12 0 0 0 0 0 0 12 0 23 0 92 904 4:50 PM 0 3 10 0 40 17 0 0 0 0 0 0 9 0 13 0 92 918 4:55 PM 0 5 8 0 20 7 0 0 0 0 0 0 12 0 17 0 69 927 5:00 PM 0 3 3 0 21 8 0 0 0 0 0 0 15 0 18 0 68 930 5:05 PM 0 8 6 0 28 11 0 0 0 0 0 0 12 0 28 0 93 966 5:10 PM 0 1 9 0 37 12 0 0 0 0 0 0 11 0 16 1 87 973 5:15 PM 0 3 7 0 23 14 0 0 0 0 0 0 8 0 16 0 71 975 5:20 PM 0 3 5 0 27 14 0 0 0 0 0 0 19 0 11 0 79 975 5:25 PM 0 7 12 0 21 11 0 0 0 0 0 0 8 0 21 0 80 993 5:30 PM 0 5 10 0 21 7 0 0 0 0 0 0 15 0 13 0 71 978 5:35 PM 0 7 8 0 25 4 0 0 0 0 0 0 15 0 13 0 72 970 5:40 PM 0 7 17 0 12 7 0 0 0 0 0 0 12 0 14 0 69 943 5:45 PM 0 1 13 0 20 7 0 0 0 0 0 0 14 0 18 0 73 924 5:50 PM 0 2 7 0 24 6 0 0 0 0 0 0 10 0 8 0 57 889 5:55 PM 0 3 4 0 14 8 0 0 0 0 0 0 17 0 7 0 53 873 6:00 PM 0 4 19 0 15 6 0 0 0 0 0 0 6 0 5 0 55 860 6:05 PM 0 1 7 0 9 3 0 0 0 0 0 0 8 0 15 0 43 810 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 0 5 7 0 13 5 0 0 0 0 0 0 14 0 13 0 57 780 6:15 PM 0 4 5 1 15 5 0 0 0 0 0 0 12 0 8 0 50 759 6:20 PM 0 2 8 0 18 3 0 0 0 0 0 0 21 0 8 0 60 740 6:25 PM 0 3 8 0 11 6 0 0 0 0 0 0 13 0 5 0 46 706 6:30 PM 0 4 10 0 19 4 0 0 0 0 0 0 9 0 11 0 57 692 6:35 PM 0 3 11 0 11 4 0 0 0 0 0 0 11 0 9 0 49 669 6:40 PM 0 3 9 0 10 5 0 0 0 0 0 0 8 0 9 0 44 644 6:45 PM 0 0 5 0 14 9 0 0 0 0 0 0 12 0 14 0 54 625 6:50 PM 0 6 4 0 10 5 0 0 0 0 0 0 11 0 8 0 44 612 6:55 PM 0 2 8 0 12 6 0 0 0 0 0 0 9 0 6 0 43 602 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 36 96 0 476 160 0 0 0 0 0 0 132 0 220 0 1120 Heavy Trucks 0 0 4 12 4 0 0 0 0 8 0 8 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Woodland Ave OR-219 QC JOB 15405713 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 546 223 48 5 493 374 54 166 538 360 0.95 321 416 2 51 932 5 2 57 35 64 Peak-Hour: 4:45 PM 5:45 PM Peak 15-Min: 5:05 PM 5:20 PM 0.9 0 0 20 0.8 1.3 0 0 2.6 3.6 1.2 3.1 0 19.6 3.2 20 0 22.8 31.4 21.9 1 1 0 1 0 0 0 0 0 1 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Woodland Ave (Northbound) S Woodland Ave (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 0 6 0 46 0 3 0 1 12 0 0 1 26 9 2 106 3:05 PM 0 0 6 0 51 0 2 1 5 17 0 0 5 27 4 2 120 3:10 PM 0 0 2 0 46 1 3 0 4 24 0 0 3 24 6 1 114 3:15 PM 0 1 13 0 49 0 2 0 4 18 0 0 3 31 8 2 131 3:20 PM 0 0 7 0 47 1 2 0 4 15 0 0 1 17 10 4 108 3:25 PM 2 1 7 0 38 0 4 0 3 18 0 0 4 37 2 1 117 3:30 PM 0 0 3 0 53 0 4 0 3 19 0 0 0 27 10 2 121 3:35 PM 1 0 4 0 49 0 4 0 4 27 0 0 2 25 11 1 128 3:40 PM 0 0 4 0 39 0 1 0 6 37 1 0 2 26 5 0 121 3:45 PM 1 0 7 0 37 0 0 0 11 29 0 0 0 27 11 2 125 3:50 PM 2 0 2 0 42 0 4 0 3 26 0 0 3 39 10 0 131 3:55 PM 0 0 4 0 56 0 1 0 7 19 0 0 5 18 6 2 118 1440 4:00 PM 2 0 23 0 42 0 7 0 2 20 0 0 0 25 5 6 132 1466 4:05 PM 2 0 6 0 45 0 4 0 2 23 0 0 6 21 8 5 122 1468 4:10 PM 0 0 7 0 46 0 2 0 5 32 0 0 6 33 4 4 139 1493 4:15 PM 2 0 8 0 43 0 6 0 4 26 0 0 2 29 3 5 128 1490 4:20 PM 0 2 5 0 38 0 5 0 1 34 0 0 2 24 10 2 123 1505 4:25 PM 0 0 1 0 42 0 1 0 5 14 0 0 1 28 10 7 109 1497 4:30 PM 0 0 3 0 42 0 3 0 7 25 0 0 3 36 6 0 125 1501 4:35 PM 0 1 3 0 46 0 1 0 8 37 0 0 2 21 11 2 132 1505 4:40 PM 0 0 2 0 35 0 4 1 4 39 0 0 3 27 9 3 127 1511 4:45 PM 1 0 3 0 38 1 2 0 2 44 0 0 4 30 10 5 140 1526 4:50 PM 0 0 5 0 31 1 4 0 6 39 0 0 2 19 23 4 134 1529 4:55 PM 0 0 6 0 32 1 3 0 4 25 0 0 4 31 12 0 118 1529 5:00 PM 1 0 10 0 34 0 5 0 2 23 0 0 3 25 10 2 115 1512 5:05 PM 2 2 5 0 50 0 9 0 4 24 0 0 0 29 12 1 138 1528 5:10 PM 0 0 12 0 43 1 2 0 8 41 0 0 3 29 11 1 151 1540 5:15 PM 0 0 2 0 39 1 6 0 5 28 1 0 4 24 13 1 124 1536 5:20 PM 0 0 4 0 42 0 5 0 2 26 0 0 1 25 17 0 122 1535 5:25 PM 0 0 3 0 49 0 2 0 5 26 0 0 0 27 14 3 129 1555 5:30 PM 0 0 2 0 34 0 1 0 4 39 0 0 4 33 12 3 132 1562 5:35 PM 0 0 3 0 47 0 6 0 5 23 0 0 3 23 11 1 122 1552 5:40 PM 1 0 2 0 53 0 3 1 7 22 1 0 0 26 21 2 139 1564 5:45 PM 0 0 4 0 39 0 5 0 3 26 0 0 2 26 11 2 118 1542 5:50 PM 0 0 1 0 37 0 2 0 5 22 0 0 2 16 9 4 98 1506 5:55 PM 0 0 5 0 39 0 4 0 6 18 0 0 1 18 13 2 106 1494 6:00 PM 1 0 7 0 38 0 4 0 8 26 0 0 1 15 8 0 108 1487 6:05 PM 1 0 5 0 50 0 2 0 1 15 0 0 1 20 11 2 108 1457 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 0 0 1 0 48 1 7 0 2 17 0 0 1 25 9 3 114 1420 6:15 PM 0 2 0 0 36 0 3 0 2 19 0 0 1 25 9 1 98 1394 6:20 PM 0 0 1 0 48 0 4 0 3 23 1 0 1 21 5 1 108 1380 6:25 PM 0 0 1 0 36 0 4 0 3 17 0 0 1 17 11 1 91 1342 6:30 PM 0 0 5 0 35 1 4 0 3 19 1 0 2 17 6 4 97 1307 6:35 PM 0 1 2 0 43 0 4 0 2 21 0 0 1 20 5 2 101 1286 6:40 PM 0 0 0 0 42 0 2 0 5 15 0 0 0 13 8 3 88 1235 6:45 PM 0 0 1 0 31 0 5 0 3 13 0 0 2 29 6 6 96 1213 6:50 PM 0 1 3 0 35 0 2 0 1 12 0 0 5 16 8 2 85 1200 6:55 PM 0 0 1 0 53 0 2 0 2 20 0 0 2 16 10 3 109 1203 5-Min Count Period Beginning At S Woodland Ave (Northbound) S Woodland Ave (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 8 8 76 0 528 8 68 0 68 372 4 0 28 328 144 12 1652 Heavy Trucks 0 0 20 0 0 0 0 12 0 4 0 0 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: I-5 SB Ramps OR-219 QC JOB 15405715 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 704 529 261 0 443 907 0 529 1175 632 0.97 646 940 308 0 1075 0 0 0 308 0 Peak-Hour: 4:35 PM 5:35 PM Peak 15-Min: 4:40 PM 4:55 PM 3.6 1.7 5.4 0 2.5 3 0 1.7 1.9 3 2 3.1 3.2 0 2.8 0 0 0 3.2 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At I-5 SB Ramps (Northbound) I-5 SB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 0 0 0 33 0 23 0 0 43 27 0 0 46 38 0 210 3:05 PM 0 0 0 0 32 0 19 0 0 48 26 0 0 53 38 0 216 3:10 PM 0 0 0 0 33 0 18 0 0 55 20 0 0 30 31 0 187 3:15 PM 0 0 0 0 28 0 30 0 0 56 19 0 0 64 44 0 241 3:20 PM 0 0 0 0 34 0 12 0 0 52 24 0 0 41 31 0 194 3:25 PM 0 0 0 0 35 0 22 0 0 40 23 0 0 58 34 0 212 3:30 PM 0 0 0 0 31 0 17 0 0 58 18 0 0 51 35 0 210 3:35 PM 0 0 0 0 28 0 19 0 0 49 29 0 0 46 49 0 220 3:40 PM 0 0 0 0 20 0 22 0 0 49 29 0 0 45 31 0 196 3:45 PM 0 0 0 0 31 0 21 0 0 52 28 0 0 53 46 0 231 3:50 PM 0 0 0 0 36 0 21 0 0 42 27 0 0 63 28 0 217 3:55 PM 0 0 0 0 29 0 29 0 0 57 26 0 0 37 33 0 211 2545 4:00 PM 0 0 0 0 40 0 17 0 0 53 35 0 0 56 32 0 233 2568 4:05 PM 0 0 0 0 43 0 16 0 0 45 32 0 0 46 39 0 221 2573 4:10 PM 0 0 0 0 40 0 22 0 0 49 41 0 0 49 37 0 238 2624 4:15 PM 0 0 0 0 43 0 19 0 0 50 32 0 0 55 47 0 246 2629 4:20 PM 0 0 0 0 28 0 13 0 0 62 24 0 0 48 45 0 220 2655 4:25 PM 0 0 0 0 22 0 24 0 0 38 23 0 0 53 54 0 214 2657 4:30 PM 0 0 0 0 30 0 26 0 0 47 26 0 0 42 49 0 220 2667 4:35 PM 0 0 0 0 38 0 14 0 0 53 31 0 0 55 50 0 241 2688 4:40 PM 0 0 0 0 34 0 17 0 0 59 27 0 0 58 35 0 230 2722 4:45 PM 0 0 0 0 31 0 21 0 0 54 25 0 0 64 38 0 233 2724 4:50 PM 0 0 0 0 43 0 28 0 0 58 30 0 0 58 46 0 263 2770 4:55 PM 0 0 0 0 22 0 24 0 0 43 19 0 0 52 48 0 208 2767 5:00 PM 0 0 0 0 43 0 24 0 0 45 22 0 0 45 44 0 223 2757 5:05 PM 0 0 0 0 33 0 24 0 0 50 27 0 0 59 57 0 250 2786 5:10 PM 0 0 0 0 36 0 20 0 0 60 31 0 0 44 46 0 237 2785 5:15 PM 0 0 0 0 39 0 18 0 0 48 23 0 0 57 43 0 228 2767 5:20 PM 0 0 0 0 41 0 34 0 0 46 31 0 0 40 38 0 230 2777 5:25 PM 0 0 0 0 45 0 15 0 0 51 24 0 0 49 42 0 226 2789 5:30 PM 0 0 0 0 38 0 22 0 0 65 18 0 0 65 42 0 250 2819 5:35 PM 0 0 0 0 44 0 17 0 0 45 21 0 0 49 28 0 204 2782 5:40 PM 0 0 0 0 38 0 23 0 0 62 26 0 0 47 45 0 241 2793 5:45 PM 0 0 0 0 49 0 17 0 0 49 18 0 0 49 42 0 224 2784 5:50 PM 0 0 0 0 46 0 15 0 0 41 17 0 0 46 45 0 210 2731 5:55 PM 0 0 0 0 32 0 20 0 0 50 17 0 0 50 28 0 197 2720 6:00 PM 0 0 0 0 44 0 20 0 0 51 20 0 0 41 25 0 201 2698 6:05 PM 0 0 0 0 35 0 17 0 0 51 11 0 0 46 31 0 191 2639 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 0 0 0 0 33 0 12 0 0 49 21 0 0 46 36 0 197 2599 6:15 PM 0 0 0 0 34 0 26 0 0 47 17 0 0 47 30 0 201 2572 6:20 PM 0 0 0 0 36 0 14 0 0 48 17 0 0 40 29 0 184 2526 6:25 PM 0 0 0 0 27 0 22 0 0 41 18 0 0 40 24 0 172 2472 6:30 PM 0 0 0 0 27 0 20 0 0 50 12 0 0 39 32 0 180 2402 6:35 PM 0 0 0 0 45 0 19 0 0 52 17 0 0 31 23 0 187 2385 6:40 PM 0 0 0 0 45 0 12 0 0 46 16 0 0 31 25 0 175 2319 6:45 PM 0 0 0 0 30 0 13 0 0 36 15 0 0 41 27 0 162 2257 6:50 PM 0 0 0 0 13 0 17 0 0 35 20 0 0 26 22 0 133 2180 6:55 PM 0 0 0 0 20 0 12 0 0 59 16 0 0 34 30 0 171 2154 5-Min Count Period Beginning At I-5 SB Ramps (Northbound) I-5 SB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 432 0 264 0 0 684 328 0 0 720 476 0 2904 Heavy Trucks 0 0 0 8 0 20 0 12 12 0 8 8 68 Buses Pedestrians 0 8 0 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: I-5 NB Ramps OR-219 QC JOB 15405717 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 0 303 0 0 0 1193 0 303 1284 884 0.98 981 1037 153 0 1319 212 0 435 153 647 Peak-Hour: 4:20 PM 5:20 PM Peak 15-Min: 4:40 PM 4:55 PM 0 3 0 0 0 2 0 3 2.3 1.6 2 2.2 5.9 0 3.1 1.9 0 6.2 5.9 4.8 5 0 2 0 0 0 0 0 0 1 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At I-5 NB Ramps (Northbound) I-5 NB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 17 0 30 0 0 0 0 0 0 54 19 0 0 63 29 0 212 3:05 PM 16 0 21 0 0 0 0 0 0 61 13 0 0 72 30 1 214 3:10 PM 12 0 33 0 0 0 0 0 0 73 21 0 0 43 22 0 204 3:15 PM 20 0 39 0 0 0 0 0 0 57 18 0 0 90 18 0 242 3:20 PM 22 0 21 0 0 0 0 0 0 71 22 0 0 55 22 0 213 3:25 PM 18 0 38 0 0 0 0 0 0 63 12 0 0 82 39 0 252 3:30 PM 17 0 33 0 0 0 0 0 0 59 14 0 0 63 19 0 205 3:35 PM 12 0 31 0 0 0 0 0 0 80 17 0 0 86 29 0 255 3:40 PM 15 0 33 0 0 0 0 0 0 46 15 0 0 57 27 0 193 3:45 PM 18 0 27 0 0 0 0 0 0 67 19 0 0 80 32 0 243 3:50 PM 18 0 34 0 0 0 0 0 0 68 19 0 0 81 24 0 244 3:55 PM 12 0 46 0 0 0 0 0 0 51 22 0 0 51 18 0 200 2677 4:00 PM 19 0 43 0 0 0 0 0 0 77 20 0 0 71 24 0 254 2719 4:05 PM 11 0 34 0 0 0 0 0 0 68 12 0 0 71 34 0 230 2735 4:10 PM 22 0 38 0 0 0 0 0 0 82 19 0 0 68 31 0 260 2791 4:15 PM 21 0 42 0 0 0 0 0 0 61 18 0 0 82 17 0 241 2790 4:20 PM 12 0 42 0 0 0 0 0 0 88 24 0 0 78 27 0 271 2848 4:25 PM 27 0 41 0 0 0 0 0 0 47 12 0 0 76 23 0 226 2822 4:30 PM 10 0 32 0 0 0 0 0 0 70 8 0 0 85 17 0 222 2839 4:35 PM 13 0 40 0 0 0 0 0 0 71 14 0 0 93 32 0 263 2847 4:40 PM 23 0 40 0 0 0 0 0 0 84 5 0 0 68 27 0 247 2901 4:45 PM 20 0 40 0 0 0 0 0 0 73 8 0 0 81 20 0 242 2900 4:50 PM 23 0 35 0 0 0 0 0 0 93 9 0 0 81 26 0 267 2923 4:55 PM 17 0 38 0 0 0 0 0 0 60 11 0 0 85 17 0 228 2951 5:00 PM 11 0 28 0 0 0 0 0 0 80 14 0 0 93 25 0 251 2948 5:05 PM 17 0 39 0 0 0 0 0 0 57 17 0 0 93 22 0 245 2963 5:10 PM 20 0 26 0 0 0 0 0 0 85 18 0 0 68 37 0 254 2957 5:15 PM 19 0 34 0 0 0 0 0 0 76 13 0 0 80 30 0 252 2968 5:20 PM 12 0 44 0 0 0 0 0 0 71 9 0 0 61 27 0 224 2921 5:25 PM 19 0 39 0 0 0 0 0 0 69 17 0 0 74 21 0 239 2934 5:30 PM 12 0 22 0 0 0 0 0 0 94 19 0 0 90 16 0 253 2965 5:35 PM 13 0 41 0 0 0 0 0 0 77 12 0 0 71 19 0 233 2935 5:40 PM 22 0 28 0 0 0 0 0 0 80 15 0 0 59 13 0 217 2905 5:45 PM 17 0 29 0 0 0 0 0 0 85 10 0 0 82 24 0 247 2910 5:50 PM 14 0 35 0 0 0 0 0 0 72 12 0 0 79 20 0 232 2875 5:55 PM 13 0 34 0 0 0 0 0 0 80 10 0 0 60 16 0 213 2860 6:00 PM 15 0 23 0 0 0 0 0 0 79 16 0 0 49 19 0 201 2810 6:05 PM 11 0 28 0 0 0 0 0 0 60 15 0 0 67 14 0 195 2760 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 8 0 13 0 0 0 0 0 0 84 15 0 0 76 17 0 213 2719 6:15 PM 12 0 28 0 0 0 0 0 0 68 14 0 0 62 23 0 207 2674 6:20 PM 7 0 29 0 0 0 0 0 0 74 10 0 0 55 27 0 202 2652 6:25 PM 12 0 37 0 0 0 0 0 0 56 10 0 0 51 17 0 183 2596 6:30 PM 9 0 21 0 0 0 0 0 0 59 12 0 0 61 10 0 172 2515 6:35 PM 5 0 25 0 0 0 0 0 0 76 13 0 0 56 19 0 194 2476 6:40 PM 12 0 25 0 0 0 0 0 0 90 8 0 0 42 17 0 194 2453 6:45 PM 8 0 25 0 0 0 0 0 0 57 8 0 0 59 17 0 174 2380 6:50 PM 4 0 28 0 0 0 0 0 0 45 7 0 0 46 15 0 145 2293 6:55 PM 8 0 29 0 0 0 0 0 0 61 14 0 0 54 24 0 190 2270 5-Min Count Period Beginning At I-5 NB Ramps (Northbound) I-5 NB Ramps (Southbound) OR-219 (Eastbound) OR-219 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 264 0 460 0 0 0 0 0 0 1000 88 0 0 920 292 0 3024 Heavy Trucks 8 0 24 0 0 0 0 12 4 0 8 4 60 Buses Pedestrians 0 8 0 8 16 Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd OR 214 QC JOB 15462406 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 125 113 70 29 26 1125 107 16 919 863 0.93 703 1089 [PHONE REDACTED] 316 26 149 338 491 Peak-Hour: 4:30 PM 5:30 PM Peak 15-Min: 4:35 PM 4:50 PM 6.4 5.3 10 3.4 0 5.2 4.7 0 5 3.6 6.3 3.5 1.7 1 3.1 2.2 3.8 1.3 1.5 2 0 2 0 0 0 0 0 0 2 0 0 0 1 0 0 1 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 27 3 13 0 1 2 2 0 7 49 8 5 18 60 1 3 199 3:05 PM 26 4 12 0 4 2 11 0 5 59 7 1 12 46 0 0 189 3:10 PM 27 3 11 0 0 3 3 0 2 54 5 2 13 65 1 0 189 3:15 PM 16 0 16 0 3 2 12 0 6 66 8 2 9 54 1 0 195 3:20 PM 22 3 15 0 2 3 5 0 5 77 9 4 10 46 0 1 202 3:25 PM 30 4 16 0 1 2 8 0 9 69 9 1 8 53 1 1 212 3:30 PM 25 3 10 0 4 1 5 0 3 81 6 3 9 52 3 0 205 3:35 PM 32 2 9 0 8 3 4 0 3 67 11 3 15 57 0 1 215 3:40 PM 28 2 15 0 0 3 8 0 4 74 8 6 14 60 0 2 224 3:45 PM 18 2 16 0 2 6 4 0 10 68 8 4 15 48 2 3 206 3:50 PM 26 2 12 0 4 1 4 0 8 75 10 4 11 70 2 1 230 3:55 PM 32 5 16 0 4 1 3 0 10 58 15 3 9 55 2 1 214 2480 4:00 PM 26 3 11 0 1 3 5 0 6 73 13 1 18 53 2 1 216 2497 4:05 PM 33 1 11 0 4 4 9 0 10 70 9 3 9 69 2 1 235 2543 4:10 PM 34 2 5 0 4 2 9 0 8 76 11 2 13 61 0 0 227 2581 4:15 PM 22 4 10 0 0 1 4 0 3 58 11 1 7 61 1 2 185 2571 4:20 PM 31 3 11 0 4 3 7 0 6 69 5 6 18 53 3 1 220 2589 4:25 PM 17 2 10 0 1 5 7 0 5 53 6 3 18 54 4 1 186 2563 4:30 PM 26 2 16 0 1 5 5 0 5 64 10 5 12 49 4 0 204 2562 4:35 PM 34 2 15 0 6 2 4 0 5 76 10 6 13 57 2 1 233 2580 4:40 PM 33 2 13 0 1 3 6 0 5 74 12 1 17 73 2 1 243 2599 4:45 PM 29 0 17 0 4 3 7 0 6 79 8 1 19 59 1 0 233 2626 4:50 PM 27 4 13 0 0 1 7 0 8 71 14 2 18 51 1 2 219 2615 4:55 PM 18 0 5 0 1 3 3 0 6 73 12 5 18 46 1 1 192 2593 5:00 PM 25 2 10 0 1 1 6 0 6 68 9 0 12 52 2 0 194 2571 5:05 PM 18 3 10 0 2 4 12 0 5 57 7 2 14 70 0 2 206 2542 5:10 PM 33 2 11 0 2 2 4 0 5 71 7 2 16 74 0 0 229 2544 5:15 PM 18 2 11 0 3 3 8 0 9 86 9 4 21 58 1 1 234 2593 5:20 PM 31 3 12 0 3 0 5 0 6 70 11 1 13 50 2 1 208 2581 5:25 PM 24 4 16 0 2 2 3 0 5 74 10 7 17 64 0 1 229 2624 5:30 PM 14 1 10 0 2 0 7 0 5 69 6 6 5 40 1 1 167 2587 5:35 PM 25 1 17 0 3 2 5 0 7 72 8 1 11 63 1 3 219 2573 5:40 PM 30 1 13 0 3 2 7 0 4 59 8 1 17 50 3 2 200 2530 5:45 PM 20 1 16 0 0 1 5 0 5 76 13 0 11 39 0 0 187 2484 5:50 PM 27 1 8 0 4 0 2 0 7 64 16 4 14 44 2 0 193 2458 5:55 PM 30 0 12 0 5 0 8 0 3 63 14 5 9 35 1 1 186 2452 6:00 PM 36 1 13 0 1 0 6 0 8 59 6 5 8 39 0 0 182 2440 6:05 PM 16 1 8 0 2 0 5 0 5 72 6 0 12 52 3 0 182 2416 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 21 1 14 0 2 2 2 0 9 57 10 1 16 47 0 3 185 2372 6:15 PM 23 0 8 0 2 3 5 0 4 69 12 4 10 40 1 0 181 2319 6:20 PM 25 1 8 0 2 7 3 0 7 65 6 3 10 39 0 1 177 2288 6:25 PM 19 1 12 0 3 2 6 0 10 51 6 3 11 45 3 0 172 2231 6:30 PM 18 3 8 0 3 0 3 0 1 58 7 2 14 50 1 0 168 2232 6:35 PM 27 1 7 0 1 3 2 0 5 58 4 2 20 38 1 2 171 2184 6:40 PM 12 5 12 0 2 1 5 0 6 51 5 1 11 39 2 0 152 2136 6:45 PM 18 2 18 0 2 0 1 0 3 40 3 4 12 32 0 1 136 2085 6:50 PM 20 1 5 0 3 2 1 0 5 42 7 0 11 25 0 0 122 2014 6:55 PM 21 0 19 0 0 2 2 0 3 41 7 0 21 32 0 4 152 1980 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 384 16 180 0 44 32 68 0 64 916 120 32 196 756 20 8 2836 Heavy Trucks 8 0 4 0 4 8 8 36 0 4 32 0 104 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 4 4 Scooters Comments: Report generated on 6/16/2022 2:45 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Country Club Rd/Oregon Wy Newberg Hwy QC JOB 15702404 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 159 0.8 161 82 24 53 962 123 35 916 0.9 966 0.90 854 0.87 1114 25 27 1028 13 16 8 0.71 75 37 Peak-Hour: 4:50 PM 5:50 PM Peak 15-Min: 5:00 PM 5:15 PM 1.9 0 2.4 0 1.9 2.7 0 0 2.6 3.9 2.8 3.5 4 0 3.8 0 0 0 1.3 0 0 5 2 11 0 0 1 0 0 1 2 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Country Club Rd/Oregon Wy (Northbound) Country Club Rd/Oregon Wy (Southbound) Newberg Hwy (Eastbound) Newberg Hwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 2 2 0 0 4 5 5 0 9 68 2 1 2 52 3 0 155 3:05 PM 0 3 0 0 6 1 7 0 4 53 0 0 2 68 4 0 148 3:10 PM 1 0 0 0 4 1 5 0 12 55 1 0 1 46 2 0 128 3:15 PM 0 3 0 0 4 0 5 0 8 63 1 1 1 55 2 0 143 3:20 PM 0 3 0 0 3 8 4 0 5 75 3 1 1 58 2 0 163 3:25 PM 2 0 1 0 1 3 7 0 8 70 2 2 3 55 2 0 156 3:30 PM 2 3 1 0 4 2 5 0 9 61 1 1 1 69 3 1 163 3:35 PM 0 0 0 0 1 1 7 0 5 49 1 0 0 63 3 0 130 3:40 PM 1 3 0 0 8 1 6 0 6 75 4 1 1 66 3 0 175 3:45 PM 0 1 0 0 3 2 7 0 7 67 2 0 2 65 3 0 159 3:50 PM 2 2 0 0 5 2 4 0 5 69 1 0 3 75 11 0 179 3:55 PM 0 0 1 0 4 1 8 0 7 66 3 2 3 69 5 0 169 1868 4:00 PM 1 2 0 0 7 1 5 0 12 98 2 0 4 71 6 0 209 1922 4:05 PM 2 2 0 0 5 1 8 0 13 76 4 1 2 80 2 0 196 1970 4:10 PM 2 2 1 0 5 2 7 0 8 76 0 1 0 70 4 0 178 2020 4:15 PM 0 3 0 0 7 1 2 0 3 73 3 1 4 88 6 0 191 2068 4:20 PM 1 0 0 0 8 2 3 0 12 79 2 1 1 71 2 0 182 2087 4:25 PM 0 3 2 0 6 5 4 0 9 83 2 0 1 70 5 0 190 2121 4:30 PM 0 4 2 0 7 1 8 0 3 70 4 0 1 71 2 0 173 2131 4:35 PM 0 1 0 0 5 3 3 0 5 54 1 0 0 85 3 0 160 2161 4:40 PM 1 1 0 0 6 2 6 0 4 72 1 0 0 78 4 0 175 2161 4:45 PM 0 1 0 0 1 1 6 0 6 67 0 0 2 71 1 0 156 2158 4:50 PM 2 0 1 0 2 3 7 0 8 66 2 2 0 70 2 0 165 2144 4:55 PM 0 2 0 0 4 0 9 0 8 79 0 2 0 83 1 0 188 2163 5:00 PM 1 2 0 0 6 3 6 0 11 80 6 3 2 68 4 0 192 2146 5:05 PM 1 3 1 0 1 2 10 0 16 99 0 1 4 93 1 0 232 2182 5:10 PM 2 3 0 0 5 2 3 0 7 84 1 0 1 86 3 0 197 2201 5:15 PM 1 0 2 0 4 4 7 0 6 86 2 0 5 65 3 1 186 2196 5:20 PM 2 1 1 0 5 4 8 0 11 66 1 1 1 67 3 0 171 2185 5:25 PM 0 2 0 0 7 2 8 0 10 82 1 0 4 74 4 0 194 2189 5:30 PM 0 0 1 0 4 1 11 0 10 84 5 1 2 53 5 0 177 2193 5:35 PM 1 2 0 0 5 1 7 0 8 69 3 0 2 70 5 0 173 2206 5:40 PM 1 0 1 0 7 1 2 0 10 84 3 1 3 61 3 0 177 2208 5:45 PM 2 1 1 0 3 1 4 0 5 87 1 2 2 64 1 0 174 2226 5:50 PM 0 1 1 0 3 1 5 0 2 85 0 1 2 61 3 0 165 2226 5:55 PM 0 1 0 0 4 2 1 0 4 76 0 2 2 54 2 0 148 2186 6:00 PM 0 3 1 0 4 0 3 0 8 77 0 0 1 74 2 0 173 2167 6:05 PM 0 0 0 0 14 1 4 0 3 59 0 0 2 68 5 0 156 2091 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 1 0 0 0 7 3 8 0 11 64 5 2 1 54 2 0 158 2052 6:15 PM 0 1 0 0 1 1 5 0 4 61 2 1 0 73 4 0 153 2019 6:20 PM 0 0 1 0 7 1 6 0 5 62 1 1 1 65 2 0 152 2000 6:25 PM 0 0 0 0 3 2 4 0 5 68 1 0 0 59 4 0 146 1952 6:30 PM 0 0 0 0 2 3 1 0 6 77 2 1 0 57 5 0 154 1929 6:35 PM 1 1 2 0 5 2 5 0 5 66 3 1 0 51 1 0 143 1899 6:40 PM 0 1 1 0 1 0 2 0 7 78 1 1 1 43 0 0 136 1858 6:45 PM 0 3 0 0 6 1 4 0 3 51 0 0 0 28 3 0 99 1783 6:50 PM 0 0 0 0 4 2 5 0 3 64 0 1 0 33 3 0 115 1733 6:55 PM 1 2 0 0 3 2 4 0 3 53 0 0 1 40 2 0 111 1696 5-Min Count Period Beginning At Country Club Rd/Oregon Wy (Northbound) Country Club Rd/Oregon Wy (Southbound) Newberg Hwy (Eastbound) Newberg Hwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 16 32 4 0 48 28 76 0 136 1052 28 16 28 988 32 0 2484 Heavy Trucks 0 0 0 4 0 0 0 56 0 0 24 0 84 Buses Pedestrians 4 0 20 0 24 Bicycles 0 0 0 4 0 0 0 4 0 0 0 0 8 Scooters Comments: Report generated on 2/17/2022 11:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: N Boones Ferry Rd/N Settlemier Ave OR 214 QC JOB 15462408 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 421 274 120 190 111 902 87 77 696 530 0.96 544 926 309 75 717 238 110 76 574 424 Peak-Hour: 4:40 PM 5:40 PM Peak 15-Min: 5:00 PM 5:15 PM 2.9 2.6 0.8 4.2 2.7 4.5 2.3 3.9 5 5.8 5.7 3.9 1 1.3 4.9 3.8 1.8 1.3 2.1 2.8 0 4 0 3 1 2 0 0 1 0 1 0 0 1 1 1 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At N Boones Ferry Rd/N Settlemier Ave (Northbound) N Boones Ferry Rd/N Settlemier Ave (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 30 8 2 0 10 5 8 0 10 34 15 0 6 42 9 0 179 3:05 PM 15 6 7 0 6 10 8 0 2 37 16 0 4 51 8 0 170 3:10 PM 20 8 9 0 10 12 14 0 8 31 14 0 3 36 5 0 170 3:15 PM 13 3 9 0 7 11 5 0 6 57 18 0 8 51 6 0 194 3:20 PM 6 3 5 0 6 7 6 0 5 55 19 0 6 46 6 0 170 3:25 PM 20 16 9 0 8 14 4 0 10 47 22 0 14 44 6 0 214 3:30 PM 17 11 8 0 8 17 10 0 13 39 20 0 7 53 7 0 210 3:35 PM 29 7 5 0 16 11 9 0 4 42 37 0 9 46 8 0 223 3:40 PM 17 11 9 0 12 19 8 0 3 48 18 0 6 60 4 0 215 3:45 PM 29 12 10 0 13 16 8 0 8 44 26 0 6 51 7 0 230 3:50 PM 19 12 8 0 6 16 14 0 8 46 30 0 9 48 6 0 222 3:55 PM 18 12 4 0 5 12 10 0 5 45 24 0 6 51 3 0 195 2392 4:00 PM 16 11 7 0 10 15 11 0 5 44 27 0 14 59 4 0 223 2436 4:05 PM 14 8 7 0 4 22 6 0 6 49 29 0 4 53 5 0 207 2473 4:10 PM 16 5 6 0 13 11 16 0 3 37 26 0 8 53 8 0 202 2505 4:15 PM 6 11 8 0 10 16 6 0 12 41 21 0 16 51 4 0 202 2513 4:20 PM 18 8 2 0 6 9 14 0 7 51 25 0 3 51 6 0 200 2543 4:25 PM 14 10 4 0 10 13 11 0 4 29 15 0 13 44 4 0 171 2500 4:30 PM 20 9 6 0 4 16 9 0 5 39 17 0 7 53 5 0 190 2480 4:35 PM 25 12 4 0 9 15 10 0 6 37 27 0 6 48 6 0 205 2462 4:40 PM 18 14 3 0 5 21 10 0 5 49 18 0 5 50 4 0 202 2449 4:45 PM 21 11 3 0 4 7 13 0 8 48 27 0 7 59 6 0 214 2433 4:50 PM 20 4 6 0 9 16 17 0 10 49 19 0 7 38 4 0 199 2410 4:55 PM 21 9 6 0 9 12 5 0 6 35 22 0 6 41 10 0 182 2397 5:00 PM 15 9 9 0 9 23 17 0 6 43 32 0 9 40 9 0 221 2395 5:05 PM 23 5 6 0 6 13 12 0 8 44 23 0 7 58 3 0 208 2396 5:10 PM 23 10 5 0 10 19 13 0 5 37 25 0 3 51 12 0 213 2407 5:15 PM 18 11 7 0 11 23 6 0 9 34 34 0 7 41 5 0 206 2411 5:20 PM 15 6 8 0 10 14 7 0 5 53 31 0 2 51 4 0 206 2417 5:25 PM 20 8 9 0 11 16 6 0 4 43 25 0 10 38 9 0 199 2445 5:30 PM 26 17 9 0 20 14 7 0 7 39 36 0 4 28 4 0 211 2466 5:35 PM 18 6 5 0 7 12 7 0 14 56 17 0 8 49 7 0 206 2467 5:40 PM 17 8 1 0 3 14 7 0 10 42 32 0 2 40 5 0 181 2446 5:45 PM 12 5 4 0 6 9 3 0 8 33 25 0 12 46 7 0 170 2402 5:50 PM 18 12 1 0 4 16 6 0 6 38 27 0 6 32 7 0 173 2376 5:55 PM 17 6 9 0 5 11 6 0 4 39 31 0 4 28 2 0 162 2356 6:00 PM 20 8 5 0 4 14 8 0 6 34 34 0 10 26 8 0 177 2312 Page 1 of 2 ---PAGE BREAK--- 6:05 PM 12 8 3 0 4 14 10 0 7 47 21 0 6 48 9 0 189 2293 6:10 PM 23 8 4 0 5 16 10 0 10 40 35 0 9 41 9 0 210 2290 6:15 PM 18 15 8 0 9 17 7 0 7 34 26 0 4 28 4 0 177 2261 6:20 PM 15 9 5 0 9 10 6 0 3 38 24 0 10 26 6 0 161 2216 6:25 PM 10 4 2 0 2 13 3 0 9 30 22 0 4 46 1 0 146 2163 6:30 PM 15 8 4 0 6 6 5 0 5 36 30 0 3 33 3 0 154 2106 6:35 PM 24 2 4 0 5 10 3 0 4 38 18 0 3 40 4 0 155 2055 6:40 PM 17 2 6 0 3 8 6 0 1 30 25 0 5 35 2 0 140 2014 6:45 PM 24 9 2 0 5 11 2 0 5 31 13 0 5 17 5 0 129 1973 6:50 PM 12 9 4 0 6 8 5 0 3 34 13 0 4 29 6 0 133 1933 6:55 PM 11 10 3 0 7 8 5 0 4 20 16 0 3 35 4 0 126 1897 5-Min Count Period Beginning At N Boones Ferry Rd/N Settlemier Ave (Northbound) N Boones Ferry Rd/N Settlemier Ave (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 244 96 80 0 100 220 168 0 76 496 320 0 76 596 96 0 2568 Heavy Trucks 12 0 0 0 16 0 0 24 0 0 28 8 88 Buses Pedestrians 0 0 0 0 0 Bicycles 0 4 0 0 4 0 0 0 0 0 4 0 12 Scooters Comments: Report generated on 6/16/2022 2:47 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: OR 99E OR 214 QC JOB 15462410 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 1046 624 148 769 129 627 164 46 527 314 0.95 250 708 230 231 534 231 414 91 1232 736 Peak-Hour: 4:00 PM 5:00 PM Peak 15-Min: 4:30 PM 4:45 PM 6.1 7.4 6.1 6.2 5.4 5.9 7.3 0 5.3 7.3 8.4 6.4 4.3 3 8.6 3 8.2 17.6 5.3 7.7 1 4 1 10 0 0 1 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At OR 99E (Northbound) OR 99E (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 21 35 5 0 12 47 16 0 12 21 22 0 14 16 6 0 227 3:05 PM 12 24 9 0 2 45 12 0 7 21 18 0 11 17 3 0 181 3:10 PM 15 24 6 0 8 37 9 1 19 24 15 0 16 16 1 0 191 3:15 PM 27 37 8 0 5 60 15 0 10 10 26 0 11 14 5 0 228 3:20 PM 21 31 7 0 6 38 10 0 19 31 19 0 16 25 4 0 227 3:25 PM 11 30 3 0 15 34 7 0 15 24 18 0 13 26 3 0 199 3:30 PM 18 50 9 0 10 62 15 0 7 28 25 0 8 20 5 0 257 3:35 PM 18 23 8 1 22 48 12 0 21 26 20 0 16 15 7 0 237 3:40 PM 16 31 10 0 10 80 20 0 14 25 20 0 12 18 4 0 260 3:45 PM 14 20 11 0 13 44 15 0 14 30 26 0 24 22 3 0 236 3:50 PM 18 22 8 0 17 47 12 0 19 29 26 0 18 19 7 0 242 3:55 PM 18 44 7 0 16 66 16 0 9 25 27 0 16 26 4 0 274 2759 4:00 PM 21 26 6 0 12 58 7 0 20 30 21 0 28 22 5 0 256 2788 4:05 PM 19 40 9 0 10 76 20 0 12 23 15 0 11 20 4 0 259 2866 4:10 PM 14 32 10 1 6 58 6 0 17 26 24 0 23 28 5 0 250 2925 4:15 PM 14 47 5 0 13 71 14 0 15 21 17 0 19 27 2 0 265 2962 4:20 PM 17 31 6 0 11 46 15 0 6 31 22 0 11 20 2 0 218 2953 4:25 PM 27 33 4 0 14 45 9 0 7 27 19 0 23 17 4 0 229 2983 4:30 PM 13 32 9 1 11 84 13 0 17 24 25 0 18 17 5 0 269 2995 4:35 PM 21 28 15 0 7 51 14 0 14 31 21 0 26 25 5 0 258 3016 4:40 PM 22 31 8 0 20 74 15 0 16 22 15 0 16 21 4 0 264 3020 4:45 PM 19 39 5 0 7 74 6 0 11 28 19 0 18 23 4 0 253 3037 4:50 PM 24 32 7 0 9 46 11 0 18 28 21 0 24 18 5 0 243 3038 4:55 PM 18 43 7 0 9 86 18 0 11 23 11 0 14 12 1 0 253 3017 5:00 PM 14 21 7 0 8 62 9 0 9 31 17 0 14 30 5 0 227 2988 5:05 PM 13 42 9 0 17 68 9 0 14 23 20 0 12 16 1 0 244 2973 5:10 PM 5 24 4 0 16 51 12 0 19 35 17 0 15 30 7 0 235 2958 5:15 PM 25 24 5 0 11 44 5 0 20 24 19 0 23 18 1 0 219 2912 5:20 PM 6 59 5 0 13 61 11 0 12 19 20 0 18 18 4 0 246 2940 5:25 PM 9 20 8 0 6 43 9 0 11 28 13 0 19 21 2 0 189 2900 5:30 PM 23 43 9 1 12 51 14 0 18 18 27 0 17 16 3 0 252 2883 5:35 PM 17 39 8 0 8 52 11 0 13 35 11 0 20 25 6 0 245 2870 5:40 PM 27 29 7 0 11 37 14 0 14 30 22 0 24 15 6 0 236 2842 5:45 PM 18 35 12 0 8 58 10 0 13 14 14 0 15 17 1 0 215 2804 5:50 PM 5 23 6 0 6 47 11 0 7 24 12 0 11 24 6 0 182 2743 5:55 PM 17 35 8 0 18 41 8 0 5 10 15 0 12 14 5 0 188 2678 6:00 PM 10 21 9 0 7 32 5 0 8 22 18 0 20 26 7 0 185 2636 6:05 PM 13 26 6 0 8 52 12 0 14 16 17 0 19 16 1 0 200 2592 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 11 18 8 0 5 64 7 0 11 21 16 0 16 11 4 0 192 2549 6:15 PM 11 23 9 0 7 43 12 0 16 32 11 0 14 14 4 0 196 2526 6:20 PM 16 26 4 0 8 39 13 0 7 19 14 0 13 16 3 0 178 2458 6:25 PM 7 21 1 0 4 28 8 0 11 15 14 0 17 17 3 0 146 2415 6:30 PM 9 19 11 0 11 29 12 0 10 21 16 0 15 14 2 0 169 2332 6:35 PM 14 22 6 0 8 48 15 0 7 16 16 0 16 12 3 0 183 2270 6:40 PM 17 20 2 0 9 31 7 0 9 17 15 0 18 17 2 0 164 2198 6:45 PM 14 24 2 0 3 35 6 0 4 13 9 0 15 18 6 0 149 2132 6:50 PM 3 21 0 0 6 28 9 0 7 22 12 0 8 14 3 0 133 2083 6:55 PM 13 22 6 0 8 14 5 0 14 10 11 0 17 10 5 0 135 2030 5-Min Count Period Beginning At OR 99E (Northbound) OR 99E (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 224 364 128 4 152 836 168 0 188 308 244 0 240 252 56 0 3164 Heavy Trucks 4 24 32 4 36 4 8 12 0 0 24 0 148 Buses Pedestrians 12 0 0 0 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 6/16/2022 2:48 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd Stacy Allison Wy QC JOB 15702406 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 331 0.99 451 92 236 3 113 179 4 9 0.87 2 0.98 3 0.56 234 53 2 9 18 268 4 0.93 291 290 Peak-Hour: 5:00 PM 6:00 PM Peak 15-Min: 5:10 PM 5:25 PM 2.7 1.3 2.2 3 0 1.8 1.1 0 0 0 0 0.9 0 0 0 0 1.5 0 2.4 1.4 15 4 3 2 1 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 23 0 0 1 11 5 0 19 0 3 0 0 0 1 0 63 3:05 PM 2 15 0 0 0 12 7 0 14 0 6 0 0 0 0 0 56 3:10 PM 0 18 0 0 0 4 4 0 19 0 3 0 0 0 1 0 49 3:15 PM 3 21 0 0 0 9 5 0 17 0 6 0 0 0 0 0 61 3:20 PM 2 18 1 0 0 11 7 0 12 0 5 0 0 0 0 0 56 3:25 PM 1 17 0 0 1 16 6 0 11 0 1 0 2 0 0 0 55 3:30 PM 3 19 1 0 0 8 9 0 13 0 3 0 0 0 0 0 56 3:35 PM 1 15 0 0 0 9 5 0 17 0 3 0 0 0 0 0 50 3:40 PM 2 19 1 0 0 11 8 0 18 0 4 0 0 0 1 0 64 3:45 PM 2 20 1 0 0 14 5 0 16 0 1 0 0 0 0 0 59 3:50 PM 2 19 0 0 0 11 11 0 15 0 5 0 0 0 0 0 63 3:55 PM 2 25 0 0 0 14 13 0 15 0 3 0 0 0 0 0 72 704 4:00 PM 4 27 1 0 0 14 11 0 20 0 2 0 0 0 0 0 79 720 4:05 PM 4 24 0 0 0 24 8 0 15 0 5 0 0 0 0 0 80 744 4:10 PM 2 20 0 0 0 9 8 0 17 0 3 0 1 0 0 0 60 755 4:15 PM 4 22 0 0 1 15 4 0 13 0 2 0 0 0 0 0 61 755 4:20 PM 2 26 0 0 0 16 6 0 18 0 3 0 0 1 0 0 72 771 4:25 PM 1 22 0 0 0 14 3 0 18 0 6 0 0 0 0 0 64 780 4:30 PM 5 18 0 0 0 15 4 0 14 1 2 0 0 0 1 0 60 784 4:35 PM 1 21 0 0 0 13 5 0 14 0 4 0 0 0 0 0 58 792 4:40 PM 0 15 0 0 0 13 8 0 17 0 3 0 0 0 0 0 56 784 4:45 PM 4 20 0 0 0 11 7 0 15 0 3 0 1 0 0 0 61 786 4:50 PM 2 28 0 0 1 14 3 0 10 0 5 0 0 0 0 0 63 786 4:55 PM 1 15 0 0 0 17 9 0 12 0 2 0 0 0 0 0 56 770 5:00 PM 1 31 0 0 1 22 7 0 17 1 1 0 0 0 1 0 82 773 5:05 PM 0 19 0 0 0 23 12 0 13 0 1 0 1 0 0 0 69 762 5:10 PM 2 25 0 0 0 11 8 0 17 0 3 0 0 0 1 0 67 769 5:15 PM 1 26 1 0 0 20 8 0 17 0 4 0 0 1 0 0 78 786 5:20 PM 2 20 0 0 0 20 7 0 15 0 11 0 0 1 0 0 76 790 5:25 PM 2 17 1 0 1 16 8 0 14 0 6 0 0 1 1 0 67 793 5:30 PM 2 27 0 0 0 22 5 0 16 0 4 0 0 0 1 0 77 810 5:35 PM 0 17 0 0 0 22 6 0 13 0 5 0 1 0 0 0 64 816 5:40 PM 2 18 0 0 0 19 10 0 14 0 5 0 0 0 0 0 68 828 5:45 PM 1 21 2 0 1 21 4 0 15 0 8 0 0 0 0 0 73 840 5:50 PM 3 26 0 0 0 20 9 0 14 0 2 0 0 0 0 0 74 851 5:55 PM 2 21 0 0 0 20 8 0 14 1 3 0 0 0 0 0 69 864 6:00 PM 3 23 0 0 1 11 9 0 9 0 7 0 0 0 0 0 63 845 6:05 PM 2 15 0 0 0 18 8 0 14 1 7 0 1 0 0 0 66 842 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 5 23 1 0 0 11 6 0 20 0 2 0 0 0 0 0 68 843 6:15 PM 4 18 0 0 0 11 5 0 17 0 4 0 0 0 0 0 59 824 6:20 PM 1 18 0 0 0 12 11 0 11 0 4 0 0 0 1 0 58 806 6:25 PM 1 18 0 0 0 16 9 0 12 0 1 0 0 0 0 0 57 796 6:30 PM 2 20 0 0 1 15 7 0 20 0 3 0 0 0 0 0 68 787 6:35 PM 0 15 0 0 0 14 9 0 17 0 7 0 0 1 0 0 63 786 6:40 PM 0 21 0 0 0 12 9 0 22 0 3 0 0 0 0 0 67 785 6:45 PM 0 14 1 0 0 8 2 0 8 0 3 0 0 0 0 0 36 748 6:50 PM 3 10 0 0 0 11 10 0 13 0 2 0 0 0 0 0 49 723 6:55 PM 2 12 1 0 0 9 3 0 15 0 3 0 0 0 1 0 46 700 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 20 284 4 0 0 204 92 0 196 0 72 0 0 8 4 0 884 Heavy Trucks 0 12 0 0 4 0 0 0 0 0 0 0 16 Buses Pedestrians 0 16 8 0 24 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 2/17/2022 11:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd W Hayes St QC JOB 15702408 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 292 0.89 278 12 136 144 124 11 107 344 0.79 62 0.96 110 0.87 73 0 127 293 2 160 87 0.93 263 249 Peak-Hour: 5:00 PM 6:00 PM Peak 15-Min: 5:40 PM 5:55 PM 2.4 1.1 0 2.9 2.1 0 0 0.9 0.9 0 0 0 0 1.6 1.4 0 1.3 1.1 2.3 1.2 0 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 15 3 0 6 7 2 0 2 2 0 0 9 3 6 0 55 3:05 PM 0 10 3 0 8 7 1 0 2 3 0 0 4 13 6 0 57 3:10 PM 0 14 6 0 4 6 1 0 0 2 0 0 6 2 4 0 45 3:15 PM 0 14 9 0 6 6 0 0 1 6 0 0 8 4 6 0 60 3:20 PM 0 10 4 0 8 6 2 0 3 3 0 0 6 13 9 0 64 3:25 PM 0 9 5 0 9 9 1 0 1 1 0 0 5 8 8 0 56 3:30 PM 0 13 7 0 3 7 2 0 2 2 0 0 6 8 7 0 57 3:35 PM 0 11 6 0 5 7 1 0 1 6 0 0 8 5 5 0 55 3:40 PM 0 12 4 0 10 5 1 0 2 5 1 0 11 4 7 0 62 3:45 PM 1 14 6 0 4 11 0 0 1 2 0 0 12 4 8 0 63 3:50 PM 0 5 14 0 8 5 0 0 1 4 0 0 21 8 16 0 82 3:55 PM 1 11 7 0 7 11 1 0 1 4 0 0 12 9 14 0 78 734 4:00 PM 0 19 12 0 9 3 0 0 2 6 1 0 12 5 8 0 77 756 4:05 PM 0 16 9 0 12 19 3 0 2 2 0 0 20 5 10 0 98 797 4:10 PM 0 7 8 0 10 4 0 0 2 5 0 0 6 9 14 0 65 817 4:15 PM 0 7 11 0 6 9 0 0 3 4 1 0 6 10 14 0 71 828 4:20 PM 0 13 9 0 4 12 0 0 1 4 0 0 9 11 13 0 76 840 4:25 PM 0 14 11 0 12 9 1 0 1 2 0 0 10 8 7 0 75 859 4:30 PM 0 11 5 0 11 9 0 0 1 1 0 0 5 7 12 0 62 864 4:35 PM 0 11 6 0 12 6 1 0 0 5 0 0 11 3 6 0 61 870 4:40 PM 0 5 5 0 5 8 0 0 2 3 0 0 11 9 8 0 56 864 4:45 PM 0 17 4 0 6 9 2 0 1 10 0 0 17 4 6 0 76 877 4:50 PM 1 18 10 0 7 8 1 0 1 3 0 0 8 7 11 0 75 870 4:55 PM 0 6 11 0 9 9 0 0 2 6 0 0 5 8 6 0 62 854 5:00 PM 0 18 6 0 11 15 1 0 2 7 0 0 8 12 8 0 88 865 5:05 PM 0 13 7 0 14 6 2 0 1 6 0 0 10 10 3 0 72 839 5:10 PM 1 15 6 0 10 8 0 0 0 4 0 0 14 10 12 0 80 854 5:15 PM 0 12 11 0 7 15 0 0 1 5 0 0 9 8 13 0 81 864 5:20 PM 0 10 10 0 12 10 2 0 0 6 0 0 17 5 11 0 83 871 5:25 PM 0 14 8 0 16 8 2 0 0 2 0 0 3 11 6 0 70 866 5:30 PM 1 17 5 0 12 14 1 0 3 7 0 0 12 7 11 0 90 894 5:35 PM 0 5 3 0 13 13 1 0 1 5 0 0 9 8 7 0 65 898 5:40 PM 0 12 8 0 13 10 1 0 2 5 0 0 11 13 8 0 83 925 5:45 PM 0 10 6 0 13 17 1 0 0 4 0 0 12 7 11 0 81 930 5:50 PM 0 19 11 0 13 7 1 0 0 5 0 0 12 7 11 0 86 941 5:55 PM 0 15 6 0 10 13 0 0 1 6 0 0 10 12 6 0 79 958 6:00 PM 0 21 5 0 10 9 0 0 0 3 0 0 4 7 4 0 63 933 6:05 PM 0 15 8 0 10 14 1 0 1 4 0 0 8 6 2 0 69 930 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 1 10 7 0 8 8 0 0 2 1 0 0 10 3 16 0 66 916 6:15 PM 0 13 11 0 6 6 2 0 1 3 0 0 10 6 6 0 64 899 6:20 PM 1 12 14 0 8 8 0 0 1 7 0 0 7 2 6 0 66 882 6:25 PM 0 12 6 0 5 9 2 0 1 3 0 0 5 7 7 0 57 869 6:30 PM 0 9 5 0 9 10 1 0 0 5 0 0 3 8 12 0 62 841 6:35 PM 1 11 5 0 6 12 3 0 3 3 0 0 7 4 3 0 58 834 6:40 PM 0 15 4 0 7 5 3 0 2 5 0 0 5 7 2 0 55 806 6:45 PM 0 10 11 0 6 5 1 0 0 4 0 0 2 10 5 0 54 779 6:50 PM 0 10 8 0 4 8 0 0 2 3 0 0 9 4 3 0 51 744 6:55 PM 0 8 10 0 6 6 1 0 0 3 0 0 0 3 6 0 43 708 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 164 100 0 156 136 12 0 8 56 0 0 140 108 120 0 1000 Heavy Trucks 0 0 0 4 12 0 0 0 0 0 0 0 16 Buses Pedestrians 4 0 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 2/17/2022 11:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: N Settlemier Ave W Hayes St (north) QC JOB 15767202 CITY/STATE: Woodburn, OR DATE: Wed, Mar 30 2022 505 390 52 453 0 219 46 0 1 0 0.94 0 46 0 1 0 167 344 0 454 511 Peak-Hour: 4:45 PM 5:45 PM Peak 15-Min: 5:30 PM 5:45 PM 3 2.1 1.9 3.1 0 0.9 2.2 0 0 0 0 2.2 0 0 0 0.6 2 0 3.1 1.6 0 10 5 0 0 3 0 0 0 0 0 0 0 0 2 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (north) (Eastbound) W Hayes St (north) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 21 25 0 0 1 26 1 0 2 0 0 0 0 0 0 0 76 3:05 PM 9 29 0 0 1 30 2 0 0 0 0 0 0 0 1 0 72 3:10 PM 15 25 0 0 1 25 4 0 5 0 0 0 0 0 1 0 76 3:15 PM 10 28 1 0 1 16 3 0 4 0 0 0 0 0 0 0 63 3:20 PM 11 40 1 0 0 22 4 0 2 0 0 0 0 0 0 0 80 3:25 PM 7 22 2 0 0 26 5 0 4 0 1 0 0 0 1 0 68 3:30 PM 16 26 0 0 2 24 3 0 4 0 0 0 1 0 1 0 77 3:35 PM 16 20 0 0 1 17 6 0 3 0 0 0 0 0 3 0 66 3:40 PM 6 15 1 0 1 40 4 0 3 0 0 0 0 0 3 0 73 3:45 PM 11 19 0 0 0 39 9 0 3 0 0 0 1 0 1 0 83 3:50 PM 16 37 2 0 2 35 11 0 5 0 0 0 0 0 2 0 110 3:55 PM 9 25 0 0 0 22 9 0 6 0 0 0 0 0 2 0 73 917 4:00 PM 15 30 0 0 0 37 6 0 3 0 0 0 0 0 2 0 93 934 4:05 PM 16 26 1 0 0 40 5 0 3 0 0 0 0 0 0 0 91 953 4:10 PM 17 37 0 0 0 31 5 0 9 0 0 0 1 0 0 0 100 977 4:15 PM 8 30 0 0 0 43 6 0 7 0 0 0 0 0 1 0 95 1009 4:20 PM 10 39 0 0 0 31 3 0 5 0 0 0 0 0 0 0 88 1017 4:25 PM 15 24 0 0 1 34 3 0 6 0 0 0 0 0 1 0 84 1033 4:30 PM 12 34 0 0 0 32 7 0 5 0 0 0 0 0 0 0 90 1046 4:35 PM 11 23 0 0 0 35 9 0 1 0 0 0 0 0 0 0 79 1059 4:40 PM 14 28 0 0 0 36 3 0 3 0 0 0 0 0 1 0 85 1071 4:45 PM 15 37 0 0 0 32 6 0 8 0 0 0 0 0 0 0 98 1086 4:50 PM 11 23 0 0 0 34 6 0 2 0 0 0 0 0 0 0 76 1052 4:55 PM 14 24 0 0 0 33 6 0 7 0 0 0 1 0 0 0 85 1064 5:00 PM 14 25 0 0 0 37 4 0 4 0 0 0 0 0 0 0 84 1055 5:05 PM 16 32 0 0 0 35 2 0 8 0 0 0 0 0 0 0 93 1057 5:10 PM 15 33 0 0 0 37 3 0 3 0 0 0 0 0 0 0 91 1048 5:15 PM 14 26 0 0 0 31 5 0 2 0 0 0 0 0 0 0 78 1031 5:20 PM 15 34 0 0 0 38 0 0 5 0 0 0 0 0 0 0 92 1035 5:25 PM 4 19 0 0 0 54 3 0 2 0 0 0 0 0 0 0 82 1033 5:30 PM 18 30 0 0 0 50 8 0 0 0 0 0 0 0 0 0 106 1049 5:35 PM 16 29 0 0 0 32 3 0 1 0 0 0 0 0 0 0 81 1051 5:40 PM 15 32 0 0 0 40 6 0 4 0 0 0 0 0 0 0 97 1063 5:45 PM 13 18 0 0 0 37 4 0 4 0 0 0 0 0 0 0 76 1041 5:50 PM 8 39 0 0 0 36 2 0 3 0 0 0 0 0 0 0 88 1053 5:55 PM 9 25 0 0 0 28 1 0 3 0 0 0 0 0 0 0 66 1034 6:00 PM 10 28 1 0 0 32 2 0 4 0 0 0 0 0 0 0 77 1027 6:05 PM 12 19 1 0 0 49 4 0 0 0 0 0 0 1 0 0 86 1020 Page 1 of 4 ---PAGE BREAK--- 6:10 PM 8 22 0 0 0 30 4 0 3 0 0 0 0 0 0 0 67 996 6:15 PM 10 15 0 0 0 27 4 0 8 0 0 0 0 0 0 0 64 982 6:20 PM 12 26 0 0 1 32 5 0 8 0 0 0 0 0 0 0 84 974 6:25 PM 13 29 0 0 0 14 3 0 4 0 0 0 0 0 0 0 63 955 6:30 PM 4 18 0 0 0 16 6 0 6 0 0 0 0 0 0 0 50 899 6:35 PM 9 20 0 0 0 30 5 0 5 0 0 0 0 0 0 0 69 887 6:40 PM 9 25 0 0 0 27 5 0 6 0 0 0 0 0 0 0 72 862 6:45 PM 9 18 0 0 0 18 4 0 4 0 0 0 0 0 0 0 53 839 6:50 PM 8 28 0 0 0 26 6 0 2 0 0 0 0 0 0 0 70 821 6:55 PM 11 28 0 0 0 17 4 0 2 0 0 0 0 0 0 0 62 817 5-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (north) (Eastbound) W Hayes St (north) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 196 364 0 0 0 488 68 0 20 0 0 0 0 0 0 0 1136 Heavy Trucks 0 8 0 0 28 0 0 0 0 0 0 0 36 Buses Pedestrians 0 0 12 8 20 Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4 Scooters Comments: Report generated on 6/16/2022 2:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 4 ---PAGE BREAK--- Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: N Settlemier Ave W Hayes St (south) QC JOB 15767204 CITY/STATE: Woodburn, OR DATE: Wed, Mar 30 2022 454 510 0 428 26 0 0 53 53 24 0.96 0 189 165 0 58 0 457 8 593 465 Peak-Hour: 4:45 PM 5:45 PM Peak 15-Min: 5:20 PM 5:35 PM 3.1 1.6 0 3.3 0 0 0 0 0 0 0 4.2 4.8 0 0 0 1.8 0 3.7 1.7 0 10 5 4 0 4 0 0 1 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (south) (Eastbound) W Hayes St (south) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 33 0 0 5 21 0 0 0 3 4 0 0 0 11 0 77 3:05 PM 0 35 0 0 10 24 0 0 0 2 7 0 0 0 6 0 84 3:10 PM 0 34 1 0 3 21 0 0 0 3 9 0 0 0 4 0 75 3:15 PM 0 40 0 0 0 13 0 0 0 1 9 0 0 0 1 0 64 3:20 PM 0 46 1 0 2 24 0 0 0 2 10 0 0 0 7 0 92 3:25 PM 0 26 3 0 5 17 0 0 0 3 4 0 0 0 3 0 61 3:30 PM 0 40 0 0 1 25 0 0 0 4 5 0 0 0 3 0 78 3:35 PM 0 29 1 0 1 17 0 0 0 4 7 0 1 0 4 0 64 3:40 PM 0 20 0 0 1 39 0 0 0 16 3 0 1 0 0 0 80 3:45 PM 0 34 1 0 0 41 0 0 0 2 17 0 0 0 6 0 101 3:50 PM 0 42 2 0 1 33 0 0 0 5 16 0 0 0 5 0 104 3:55 PM 0 35 0 0 1 22 0 0 0 1 9 0 0 0 6 0 74 954 4:00 PM 0 38 0 0 0 37 0 0 0 2 11 0 0 0 5 0 93 970 4:05 PM 0 41 0 0 0 39 0 0 0 3 14 0 0 0 2 0 99 985 4:10 PM 0 46 0 0 3 29 0 0 0 3 12 0 1 0 4 0 98 1008 4:15 PM 0 38 1 0 2 42 0 0 0 4 25 0 0 0 2 0 114 1058 4:20 PM 0 45 0 0 0 34 0 0 0 2 15 0 0 0 3 0 99 1065 4:25 PM 0 32 0 0 1 29 0 0 0 1 16 0 0 0 5 0 84 1088 4:30 PM 0 47 1 0 3 28 0 0 0 2 7 0 0 0 5 0 93 1103 4:35 PM 0 27 0 0 5 31 0 0 0 8 15 0 0 0 1 0 87 1126 4:40 PM 0 43 1 0 6 29 0 0 0 1 7 0 0 0 2 0 89 1135 4:45 PM 0 52 1 0 1 35 0 0 0 1 12 0 0 0 4 0 106 1140 4:50 PM 0 25 0 0 2 28 0 0 0 4 13 0 0 0 4 0 76 1112 4:55 PM 0 32 0 0 4 32 0 0 0 1 17 0 0 0 4 0 90 1128 5:00 PM 0 34 0 0 1 38 0 0 0 2 12 0 0 0 8 0 95 1130 5:05 PM 0 47 0 0 2 31 0 0 0 4 19 0 0 0 4 0 107 1138 5:10 PM 0 42 1 0 0 36 0 0 0 2 13 0 0 0 3 0 97 1137 5:15 PM 0 35 1 0 2 31 0 0 0 0 19 0 0 0 6 0 94 1117 5:20 PM 0 40 1 0 2 35 0 0 0 4 14 0 0 0 4 0 100 1118 5:25 PM 0 24 1 0 3 51 0 0 0 1 12 0 0 0 2 0 94 1128 5:30 PM 0 44 2 0 3 44 0 0 0 1 10 0 0 0 5 0 109 1144 5:35 PM 0 45 0 0 3 29 0 0 0 2 12 0 0 0 5 0 96 1153 5:40 PM 0 37 1 0 3 38 0 0 0 2 12 0 0 0 4 0 97 1161 5:45 PM 0 30 0 0 1 36 0 0 0 2 15 0 0 0 1 0 85 1140 5:50 PM 0 43 1 0 2 34 0 0 0 3 11 0 0 0 1 0 95 1159 5:55 PM 0 31 0 0 1 26 0 0 0 1 12 0 1 0 5 0 77 1146 6:00 PM 0 40 0 0 1 35 0 0 0 2 24 0 0 0 2 0 104 1155 6:05 PM 0 27 0 0 0 47 0 0 0 0 13 0 0 0 4 0 91 1139 Page 3 of 4 ---PAGE BREAK--- 6:10 PM 0 28 0 0 5 26 0 0 0 2 8 0 0 0 0 0 69 1111 6:15 PM 0 24 0 0 3 24 0 0 0 1 8 0 0 0 2 0 62 1079 6:20 PM 0 34 2 0 1 29 0 0 0 5 11 0 0 0 4 0 86 1065 6:25 PM 0 37 1 0 1 14 0 0 0 5 7 0 0 0 4 0 69 1040 6:30 PM 0 17 0 0 0 14 0 0 0 2 7 0 0 0 2 0 42 973 6:35 PM 0 29 1 0 2 31 0 0 0 1 13 0 0 0 4 0 81 958 6:40 PM 0 32 0 0 3 22 0 0 0 3 5 0 1 0 1 0 67 928 6:45 PM 0 24 0 0 3 15 0 0 0 3 7 0 0 0 4 0 56 899 6:50 PM 0 32 0 0 4 23 0 0 0 0 9 0 0 0 4 0 72 876 6:55 PM 1 37 0 0 1 25 0 0 0 3 9 0 0 0 2 0 78 877 5-Min Count Period Beginning At N Settlemier Ave (Northbound) N Settlemier Ave (Southbound) W Hayes St (south) (Eastbound) W Hayes St (south) (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 432 16 0 32 520 0 0 0 24 144 0 0 0 44 0 1212 Heavy Trucks 0 8 0 0 16 0 0 0 8 0 0 0 32 Buses Pedestrians 4 0 16 0 20 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 6/16/2022 2:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 4 of 4 ---PAGE BREAK--- Southbound Stubb Rd NE Heavy Vehicle 0.0% In 8 Out 13 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Stubb Rd NE 0 3 0 5 0 E/W street Parr Rd City, State Woodburn OR Eastbound Parr Rd Heavy Vehicle 0.0% Bicycles Right Thru Left U-Turn Westbound Parr Rd Heavy Vehicle 0.0% Peds 0 Peds 0 Peds 0 Site Notes Location 45.136454 - -122.879529 Out 64 U-Turn 0 Bicycles 2 In 68 Stubb at Parr Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 6 Right 7 Weather Study ID # 107814 Thru Out 82 Peak 15 Min Start 04:40:00 PM Right 0 Left 0 PHF (15-Min Int) 0.86 Bicycles 0 U-Turn 0 Peds 77 Thru 61 Peak Hour Start 04:40:00 PM In 83 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 5 0 3 0 6 77 0 0 Uturn NB SB EB WB Right 64 82 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 8 83 68 0 13 0 61 7 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 0.0% 0.0% #DIV/0! 0.0% 0.0% 0.0% 0.0% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 2 Uturn Sum NB SB EB Right Uturn Left 0 0 0 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 2 0 Parr Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Stubb Rd NE Parr Rd Sum 04:00:00 PM 0 0 0 0 5 0 2 Left Thru Right Uturn Sum 0 0 0 0 04:05:00 PM 0 0 0 0 7 3 0 0 32 04:10:00 PM 0 0 0 0 7 0 0 8 0 0 0 04:15:00 PM 1 0 0 0 37 04:20:00 PM 0 0 0 1 6 8 0 4 0 5 0 0 38 36 04:25:00 PM 0 0 0 0 7 0 0 6 1 0 0 04:30:00 PM 0 0 0 0 30 04:35:00 PM 0 0 0 1 3 1 0 2 0 10 0 0 33 25 04:40:00 PM 0 0 0 0 10 0 0 5 0 0 0 04:45:00 PM 0 0 1 0 39 04:50:00 PM 0 0 0 1 9 6 0 3 0 2 2 0 34 137 46 04:55:00 PM 1 0 0 1 2 0 0 6 0 0 0 05:00:00 PM 1 0 0 0 34 140 05:05:00 PM 0 2 0 1 4 5 0 5 0 4 0 0 35 140 31 138 05:10:00 PM 0 0 0 0 8 0 0 5 0 0 2 05:15:00 PM 0 0 2 0 43 146 05:20:00 PM 2 0 0 1 5 8 0 6 0 3 1 0 45 147 44 146 05:25:00 PM 0 1 0 0 8 0 0 6 0 0 0 05:30:00 PM 0 0 0 0 39 155 05:35:00 PM 1 0 0 0 8 4 0 7 1 4 1 0 36 150 38 159 05:40:00 PM 0 0 0 0 6 0 0 4 0 0 1 05:45:00 PM 1 0 0 0 35 151 05:50:00 PM 1 0 0 1 3 4 0 6 0 3 0 0 25 141 32 145 05:55:00 PM 1 0 0 0 0 0 0 4 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Settlemier Ave Parr Rd NE QC JOB 15702402 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 220 0.74 190 67 149 4 216 49 8 140 0.94 76 0.86 80 0.9 199 74 52 126 69 133 46 0.74 275 248 Peak-Hour: 5:00 PM 6:00 PM Peak 15-Min: 5:10 PM 5:25 PM 3.2 3.7 4.5 2.7 0 1.9 10.2 0 0.7 1.3 0 3.5 1.4 1.9 0.8 1.4 1.5 0 2.2 1.2 4 5 4 9 0 0 0 0 0 0 1 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Settlemier Ave (Northbound) S Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 5 9 3 0 0 7 8 0 1 0 1 0 1 11 0 0 46 3:05 PM 7 10 1 0 0 10 4 0 4 5 0 0 4 8 1 0 54 3:10 PM 6 5 2 0 0 3 5 0 4 3 5 0 3 9 1 0 46 3:15 PM 7 10 2 0 0 7 10 0 8 13 2 0 1 8 0 0 68 3:20 PM 5 5 2 0 1 9 13 0 25 17 5 0 2 3 0 0 87 3:25 PM 4 7 2 0 0 5 3 0 14 10 20 0 6 2 1 0 74 3:30 PM 0 10 2 0 0 14 7 0 8 7 15 0 3 7 0 0 73 3:35 PM 2 4 2 0 0 13 6 0 4 7 4 0 7 8 1 0 58 3:40 PM 2 11 1 0 1 10 11 0 8 6 2 0 3 8 0 0 63 3:45 PM 2 12 3 0 0 22 4 0 7 7 5 0 4 4 0 0 70 3:50 PM 3 5 1 0 0 9 6 0 9 4 4 0 2 6 0 0 49 3:55 PM 5 5 1 0 0 6 10 0 4 2 5 0 1 2 0 0 41 729 4:00 PM 3 10 2 0 1 7 3 0 9 6 7 0 3 7 1 0 59 742 4:05 PM 7 13 2 0 0 14 7 0 12 5 9 0 4 7 1 0 81 769 4:10 PM 3 20 0 0 0 12 9 0 4 7 2 0 4 6 2 0 69 792 4:15 PM 6 10 2 0 0 13 4 0 7 5 4 0 1 4 2 0 58 782 4:20 PM 4 7 1 0 0 17 7 0 8 5 5 0 5 5 1 0 65 760 4:25 PM 3 14 3 0 1 13 6 0 1 1 3 0 7 5 1 0 58 744 4:30 PM 4 6 3 0 0 16 4 0 4 9 4 0 2 6 1 0 59 730 4:35 PM 3 11 3 0 0 15 7 0 6 4 4 0 2 8 1 0 64 736 4:40 PM 6 12 3 0 0 17 7 0 4 7 4 0 4 6 2 0 72 745 4:45 PM 4 11 1 0 1 17 5 0 6 5 8 0 4 9 1 0 72 747 4:50 PM 7 7 5 0 0 10 7 0 5 3 5 0 3 6 0 0 58 756 4:55 PM 6 5 2 0 0 11 5 0 2 3 7 0 4 7 0 0 52 767 5:00 PM 8 10 6 0 1 9 3 0 7 4 5 0 6 6 1 0 66 774 5:05 PM 7 14 4 0 0 15 6 0 3 6 6 0 1 6 0 0 68 761 5:10 PM 10 15 1 0 0 19 5 0 5 7 6 0 4 8 1 0 81 773 5:15 PM 7 16 10 0 0 14 10 0 1 7 8 0 3 8 0 0 84 799 5:20 PM 5 6 3 0 0 12 14 0 6 6 6 0 7 5 0 0 70 804 5:25 PM 7 6 2 0 0 14 3 0 1 7 7 0 5 5 1 0 58 804 5:30 PM 0 14 1 0 0 7 3 0 4 6 10 0 7 6 1 0 59 804 5:35 PM 5 9 4 0 0 10 3 0 4 2 8 0 2 9 0 0 56 796 5:40 PM 8 14 5 0 0 12 4 0 4 9 3 0 5 6 0 0 70 794 5:45 PM 2 10 4 0 2 9 7 0 3 9 6 0 6 5 0 0 63 785 5:50 PM 4 8 5 0 1 13 2 0 6 7 5 0 5 10 2 0 68 795 5:55 PM 6 11 1 0 0 15 7 0 5 6 4 0 1 6 2 0 64 807 6:00 PM 6 9 4 0 0 8 2 0 3 5 3 0 5 6 0 0 51 792 6:05 PM 4 11 3 0 0 7 6 0 6 5 7 0 3 10 0 0 62 786 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 4 6 6 0 0 11 1 0 7 3 3 0 5 8 0 0 54 759 6:15 PM 5 13 3 0 0 8 9 0 4 5 6 0 4 5 1 0 63 738 6:20 PM 4 8 4 0 1 7 3 0 4 0 5 0 4 3 2 0 45 713 6:25 PM 2 11 1 0 1 7 2 0 4 7 2 0 6 4 0 0 47 702 6:30 PM 4 9 3 0 0 9 1 0 4 4 6 0 3 2 1 0 46 689 6:35 PM 1 7 3 0 0 17 8 0 3 7 4 0 4 4 0 0 58 691 6:40 PM 5 9 3 0 0 13 5 0 11 4 6 0 5 6 0 0 67 688 6:45 PM 6 3 5 0 1 11 4 0 16 7 3 0 3 1 1 0 61 686 6:50 PM 5 10 0 0 1 9 5 0 4 7 4 0 4 7 0 0 56 674 6:55 PM 8 3 4 0 1 10 5 0 7 4 5 0 1 13 0 0 61 671 5-Min Count Period Beginning At S Settlemier Ave (Northbound) S Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 88 148 56 0 0 180 116 0 48 80 80 0 56 84 4 0 940 Heavy Trucks 0 0 0 0 0 8 12 4 0 4 0 0 28 Buses Pedestrians 12 12 8 12 44 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 2/17/2022 11:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Butteville Rd NE Parr Rd NE QC JOB 15405719 CITY/STATE: Woodburn, OR DATE: Wed, Apr 14 2021 269 149 0 210 59 0 0 51 81 0 0.86 0 0 0 30 88 0 98 29 240 127 Peak-Hour: 4:45 PM 5:45 PM Peak 15-Min: 5:15 PM 5:30 PM 1.9 2.7 0 1.9 1.7 0 0 3.9 2.5 0 0 0 0 0 1.1 0 2 0 1.7 1.6 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 5 2 0 2 12 0 0 0 0 0 0 2 0 0 0 23 3:05 PM 0 9 1 0 0 12 0 0 0 0 0 0 2 0 1 0 25 3:10 PM 0 8 1 0 2 12 0 0 0 0 0 0 0 0 6 0 29 3:15 PM 0 5 2 0 0 16 0 0 0 0 0 0 0 0 1 0 24 3:20 PM 0 5 1 0 5 10 0 0 0 0 0 0 3 0 4 0 28 3:25 PM 0 12 1 0 3 16 0 0 0 0 0 0 0 0 1 0 33 3:30 PM 0 6 2 0 6 18 0 0 0 0 0 0 2 0 3 0 37 3:35 PM 0 8 2 1 2 10 0 0 0 0 0 0 0 0 3 0 26 3:40 PM 0 13 0 0 5 13 0 0 0 0 0 0 0 0 8 0 39 3:45 PM 0 4 0 0 6 12 0 0 0 0 0 0 2 0 2 0 26 3:50 PM 0 9 1 0 2 16 0 0 0 0 0 0 0 0 5 0 33 3:55 PM 0 7 2 0 2 17 0 0 0 0 0 0 3 0 0 0 31 354 4:00 PM 0 10 2 0 2 14 0 0 0 0 0 0 1 0 3 0 32 363 4:05 PM 0 8 2 0 2 9 0 0 0 0 0 0 0 0 4 0 25 363 4:10 PM 0 8 5 0 3 9 0 0 0 0 0 0 3 0 2 0 30 364 4:15 PM 0 14 1 0 7 17 0 0 0 0 0 0 1 0 3 0 43 383 4:20 PM 0 7 2 0 8 15 0 0 0 0 0 0 1 0 1 0 34 389 4:25 PM 0 8 1 0 2 19 0 0 0 0 0 0 1 0 2 0 33 389 4:30 PM 0 11 2 0 4 22 0 0 0 0 0 0 1 0 8 0 48 400 4:35 PM 0 7 4 0 3 14 0 0 0 0 0 0 0 0 5 0 33 407 4:40 PM 0 8 3 0 2 16 0 0 0 0 0 0 1 0 1 0 31 399 4:45 PM 0 6 3 0 6 23 0 0 0 0 0 0 1 0 6 0 45 418 4:50 PM 0 10 3 0 7 12 0 0 0 0 0 0 1 0 4 0 37 422 4:55 PM 0 4 1 0 3 16 0 0 0 0 0 0 3 0 3 0 30 421 5:00 PM 0 10 3 0 2 20 0 0 0 0 0 0 2 0 0 0 37 426 5:05 PM 0 7 4 0 5 14 0 0 0 0 0 0 2 0 5 0 37 438 5:10 PM 0 8 0 0 5 19 0 0 0 0 0 0 3 0 3 0 38 446 5:15 PM 0 7 3 0 6 18 0 0 0 0 0 0 3 0 3 0 40 443 5:20 PM 0 5 6 0 6 20 0 0 0 0 0 0 6 0 5 0 48 457 5:25 PM 0 12 2 0 8 22 0 0 0 0 0 0 2 0 5 0 51 475 5:30 PM 0 9 2 0 5 14 0 0 0 0 0 0 0 0 6 0 36 463 5:35 PM 0 9 1 0 2 17 0 0 0 0 0 0 3 0 5 0 37 467 5:40 PM 0 11 1 0 4 15 0 0 0 0 0 0 4 0 6 0 41 477 5:45 PM 0 4 3 0 6 12 0 0 0 0 0 0 3 0 4 0 32 464 5:50 PM 0 9 3 0 5 13 0 0 0 0 0 0 3 0 2 0 35 462 5:55 PM 0 12 3 0 3 17 0 0 0 0 0 0 2 0 2 0 39 471 6:00 PM 0 8 1 0 5 14 0 0 0 0 0 0 0 0 4 0 32 466 6:05 PM 0 4 2 0 4 8 0 0 0 0 0 0 3 0 5 0 26 455 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 0 10 2 0 4 11 0 0 0 0 0 0 4 0 4 0 35 452 6:15 PM 0 5 2 0 4 17 0 0 0 0 0 0 1 0 1 0 30 442 6:20 PM 0 10 1 0 6 12 0 0 0 0 0 0 0 0 6 0 35 429 6:25 PM 0 6 2 0 6 16 0 0 0 0 0 0 2 0 3 0 35 413 6:30 PM 0 10 3 0 5 9 0 0 0 0 0 0 3 0 3 0 33 410 6:35 PM 0 10 6 0 3 10 0 0 0 0 0 0 0 0 7 0 36 409 6:40 PM 0 7 4 0 4 12 0 0 0 0 0 0 2 0 3 0 32 400 6:45 PM 0 2 3 0 6 14 0 0 0 0 0 0 1 0 2 0 28 396 6:50 PM 0 13 2 0 8 8 0 0 0 0 0 0 1 0 2 0 34 395 6:55 PM 0 5 9 0 8 7 0 0 0 0 0 0 4 0 1 0 34 390 5-Min Count Period Beginning At Butteville Rd NE (Northbound) Butteville Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 96 44 0 80 240 0 0 0 0 0 0 44 0 52 0 556 Heavy Trucks 0 0 0 0 4 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/1/2022 12:20 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- APPENDIX E CRASH DATA ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Butteville Rd NE (South) January 1, 2015 through December 31, 2019 PAGE: 1 A G E S E X 16 05050 N N INTER 3-LEG N S-1STOP N 12/21/2018 29 CLR N NONE MARION 01 0 1 NONE REAR W Fri 00 DRY N STOP SIGN PRVTE 000 E E 0 2P MN N INJ 36.02 DAY N 0 CAR 00 DRVR OR-Y 026 29 000 06 WOODBURN UA NONE 01 M OR<25 No 014000100S00 45 9 4.13 -122 53 47.58 NONE STOP 02 0 W 00 PRVTE 012 E CAR 53 DRVR OR-Y 000 00 000 INJC 01 M OR<25 16 04606 Y N INTER 3-LEG Y FIX OBJ N 11/18/2019 27 CLR N NONE 058 MARION 01 9 1 COUNTY FIX S Mon 00 DRY N CURVE N/A 000 N S 0 8P MN N PDO 36.02 DARK N 0 CAR 00 DRVR UNK 000 00 000 05 WOODBURN UA NONE 01 U UNK No 014000100S00 45 9 4.14 -122 53 47.58 16 01065 N N INTER 3-LEG N S-1STOP N 03/23/2015 07 CLR N NONE MARION 01 0 1 NONE REAR N Mon 00 DRY N STOP SIGN RENTL 000 S S 0 10A MN N INJ 36.02 DAY N 0 CAR 25 DRVR OR-Y 026 07 000 06 WOODBURN UA NONE 01 M OR<25 No 014000100S00 45 9 4.13 -122 53 47.58 NONE STOP 02 0 N 00 PRVTE 012 S CAR 18 DRVR OR-Y 000 00 000 INJC 01 M OR<25 17 PSNG 000 00 000 INJC 02 F 16 03986 N N INTER 3-LEG N S-1STOP N 10/16/2015 29 CLR N NONE MARION 01 0 1 NONE REAR N Fri 00 DRY N STOP SIGN PRVTE 000 S S 0 6A MN N PDO 36.02 DLIT N 0 CAR 57 DRVR OR-Y 026 29 000 06 WOODBURN UA NONE 01 M OR<25 No 014000100S00 45 9 4.13 -122 53 47.58 NONE STOP 02 0 N 00 PRVTE 012 S CAR 00 DRVR UNK 000 00 000 NONE 01 F UNK 16 03497 N N INTER 3-LEG N S-1STOP N 09/11/2019 29 CLR N UNKN MARION 01 0 1 NONE REAR N Wed 00 DRY N STOP SIGN UNKN 000 S S 0 7P MN N INJ 36.02 DUSK N 0 UNKNOWN 00 DRVR UNK 026 29 000 06 WOODBURN UA NONE 01 U UNK No 014000100S00 45 9 4.14 -122 53 47.60 NONE STOP 02 0 N 00 PRVTE 012 S CAR 20 DRVR OR-Y 000 00 000 INJC 01 M OR<25 19 PSNG 000 00 000 INJC 02 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Butteville Rd NE (South) January 1, 2015 through December 31, 2019 PAGE: 2 A G E S E X 16 01241 N N INTER 3-LEG N N 04/06/2015 10 CLR N NONE 128 MARION 01 0 1 NONE SS-M S Mon 128 00 DRY N STOP SIGN PRVTE 000 N CN 0 5P MN N PDO 36.02 DAY N 0 CAR 00 DRVR OR-Y 079,080 10 000 02 WOODBURN UA NONE 01 F OR<25 No 014000100S00 45 9 4.13 -122 53 47.58 NONE 02 0 N 128 00 PRVTE 000 S CAR 40 DRVR OR-Y 000 00 000 NONE 01 M OR>25 16 00038 N N INTER 3-LEG N ANGL-OTH N 01/05/2015 02 RAIN N NONE MARION TURN-R 01 0 1 NONE TURN S Mon 00 WET N STOP SIGN PRVTE 000 W CN 0 1A MN N PDO 36.02 DARK N 0 CAR 00 DRVR UNK 028 02 000 03 WOODBURN UA NONE 01 U UNK No 014000100S00 45 9 4.13 -122 53 47.58 NONE 02 0 S 00 PRVTE 000 N CAR 36 DRVR OR-Y 000 00 000 NONE 01 M OR<25 16 04839 N N INTER 3-LEG N O-1 L-TURN N 12/03/2019 02 RAIN N NONE MARION TURN-L 01 9 1 CITY TURN S Tue 00 WET N STOP SIGN N/A 000 E CN 0 5P MN N PDO 36.02 DARK N 0 CAR 00 DRVR UNK 000 00 000 03 WOODBURN UA NONE 01 U UNK No 014000100S00 45 9 4.14 -122 53 47.59 NONE 02 9 E 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Woodland Ave January 1, 2015 through December 31, 2019 PAGE: 1 A G E S E X 14 01789 N N INTER CROSS N BIKE N 05/13/2019 02 CLR N NONE MARION N N TURN-R 01 0 1 CITY TURN W Mon 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY W WOODBURN 0 4P MN N INJ 36.52 DAY N 0 CAR 42 DRVR OR-Y 027 02 000 05 WOODLAND AVE WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.71 -122 53 10.86 22 BIKE 000 00 000 INJC 01 M 01 N S 14 04656 N N INTER CROSS N S-1STOP N 10/22/2016 07,29 CLR N NONE MARION 01 0 1 NONE REAR E Sat 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY W WOODBURN 0 10P MN N INJ 36.52 DLIT N 0 CAR 38 DRVR OR-Y 043,026 07,29 000 06 WOODLAND AVE WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.71 -122 53 10.85 NONE STOP 02 0 E 00 PRVTE 011 W CAR 47 DRVR OR-Y 000 00 000 INJC 01 M OR<25 42 PSNG 000 00 000 INJC 02 F 14 04502 N N INTER CROSS N S-OTHER N 11/11/2019 27,08 CLR N NONE MARION N N TURN-L 01 9 1 CITY TURN UN Mon 00 DRY N TRF SIGNAL N/A 000 UN HILLSBORO-SILV HY CN WOODBURN 0 2P MN N PDO 36.52 DAY N 0 CAR 00 DRVR UNK 000 00 000 01 WOODLAND AVE WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.73 -122 53 10.87 NONE TURN-L 02 9 UN 00 N/A 000 UN SEMI TOW 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 05439 N N INTER CROSS N ANGL-OTH Y 12/09/2016 04,01 RAIN N NONE MARION 01 9 1 CITY ANGL W Fri 00 WET N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY CN WOODBURN 0 9A MN N PDO 36.52 DAY N 0 CAR 00 DRVR UNK 000 00 000 02 WOODLAND AVE WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.71 -122 53 10.85 NONE 02 9 N 00 N/A 000 S SEMI TOW 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 04332 N N INTER CROSS N O-1 L-TURN N 11/01/2019 02 CLR N NONE MARION N N TURN-L 01 0 1 CITY TURN N Fri 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 7P MN N INJ 36.52 DLIT N 0 CAR 42 DRVR NONE 028,004 02 000 02 WOODLAND AVE WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.74 -122 53 10.84 09 PSNG 000 00 000 INJC 02 M ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Woodland Ave January 1, 2015 through December 31, 2019 PAGE: 2 A G E S E X NONE 02 0 W 00 PRVTE 000 E CAR 40 DRVR OTH-Y 000 00 000 NONE 01 M OR<25 39 PSNG 000 00 000 INJC 02 F 16 PSNG 000 00 000 INJC 03 F 09 PSNG 000 00 000 INJC 04 F 14 02296 N N INTER CROSS N S-1TURN N 06/10/2017 14 RAIN N NONE MARION N N 01 0 1 CITY TURN S Sat 00 WET N L-GRN-SIG PRVTE 000 N HILLSBORO-SILV HY CN WOODBURN 0 9P MN N INJ 36.52 DLIT N 0 CAR 34 DRVR NONE 003,019 14 000 03 WOODLAND AVE WOODBURN UA NONE 01 M OR>25 No 014000100S00 1 45 9 3.71 -122 53 10.85 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 18 DRVR OR-Y 000 00 000 INJC 01 M OR<25 18 PSNG 000 00 000 INJC 02 F 14 04266 N N INTER CROSS N O-1 L-TURN N 10/29/2019 02 CLR N NONE MARION U-TURN 01 9 1 CITY TURN E Tue 00 DRY N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY CN WOODBURN 0 6A MN N PDO 36.52 DAWN N 0 CAR 00 DRVR UNK 000 00 000 03 WOODLAND AVE WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.72 -122 53 10.86 NONE 02 9 E 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 1 A G E S E X 11 05062 N N INTER CROSS N S-1STOP N 2 12/11/2015 07 RAIN N NONE MARION 01 0 1 NONE REAR SW Fri 00 WET N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 8P CN N INJ 272.25 DLIT N 0 CAR 73 DRVR OR-Y 026 07 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 0001QA100S00 1 45 9 3.96 -122 52 55.34 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 64 DRVR OR-Y 000 00 000 NONE 01 M OR>25 16 PSNG 000 00 000 INJC 02 F 03 PSNG 000 00 000 NO<5 03 F 60 PSNG 000 00 000 INJC 04 F 11 02317 N N INTER CROSS N S-1STOP N 2 06/04/2016 07 CLR N NONE MARION N N 01 0 1 CITY REAR SW Sat 00 DRY N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 2P CN N INJ 272.25 DAY N 0 CAR 36 DRVR OR-Y 043,026 07 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR>25 No 0001QA100S00 1 45 9 3.96 -122 52 55.34 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 46 DRVR OR-Y 000 00 000 INJC 01 F OR>25 11 03098 N N INTER CROSS N S-1STOP N 2 07/24/2016 29 CLR N NONE MARION 01 0 1 NONE REAR SW Sun 00 DRY N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 1P CN N INJ 272.25 DAY N 0 CAR 21 DRVR OR-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR>25 No 0001QA100S00 1 45 9 3.96 -122 52 55.34 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 51 DRVR OR-Y 000 00 000 INJC 01 F OR>25 11 01956 N N INTER 3-LEG N S-1STOP N 1 05/19/2017 29 CLR N NONE MARION 01 0 1 CITY REAR SE Fri 00 DRY N R-GRN-SIG PRVTE 000 NW HILLSBORO-SILV HY NW WOODBURN 0 7A CN N INJ 272.40 DAY N 1 CAR 49 DRVR OR-Y 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 SE 00 PRVTE 011 NW CAR 47 DRVR OR-Y 000 00 000 INJB 01 F OR<25 11 03197 N N INTER 3-LEG N S-1STOP N 2 07/25/2017 29 CLR N NONE MARION 01 9 1 NO RPT REAR S Tue 00 DRY N TRF SIGNAL N/A 000 N HILLSBORO-SILV HY N WOODBURN 0 2P CN N PDO 272.40 DAY N 1 CAR 00 DRVR UNK 000 00 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 0001YL100S00 1 45 9 3.96 -122 52 55.44 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 2 A G E S E X NONE STOP 02 9 S 00 N/A 011 N CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 00582 N N INTER CROSS N S-1STOP N 2 02/18/2018 29 CLR N NONE MARION 01 0 1 NONE REAR S Sun 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 2P CN N INJ 272.40 DAY N 1 CAR 25 DRVR OTH-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M N-RES No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 57 DRVR OR-Y 000 00 000 INJC 01 M OR>25 53 PSNG 000 00 000 INJC 02 F 11 03416 N N INTER 3-LEG N S-1STOP N 2 07/23/2018 29 CLR N NONE MARION 01 0 1 NONE REAR S Mon 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 7P CN N INJ 272.40 DAY N 0 CAR 00 DRVR UNK 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M UNK No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 29 DRVR OR-Y 000 00 000 INJC 01 F OR>25 11 02952 N N INTER 3-LEG N S-1STOP N 2 08/10/2018 29 CLR N NONE MARION 01 0 1 NONE REAR S Fri 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 4P CN N INJ 272.40 DAY N 0 CAR 53 DRVR OR-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR>25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 40 DRVR OR-Y 000 00 000 NONE 01 F OR>25 13 PSNG 000 00 000 INJB 02 F 11 03288 N N INTER 3-LEG N S-1STOP N 2 09/03/2018 29 CLR N NONE MARION 01 0 1 NONE REAR S Mon 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 6P CN N INJ 272.40 DAY N 1 CAR 24 DRVR OR-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA INJC 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 30 DRVR OTH-Y 000 00 000 NONE 01 M N-RES ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 3 A G E S E X 11 03361 N N INTER 3-LEG N S-1STOP N 2 09/07/2018 29 CLR N NONE MARION 01 0 1 NONE REAR S Fri 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 10A CN N INJ 272.40 DAY N 0 CAR 63 DRVR OR-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 55 DRVR OR-Y 000 00 000 INJC 01 F OR<25 66 PSNG 000 00 000 INJC 02 F 11 02412 N N INTER 5-LEG N S-1STOP N 2 06/26/2019 29 CLR N NONE MARION 01 9 1 NONE REAR S Wed 00 DRY N TRF SIGNAL N/A 000 N HILLSBORO-SILV HY N WOODBURN 0 2P CN N PDO 272.40 DAY N 1 CAR 00 DRVR UNK 000 00 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 0001YL100S00 1 45 9 3.97 -122 52 55.44 NONE STOP 02 9 S 00 N/A 011 N CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 03646 N N INTER 3-LEG N S-1STOP N 2 09/21/2019 29 CLR N NONE MARION 01 0 1 NONE REAR S Sat 00 DRY N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 4P CN N INJ 272.40 DAY N 0 CAR 47 DRVR OR-Y 026 29 000 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 0001YL100S00 1 45 9 3.95 -122 52 55.46 NONE STOP 02 0 S 00 PRVTE 011 N CAR 23 DRVR OR-Y 000 00 000 INJC 01 F OR>25 16 PSNG 000 00 000 INJC 02 F 03 PSNG 000 00 000 INJC 03 M 46 PSNG 000 00 000 INJC 04 M 14 PSNG 000 00 000 INJC 05 M 11 03913 N N INTER CROSS N S-1STOP N 2 02/23/2019 29 UNK N NONE MARION 01 0 1 NONE REAR S Sat 00 UNK N TRF SIGNAL PRVTE 000 N HILLSBORO-SILV HY N WOODBURN 0 12P CN N INJ 272.40 DAY N 1 CAR 00 DRVR UNK 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F UNK No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 S 00 PRVTE 011 N CAR 38 DRVR OR-Y 000 00 000 INJC 01 M OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 4 A G E S E X 11 04104 N N INTER 3-LEG N S-1STOP N 2 10/19/2019 27,29 UNK N NONE MARION 01 0 1 NO RPT REAR SW Sat 00 DRY N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY N WOODBURN 0 4P CN N INJ 272.40 DAY N 1 CAR 47 DRVR OR-Y 016,026 27,29 038 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR>25 No 0001YL100S00 1 45 9 3.95 -122 52 55.44 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 53 DRVR OR-Y 000 00 000 INJC 01 M OR>25 58 PSNG 000 00 000 INJC 02 M 11 02304 N N INTER 3-LEG N S-OTHER N 2 06/10/2017 29 CLR N NONE MARION 01 9 1 NONE REAR SW Sat 00 DRY N R-GRN-SIG N/A 000 NE HILLSBORO-SILV HY NE WOODBURN 0 11A CN N PDO 272.40 DAY N 1 CAR 00 DRVR UNK 000 00 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE 02 9 SW 00 N/A 000 NE CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 01122 N N INTER 3-LEG N S-1STOP N 2 03/23/2018 29 RAIN N NONE MARION 01 0 1 NONE REAR SW Fri 00 WET N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 5P CN N INJ 272.40 DAY N 1 CAR 50 DRVR OR-Y 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 0001YL100S00 1 45 9 3.97 -122 52 55.45 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 48 DRVR OR-Y 000 00 000 INJC 01 M OR<25 11 01011 N N INTER 3-LEG N S-1STOP N 2 03/19/2019 29 CLR N NONE MARION 01 0 1 NONE REAR SW Tue 00 DRY N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 12P CN N INJ 272.40 DAY N 1 CAR 19 DRVR OR-Y 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR>25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 28 DRVR OR-Y 000 00 000 INJC 01 F OR>25 11 04600 N N INTER 3-LEG N S-1STOP N 2 11/17/2019 27,29 RAIN N NONE MARION N N 01 0 1 CITY REAR SW Sun 00 WET N TRF SIGNAL PRVTE 000 NE HILLSBORO-SILV HY NE WOODBURN 0 11A CN N INJ 272.40 DAY N 1 CAR 26 DRVR OTH-Y 016,026 27,29 038 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M N-RES No 0001YL100S00 1 45 9 3.98 -122 52 55.45 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 5 A G E S E X NONE STOP 02 0 SW 00 PRVTE 011 NE CAR 38 DRVR OR-Y 000 00 000 INJC 01 M OR<25 33 PSNG 000 00 000 INJC 02 F 08 PSNG 000 00 000 INJC 03 U 08 PSNG 000 00 000 INJC 04 U 11 03854 N N INTER 3-LEG N S-1STOP N 2 09/16/2017 29 CLR N NONE MARION 01 0 1 CITY REAR SE Sat 00 DRY N R-GRN-SIG PRVTE 000 NW HILLSBORO-SILV HY NW WOODBURN 0 12P CN N INJ 272.40 DAY N 1 CAR 40 DRVR OR-Y 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 SE 00 PRVTE 011 NW CAR 35 DRVR OR-Y 000 00 000 INJC 01 M OR>25 31 PSNG 000 00 000 INJC 02 F 08 PSNG 000 00 000 INJC 03 F 01 PSNG 000 00 000 NO<5 04 M 11 04987 N N INTER 3-LEG N S-1STOP N 2 11/18/2017 07 CLR N NONE MARION N N 01 0 1 CITY REAR SE Sat 00 DRY N R-GRN-SIG PRVTE 000 NW HILLSBORO-SILV HY NW WOODBURN 0 2P CN N INJ 272.40 DAY N 1 CAR 51 DRVR OTH-Y 043,026 07 000 09 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F N-RES No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 SE 00 PRVTE 011 NW CAR 44 DRVR OR-Y 000 00 000 INJC 01 F OR<25 36 PSNG 000 00 000 INJC 02 M 11 PSNG 000 00 000 INJC 03 F 11 05083 N N INTER 3-LEG N S-1STOP N 2 11/25/2017 29 RAIN N NONE MARION 01 0 1 NONE REAR SE Sat 00 WET N R-GRN-SIG PRVTE 000 NW HILLSBORO-SILV HY NW WOODBURN 0 11A CN N INJ 272.40 DAY N 1 CAR 21 DRVR OR-Y 026 29 000 09 SB EX HILLS-SILV C2 WOODBURN UA INJC 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 SE 00 PRVTE 011 NW CAR 46 DRVR OR-Y 000 00 000 INJC 01 M OR>25 11 05351 N N INTER 3-LEG N S-1STOP N 2 12/10/2017 27,29 CLD N NONE MARION N N 01 0 1 STATE REAR SE Sun 00 DRY N R-GRN-SIG PRVTE 000 NW HILLSBORO-SILV HY NW WOODBURN 0 11A CN N INJ 272.40 DAY N 1 CAR 59 DRVR OR-Y 016,026 27,29 038 09 SB EX HILLS-SILV C2 WOODBURN UA INJB 01 F OR<25 No 0001YL100S00 1 45 9 3.96 -122 52 55.44 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 6 A G E S E X NONE STOP 02 0 SE 00 PRVTE 011 NW CAR 54 DRVR OR-Y 000 00 000 INJC 01 M OR>25 18 PSNG 000 00 000 INJC 02 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 7 A G E S E X 14 00131 N N INTER CROSS N S-1STOP N 01/14/2015 27,07 CLR N NONE MARION Y 01 0 1 CITY REAR E Wed 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY W WOODBURN 0 8P MN N INJ 36.72 DLIT N 0 CAR 22 DRVR OR-Y 016,043,026 27,07 038 06 SB EF HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.95 -122 52 56.10 NONE STOP 02 0 E 00 PRVTE 011 W CAR 61 DRVR OR-Y 000 00 000 INJC 01 F OR<25 14 82225 N N INTER CROSS N O-1 L-TURN N 05/17/2016 02 CLR N NONE MARION 01 0 1 NONE TURN E Tue 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 2P MN N INJ 36.72 DAY N 0 CAR 33 DRVR OR-Y 000 00 000 03 SB EF HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.95 -122 52 56.10 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 21 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 17 PSNG 000 00 000 INJC 02 M 17 PSNG 000 00 000 INJC 03 M 14 03002 N N INTER 3-LEG N S-1STOP N 08/10/2018 27,29 CLR N NONE MARION N N 01 0 1 STATE REAR W Fri 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY E WOODBURN 0 5P MN N INJ 36.73 DAY N 0 CAR 19 DRVR OR-Y 016,026 27,29 038 06 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.96 -122 52 55.44 NONE STOP 02 0 W 00 PRVTE 011 E CAR 22 DRVR OR-Y 000 00 000 INJC 01 M OR<25 30 PSNG 000 00 000 INJC 02 F 14 01526 N N INTER CROSS N N 04/25/2019 13 CLR N NONE MARION N N 01 0 1 CITY SS-O W Thu 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY E WOODBURN 0 7P MN N INJ 36.73 DUSK N 0 CAR 36 DRVR NONE 045 13 000 06 SB EX HILLS-SILV C2 WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.97 -122 52 55.42 06 PSNG 000 00 000 INJC 02 F 13 PSNG 000 00 000 INJC 03 F NONE 02 1 W 00 PRVTE 000 E CAR 49 DRVR OR-Y 000 00 000 NONE 01 M OR>25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 8 A G E S E X 14 03295 N N INTER 3-LEG N ANGL-OTH N 08/03/2016 04 CLR N NONE MARION N N 01 9 1 STATE TURN W Wed 00 DRY N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY CN WOODBURN 0 10P MN N PDO 36.73 DLIT N 1 CAR 00 DRVR UNK 000 00 000 01 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.96 -122 52 55.34 NONE TURN-L 02 9 E 00 N/A 000 N CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 04513 N N INTER CROSS N ANGL-OTH N 08/16/2016 33,04 CLR N NONE MARION Y 01 0 1 CITY TURN W Tue 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY CN WOODBURN 0 2P MN N INJ 36.73 DAY N 0 CAR 42 DRVR OR-Y 051,020 33,04 000 01 SB EX HILLS-SILV C2 WOODBURN UA INJB 01 F OR>25 No 014000100S00 1 45 9 3.96 -122 52 55.34 NONE TURN-L 02 0 E 00 PRVTE 000 NE CAR 73 DRVR OR-Y 000 00 000 INJA 01 F OR>25 14 01406 N N INTER 3-LEG N ANGL-OTH N 04/11/2017 04 CLD N NONE MARION N N 01 0 1 CITY TURN W Tue 00 DRY N TRF SIGNAL PRVTE 022 E HILLSBORO-SILV HY CN WOODBURN 0 5P MN N INJ 36.73 DAY N 0 CAR 86 DRVR OR-Y 020 04 022 01 SB EX HILLS-SILV C2 WOODBURN UA INJB 01 F OR<25 No 014000100S00 1 45 9 3.96 -122 52 55.44 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 46 DRVR OR-Y 000 00 000 INJC 01 F OR<25 NONE TURN-L 03 0 E 00 PRVTE 022 N CAR 33 DRVR OR-Y 000 00 022 NONE 01 M OR<25 11 05149 N N INTER 3-LEG N ANGL-OTH N 11/30/2017 04 RAIN N NONE MARION N N 01 0 1 CITY TURN W Thu 00 WET N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY CN WOODBURN 0 10A MN N INJ 36.73 DAY N 1 CAR 62 DRVR OTH-Y 097 00 000 01 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 F N-RES No 014000100S00 1 45 9 3.96 -122 52 55.44 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 21 DRVR OR-Y 097 00 000 INJC 01 F OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), SB Ramps January 1, 2015 through December 31, 2019 PAGE: 9 A G E S E X 11 00780 N N INTER 3-LEG N ANGL-OTH N 03/01/2019 04 CLR N NONE MARION TURN-L 01 9 1 CITY TURN E Fri 00 DRY N TRF SIGNAL N/A 000 N HILLSBORO-SILV HY CN WOODBURN 0 8P MN N PDO 36.73 DUSK N 0 CAR 00 DRVR UNK 000 00 000 01 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.95 -122 52 55.43 NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 02901 N N INTER CROSS N N 08/01/2015 05 CLR N NONE MARION Y 01 0 1 CITY HEAD E Sat 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 11P MN N INJ 36.73 DLIT N 0 CAR 26 DRVR NONE 080 05 000 02 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.96 -122 52 55.34 57 PSNG 000 00 000 INJC 02 M NONE 02 0 W 00 PRVTE 000 E CAR 19 DRVR OR-Y 000 00 000 INJB 01 F OR<25 23 PSNG 000 00 000 INJB 02 M 14 01960 N N INTER 3-LEG N N 05/19/2017 29 CLR N NONE MARION 01 0 1 NONE REAR W Fri 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY CN WOODBURN 0 5P MN N INJ 36.73 DAY N 2 CAR 69 DRVR OR-Y 042 29 000 02 SB EX HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.96 -122 52 55.44 NONE 02 0 W 00 PRVTE 000 E CAR 37 DRVR OR-Y 000 00 000 INJC 01 M OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 9 A G E S E X 11 03673 N N INTER 5-LEG N ANGL-OTH Y 09/22/2019 30,04,27 RAIN N NONE MARION 01 9 1 CITY TURN E Sun 00 WET N TRF SIGNAL N/A 000 W HILLSBORO-SILV HY CN WOODBURN 0 9A MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.82 -122 52 45.75 NONE TURN-L 02 9 W 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00709 N N INTER 3-LEG N O-1 L-TURN N 02/23/2017 08,02 CLD N NONE MARION N N TURN-L 01 9 1 CITY TURN N Thu 00 WET N TRF SIGNAL N/A 000 W HILLSBORO-SILV HY CN WOODBURN 0 9P MN N PDO 36.89 DLIT N 0 CAR 00 DRVR UNK 000 00 000 02 NB EF HILLS-SILV C2 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.74 -122 52 43.50 NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 1 A G E S E X 11 01720 N N INTER CROSS N S-1STOP N 1 04/23/2016 29 CLR N NONE MARION 01 0 1 NONE REAR NE Sat 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY SW WOODBURN 0 11A CN N INJ 271.90 DAY N 1 CAR 38 DRVR OR-Y 026 29 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR>25 No 0001PZ100S00 1 45 9 3.79 -122 52 45.31 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 57 DRVR OR-Y 000 00 000 INJC 01 F OR>25 11 02713 N N INTER CROSS N S-1STOP N 1 06/29/2016 07 CLR N NONE MARION N N 01 0 1 CITY REAR NE Wed 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY SW WOODBURN 0 1P CN N INJ 271.90 DAY N 1 CAR 39 DRVR OR-Y 043,026 07 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR<25 No 0001PZ100S00 1 45 9 3.79 -122 52 45.31 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 51 DRVR OR-Y 000 00 000 INJC 01 M OR<25 50 PSNG 000 00 000 INJC 02 F 11 01399 N N INTER 3-LEG N S-1STOP N 1 04/10/2017 29 CLR N NONE MARION 01 9 1 NONE REAR N Mon 00 DRY N TRF SIGNAL N/A 000 S HILLSBORO-SILV HY S WOODBURN 0 4P CN N PDO 271.93 DAY N 0 CAR 00 DRVR UNK 000 00 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 0001YM100S00 1 45 9 3.79 -122 52 45.74 NONE STOP 02 9 N 00 N/A 011 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 04493 N N INTER 3-LEG N S-1STOP N 1 10/23/2017 29 CLR N NONE MARION 01 0 1 NONE REAR N Mon 00 DRY N TRF SIGNAL PRVTE 000 S HILLSBORO-SILV HY S WOODBURN 0 5P CN N INJ 271.93 DAY N 1 CAR 41 DRVR OR-Y 026 29 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 0001YM100S00 1 45 9 3.79 -122 52 45.74 NONE STOP 02 0 N 00 PRVTE 011 S CAR 49 DRVR OR-Y 000 00 000 INJC 01 M OR>25 11 02120 N N INTER 3-LEG N S-OTHER N 1 06/14/2018 29 CLR N NONE MARION TURN-R 01 9 1 NONE TURN E Thu 00 DRY N TRF SIGNAL N/A 000 S HILLSBORO-SILV HY S WOODBURN 0 5P CN N PDO 271.93 DAY N 0 CAR 00 DRVR UNK 000 00 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 0001YM100S00 1 45 9 3.79 -122 52 45.74 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 001 PACIFIC CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 2 A G E S E X NONE TURN-R 02 9 E 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 02078 N N INTER CROSS N S-1STOP N 1 06/03/2019 29 CLR N NONE MARION 01 0 1 NONE REAR NE Mon 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY SW WOODBURN 0 2P CN N INJ 271.93 DAY N 0 CAR 38 DRVR OR-Y 026 29 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 0001YM100S00 1 45 9 3.79 -122 52 45.75 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 65 DRVR OR-Y 000 00 000 INJC 01 F OR<25 11 02627 N N INTER 3-LEG N S-1STOP N 1 07/13/2019 29 CLR N NONE MARION 01 0 1 NONE REAR NE Sat 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY SW WOODBURN 0 7P CN N INJ 271.93 DAY N 0 CAR 24 DRVR OR-Y 026 29 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M OR>25 No 0001YM100S00 1 45 9 3.80 -122 52 45.73 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 51 DRVR OR-Y 000 00 000 INJC 01 F OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 3 A G E S E X 14 00875 N N INTER CROSS N S-OTHER N 03/12/2015 08 CLR N NONE MARION Y TURN-R 01 1 1 CITY TURN E Thu 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY E WOODBURN 0 11A MN N PDO 36.86 DAY N 0 SEMI TOW 33 DRVR OTH-Y 001 08 000 05 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M N-RES No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE TURN-R 02 1 E 00 PRVTE 000 SW SEMI TOW 58 DRVR OTH-Y 000 00 000 NONE 01 M N-RES 14 02399 N N INTER CROSS N O-1STOP N 06/25/2015 10 CLR N NONE MARION BACK 01 0 1 NONE BACK E Thu 00 UNK N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY E WOODBURN 0 6A MN N PDO 36.86 UNK N 1 CAR 39 DRVR OR-Y 011 10 000 06 NB EF HILLS-SILV C2 WOODBURN UA NONE 01 M OR>25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE STOP 02 0 W 00 PRVTE 011 E CAR 35 DRVR OR-Y 000 00 000 NONE 01 M OR<25 14 03744 N N INTER 3-LEG N S-1STOP N 08/29/2016 29 CLR N NONE MARION 01 9 1 NONE REAR W Mon 00 DRY N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY E WOODBURN 0 7A MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE STOP 02 9 W 00 N/A 011 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 03289 N N INTER 3-LEG N S-1STOP N 09/03/2018 07,27 CLR N NONE 093 MARION N N 01 0 1 CITY REAR W Mon 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY E WOODBURN 0 12P MN N INJ 36.86 DAY N 0 CAR 16 DRVR OR-Y 043,026,016 093 07,27 025 06 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE STOP 02 0 W 00 PRVTE 011 E CAR 45 DRVR OR-Y 000 00 000 INJC 01 F OR<25 14 00185 N N INTER CROSS N S-1STOP N 01/17/2015 29 UNK N NONE MARION 01 0 1 NONE REAR E Sat 00 UNK N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY W WOODBURN 0 11P MN N PDO 36.86 DLIT N 1 CAR 00 DRVR UNK 026 29 000 06 NB EF HILLS-SILV C2 WOODBURN UA NONE 01 F UNK No 014000100S00 1 45 9 3.79 -122 52 45.31 NO ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 4 A G E S E X NONE STOP 02 0 E 00 PRVTE 012 W CAR 20 DRVR OR-Y 000 00 000 NONE 01 F OR>25 14 03869 N N INTER CROSS N S-1STOP N 10/08/2015 07 CLR N NONE MARION 01 0 1 CITY REAR E Thu 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY W WOODBURN 0 7P MN N INJ 36.86 DLIT N 1 CAR 65 DRVR OR-Y 026 07 000 06 NB EX HILLS-SILV C1 WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE STOP 02 0 E 00 PRVTE 011 W CAR 75 DRVR OR-Y 000 00 000 INJC 01 M OR<25 11 01389 N N INTER 3-LEG N ANGL-OTH N 04/24/2018 04 UNK N NONE MARION TURN-L 01 0 1 NO RPT TURN W Tue 00 UNK N TRF SIGNAL PRVTE 000 S HILLSBORO-SILV HY CN WOODBURN 0 4P MN N INJ 36.86 DAY N 1 CAR 23 DRVR OR-Y 097 00 000 00 NB EX HILLS-SILV C1 WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.80 -122 52 45.75 NONE 02 0 UN 00 PRVTE 000 UN CAR 00 DRVR UNK 097 00 000 NONE 01 U UNK 11 03623 N N INTER 3-LEG N S-OTHER N 09/03/2017 08 CLR N NONE MARION N N TURN-L 01 9 1 CITY TURN W Sun 00 DRY N L-GRN-SIG N/A 000 S HILLSBORO-SILV HY CN WOODBURN 0 9A MN N PDO 36.86 DAY N 0 SEMI TOW 00 DRVR UNK 000 00 000 01 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE TURN-L 02 9 W 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00202 N N INTER CROSS N O-1 L-TURN N 01/19/2015 02 CLR N NONE MARION TURN-L 01 0 1 NO RPT TURN N Mon 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 4P MN N PDO 36.86 DAY N 1 CAR 25 DRVR OR-Y 028,004 02 000 02 NB EF HILLS-SILV C2 WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE 02 0 W 00 PRVTE 000 E CAR 24 DRVR OR-Y 000 00 000 NONE 01 F OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 5 A G E S E X 14 02367 N N INTER CROSS N O-1 L-TURN N 06/25/2015 02 CLR N NONE MARION TURN-L 01 0 1 CITY TURN NW Thu 00 DRY N PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 8P MN N INJ 36.86 DAY N 1 CAR 16 DRVR OR-Y 028,004 02 000 02 NB EF HILLS-SILV C2 WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE 02 0 W 00 PRVTE 000 E CAR 35 DRVR NONE 000 00 000 INJC 01 M OR<25 14 02419 N N INTER CROSS N O-1 L-TURN N 06/28/2015 04 CLR N NONE MARION 01 0 1 CITY TURN W Sun 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY CN WOODBURN 0 6P MN N INJ 36.86 DAY N 1 CAR 29 DRVR OR-Y 097 00 000 02 NB EF HILLS-SILV C2 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 30 PSNG 000 00 000 INJC 02 F 04 PSNG 000 00 000 NO<5 03 F NONE TURN-L 02 0 NW 00 RENTL 000 W CAR 49 DRVR OR-Y 097 00 000 NONE 01 F OR>25 14 02268 N N INTER CROSS N O-1 L-TURN N 06/01/2016 02 CLR N NONE MARION 01 0 1 NONE TURN W Wed 00 DRY N TRF SIGNAL PRVTE 000 E HILLSBORO-SILV HY CN WOODBURN 0 5A MN N INJ 36.86 DAWN N 1 CAR 46 DRVR OR-Y 000 00 000 02 NB EF HILLS-SILV C2 WOODBURN UA INJB 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE TURN-L 02 0 NW 00 PRVTE 000 W CAR 31 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 14 05749 N N INTER 3-LEG N ANGL-OTH N 12/27/2016 40,04 CLR N NONE MARION N N 01 9 1 CITY TURN W Tue 00 DRY N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY CN WOODBURN 0 11A MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE TURN-L 02 9 W 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 00017 N N INTER 3-LEG N ANGL-OTH N 01/02/2017 04 SNOW N NONE MARION TURN-L 01 9 1 NONE TURN W Mon 00 SNO N TRF SIGNAL N/A 000 SW HILLSBORO-SILV HY CN WOODBURN 0 6P MN N PDO 36.86 DLIT N 1 CAR 00 DRVR UNK 000 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.74 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 6 A G E S E X NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 05481 N N INTER 3-LEG N ANGL-OTH N 12/18/2017 04 CLR N NONE MARION TURN-L 01 9 1 NONE TURN W Mon 00 DRY N TRF SIGNAL N/A 000 S HILLSBORO-SILV HY CN WOODBURN 0 5P MN N PDO 36.86 DUSK N 0 CAR 00 DRVR UNK 000 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 05500 N N INTER 3-LEG N ANGL-OTH N 12/20/2017 04,40 CLR N NONE MARION N N TURN-L 01 9 1 STATE TURN W Wed 00 DRY N TRF SIGNAL N/A 000 S HILLSBORO-SILV HY CN WOODBURN 0 4P MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 01879 N N INTER 3-LEG N ANGL-OTH N 05/30/2018 04 CLR N NONE MARION TURN-L 01 0 1 NO RPT TURN W Wed 00 DRY N TRF SIGNAL PRVTE 000 S HILLSBORO-SILV HY CN WOODBURN 0 1P MN N INJ 36.86 DAY N 0 CAR 53 DRVR OR-Y 097 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE 02 0 W 00 PRVTE 000 E CAR 61 DRVR OR-Y 097 00 000 NONE 01 M OR<25 11 01103 N N INTER 5-LEG N ANGL-OTH N 03/27/2019 04 CLR N NONE MARION 01 9 1 NO RPT TURN W Wed 00 DRY N TRF SIGNAL N/A 000 E HILLSBORO-SILV HY CN WOODBURN 0 10A MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 02 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.80 -122 52 45.77 NONE TURN-L 02 9 W 00 N/A 000 SW CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 7 A G E S E X 14 03828 N N INTER CROSS N ANGL-OTH N 10/06/2015 04 CLR N NONE MARION Y TURN-L 01 0 1 CITY TURN W Tue 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY CN WOODBURN 0 7A MN N INJ 36.86 DAY N 1 CAR 66 DRVR OR-Y 020 04 000 04 NB EX HILLS-SILV C1 WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 55 PSNG 000 00 000 INJC 02 F NONE 02 0 E 00 PRVTE 000 W CAR 37 DRVR OR-Y 000 00 000 INJC 01 F OR<25 11 00066 N N INTER CROSS N ANGL-OTH N 01/04/2016 04 SNOW N NONE MARION 01 0 1 NO RPT TURN E Mon 00 SNO N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 7P MN N INJ 36.86 DLIT N 1 CAR 41 DRVR OR-Y 020 04 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE TURN-L 02 0 W 00 PRVTE 000 SW CAR 26 DRVR OR-Y 000 00 000 INJC 01 M OR<25 28 PSNG 000 00 000 INJC 02 F 11 00221 N N INTER CROSS N S-OTHER N 01/14/2016 07 RAIN N NONE MARION TURN-R 01 0 1 NO RPT TURN E Thu 00 WET N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY CN WOODBURN 0 2P MN N INJ 36.86 DAY N 1 CAR 24 DRVR OR-Y 042 07 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE TURN-R 02 0 E 00 PRVTE 000 SW CAR 33 DRVR OR-Y 000 00 000 INJC 01 F OR>25 07 PSNG 000 00 000 INJC 02 F 14 04679 N N INTER CROSS N ANGL-OTH N 10/23/2016 04 RAIN N NONE MARION TURN-R 01 0 1 CITY TURN E Sun 00 WET N TRF SIGNAL PRVTE 000 SE HILLSBORO-SILV HY CN WOODBURN 0 5A MN N INJ 36.86 DLIT N 1 CAR 27 DRVR OR-Y 097 00 000 04 NB EF HILLS-SILV C2 WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.31 NONE 02 0 E 00 PRVTE 000 W CAR 61 DRVR OR-Y 097 00 000 NONE 01 F OR<25 14 01974 N N INTER 3-LEG N S-OTHER N 05/21/2017 08 CLR N NONE MARION TURN-R 01 0 1 NONE TURN E Sun 00 DRY N TRF SIGNAL PRVTE 000 SW HILLSBORO-SILV HY CN WOODBURN 0 5P MN N INJ 36.86 DAY N 0 CAR 69 DRVR OR-Y 000 00 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 F OR>25 No 014000100S00 1 45 9 3.79 -122 52 45.74 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Interstate 5, Pacific Hwy (#001), NB Ramps January 1, 2015 through December 31, 2019 PAGE: 8 A G E S E X NONE TURN-R 02 0 E 00 PRVTE 000 SW CAR 20 DRVR OR-Y 000 00 000 INJC 01 M OR<25 25 PSNG 000 00 000 INJC 02 F 11 04046 N N INTER CROSS N ANGL-OTH N 09/27/2017 40,04 CLR N NONE MARION N N 01 0 1 CITY TURN E Wed 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 8A MN N INJ 36.86 DAY N 1 CAR 43 DRVR OR-Y 040 40,04 026 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE TURN-L 02 0 W 00 PRVTE 000 SW CAR 39 DRVR OR-Y 000 00 000 INJC 01 F OR<25 11 02875 N N INTER 3-LEG N ANGL-OTH N 08/04/2018 04 CLR N NONE MARION N N 01 0 1 CITY TURN E Sat 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 7A MN N INJ 36.86 DAY N 0 CAR 79 DRVR OR-Y 097 00 000 04 NB EX HILLS-SILV C1 WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE TURN-R 02 0 E 00 PRVTE 000 S CAR 21 DRVR OR-Y 097 00 000 NONE 01 F OR<25 11 03676 N N INTER 3-LEG N ANGL-OTH N 09/29/2018 04 CLR N NONE MARION N N 01 9 1 CITY TURN E Sat 00 DRY N TRF SIGNAL N/A 000 W HILLSBORO-SILV HY CN WOODBURN 0 7A MN N PDO 36.86 DAY N 0 CAR 00 DRVR UNK 000 00 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.83 -122 52 45.75 NONE TURN-L 02 9 W 00 N/A 000 SW CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 11 01168 N N INTER 3-LEG N ANGL-OTH N 04/01/2019 04 CLD N NONE MARION N N 01 0 1 CITY TURN E Mon 00 DRY N TRF SIGNAL PRVTE 000 W HILLSBORO-SILV HY CN WOODBURN 0 4P MN N INJ 36.86 DAY N 0 CAR 55 DRVR OR-Y 020 04 000 04 NB EX HILLS-SILV C1 WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.79 -122 52 45.74 NONE TURN-L 02 0 W 00 PRVTE 000 SW CAR 24 DRVR OR-Y 000 00 000 INJC 01 F OR<25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG FC DISTNC CITY STREET FIRST STREET SECOND STREET INTERSECTION SEQ # RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CONTL OFF-RD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE CITY OF WOODBURN, MARION COUNTY CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 A G E S E X PAGE: 1 17 03038 N N INTER CROSS N S-1STOP N 08/10/2015 27,29 CLR N NONE EVERGREEN RD Y 01 0 CITY REAR NE Mon 00 DRY N R-GRN-SIG PRVTE 000 SW SE HILLSBORO-SILV HY 0 12P N PDO DAY N 3 CAR 44 NONE DRVR OR-Y 016,026 27,29 038 09 01 M 1 No 45 9 3.51 -122 52 32.55 OR>25 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 78 NONE DRVR OR-Y 000 00 000 01 M OR<25 17 03681 N N INTER CROSS N S-1STOP N 08/26/2016 27,29 CLR N NONE EVERGREEN RD 01 0 CITY REAR NE Fri 00 DRY N TRF SIGNAL PRVTE 000 SW SE HILLSBORO-SILV HY 0 8A N INJ DAY N 3 CAR 29 NONE DRVR OR-Y 016,026 27,29 038 09 01 F 1 No 45 9 3.52 -122 52 32.54 OR<25 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 43 INJC DRVR OR-Y 000 00 000 01 F OR<25 17 00703 N N INTER CROSS N S-1STOP N 02/24/2017 29 CLD N NONE EVERGREEN RD N N 01 9 CITY REAR NE Fri 00 WET N YIELD N/A 000 SW SE HILLSBORO-SILV HY 0 2P N PDO DAY N 3 CAR 00 NONE DRVR UNK 000 00 000 09 01 U 1 No 45 9 3.52 -122 52 32.54 UNK NONE STOP 02 9 NE 00 N/A 011 SW CAR 00 NONE DRVR UNK 000 00 000 01 U UNK 17 03027 N N INTER CROSS N S-1STOP N 08/09/2015 29 CLR N NONE EVERGREEN RD 01 0 NONE REAR N Sun 00 DRY N TRF SIGNAL PRVTE 000 S S HILLSBORO-SILV HY 0 2P N PDO DAY N 0 CAR 20 NONE DRVR OR-Y 026 29 000 06 01 M 1 No 45 9 3.51 -122 52 32.55 OR<25 NONE STOP 02 0 N 00 PRVTE 011 S CAR 61 NONE DRVR OR-Y 000 00 000 01 F OR<25 17 02402 N N INTER CROSS N S-1STOP N 02/20/2016 29 UNK N NONE EVERGREEN RD 01 9 NO RPT REAR N Sat 00 UNK N TRF SIGNAL N/A 000 S S HILLSBORO-SILV HY 0 7P N PDO DLIT N 0 CAR 00 NONE DRVR UNK 000 00 000 06 01 U 1 No 45 9 3.52 -122 52 32.54 UNK NONE STOP 02 9 N 00 N/A 011 S CAR 00 NONE DRVR UNK 000 00 000 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG FC DISTNC CITY STREET FIRST STREET SECOND STREET INTERSECTION SEQ # RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CONTL OFF-RD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE CITY OF WOODBURN, MARION COUNTY CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 A G E S E X PAGE: 2 17 01901 N N INTER CROSS N S-1STOP N 05/18/2019 07 CLD N NONE EVERGREEN RD N N 01 0 CITY REAR NE Sat 00 DRY N TRF SIGNAL PRVTE 000 SW SW HILLSBORO-SILV HY 0 1P N INJ DAY N 3 CAR 26 NONE DRVR OR-Y 043,026 07 000 09 01 F 1 No 45 9 3.54 -122 52 32.55 OR<25 NONE STOP 02 0 NE 00 PRVTE 011 SW CAR 60 INJC DRVR OR-Y 000 00 000 01 M OR<25 47 INJC PSNG 000 00 000 02 F 15 INJC PSNG 000 00 000 03 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 1 A G E S E X 14 02454 N N INTER CROSS N S-1STOP N 06/30/2015 29 CLR N NONE MARION 01 0 1 NONE REAR UN Tue 00 DRY N TRF SIGNAL PRVTE 000 UN EVERGREEN RD UN WOODBURN 0 10A MN N PDO 37.02 DAY N 0 CAR 46 DRVR OR-Y 026 29 000 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 M UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE STOP 02 0 UN 00 PRVTE 011 UN CAR 00 DRVR UNK 000 00 000 NONE 01 M OR<25 14 05295 N N INTER CROSS N ANGL-STP N 12/31/2019 26 RAIN N NONE 092 MARION N N 01 0 1 CITY ANGL W Tue 092 26 WET N TRF SIGNAL PRVTE 007 E EVERGREEN RD N WOODBURN 0 5P MN N INJ 37.02 DLIT N 3 CAR 49 DRVR OR-Y 026 092 26 000 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.55 NONE STOP 02 0 S 00 PRVTE 011 N CAR 51 DRVR OR-Y 000 00 000 INJC 01 M OR<25 14 03633 N N INTER CROSS N ANGL-OTH N 09/04/2017 02 CLR N NONE MARION N N 01 9 1 CITY TURN E Mon 00 DRY N TRF SIGNAL N/A 000 W EVERGREEN RD E WOODBURN 0 12P MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 04 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-R 02 9 E 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 02333 N N INTER CROSS N N 06/29/2018 13 CLR N NONE MARION 01 0 1 NONE SS-O W Fri 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD E WOODBURN 0 6P MN N INJ 37.02 DAY N 3 CAR 25 DRVR OR-Y 045 13 000 06 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 0 W 00 PRVTE 000 E CAR 19 DRVR OR-Y 000 00 000 NONE 01 F OR<25 14 04800 N N INTER CROSS N S-1STOP N 12/01/2019 07 CLD N NONE MARION N N 01 0 1 CITY REAR W Sun 00 WET N TRF SIGNAL PRVTE 000 E EVERGREEN RD E WOODBURN 0 7P MN N INJ 37.02 DLIT N 0 CAR 32 DRVR OR-Y 043,026 07 000 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 2 A G E S E X NONE STOP 02 0 W 00 PRVTE 011 E CAR 24 DRVR OR-Y 000 00 000 INJC 01 M OR<25 23 PSNG 000 00 000 INJC 02 F 14 00267 N N INTER CROSS Y FIX OBJ N 01/24/2018 08 RAIN N NONE 050,055 MARION N N TURN-L 01 9 1 CITY FIX W Wed 00 WET N TRF SIGNAL N/A 000 S EVERGREEN RD W WOODBURN 0 5A MN N PDO 37.02 DLIT N 3 CAR 00 DRVR UNK 000 00 000 05 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 14 02960 N N INTER CROSS N S-1STOP N 08/05/2015 29 CLR N NONE MARION 01 0 1 NONE REAR E Wed 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD W WOODBURN 0 5P MN N PDO 37.02 DAY N 0 CAR 00 DRVR OR-Y 026 29 000 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE STOP 02 0 E 00 PRVTE 011 W CAR 61 DRVR OR-Y 000 00 000 NONE 01 F OR<25 14 01019 N N INTER CROSS N S-1STOP N 03/11/2016 27,29 CLR N NONE MARION 01 0 1 NO RPT REAR E Fri 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD W WOODBURN 0 5A MN N INJ 37.02 DLIT N 3 CAR 27 DRVR OR-Y 016,026 27,29 038 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE STOP 02 0 E 00 PRVTE 011 W CAR 43 DRVR OR-Y 000 00 000 INJC 01 M OR<25 14 02760 N N INTER CROSS N S-1STOP N 07/21/2019 29 CLR N NONE MARION 01 9 1 NONE REAR E Sun 00 DRY N TRF SIGNAL N/A 000 W EVERGREEN RD W WOODBURN 0 9A MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 06 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.56 -122 52 32.62 NONE STOP 02 9 E 00 N/A 011 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00161 N N INTER CROSS N O-1 L-TURN N 01/15/2018 02 CLR N NONE MARION U-TURN 01 0 1 NONE TURN UN Mon 00 DRY N TRF SIGNAL PRVTE 000 UN EVERGREEN RD CN WOODBURN 0 5P MN N INJ 37.02 DUSK N 3 CAR 30 DRVR OR-Y 028 02 000 00 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 3 A G E S E X NONE 02 0 UN 00 PRVTE 000 UN CAR 70 DRVR OR-Y 000 00 000 INJC 01 F OR<25 14 00907 N N INTER CROSS N ANGL-OTH Y 03/09/2018 04,01 CLR N NONE MARION 01 9 1 NONE ANGL UN Fri 00 DRY N TRF SIGNAL N/A 000 UN EVERGREEN RD CN WOODBURN 0 10P MN N PDO 37.02 DLIT N 3 CAR 00 DRVR UNK 000 00 000 01 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 UN 00 N/A 000 UN CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 01701 N N INTER CROSS N ANGL-OTH N 05/03/2019 04 CLR N NONE MARION 01 0 1 NONE TURN W Fri 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 10P MN N INJ 37.02 DLIT N 3 CAR 22 DRVR OTH-Y 097 00 000 01 HILLSBORO-SILV HY WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 21 DRVR OR-Y 097 00 000 NONE 01 F OR<25 14 01890 N N INTER CROSS N O-1 L-TURN N 05/20/2019 02 UNK N NONE MARION TURN-L 01 9 1 NONE TURN UN Mon 00 UNK N TRF SIGNAL N/A 000 UN EVERGREEN RD CN WOODBURN 0 UNK MN N PDO 37.02 UNK N 3 CAR 00 DRVR UNK 000 00 000 01 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 UN 00 N/A 000 UN CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 03374 N N INTER CROSS N ANGL-OTH N 09/03/2019 04 CLR N NONE 001 MARION N N 01 0 1 CITY ANGL W Tue 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 7P MN N INJ 37.02 DAY N 3 39 DRVR SUSP 020 001 04 000 01 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.53 -122 52 32.56 NONE 02 0 S 00 PRVTE 000 N CAR 36 DRVR OR-Y 000 00 000 NONE 01 M OR<25 38 PSNG 000 00 000 INJC 02 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 4 A G E S E X 14 01776 N N INTER CROSS N ANGL-OTH N 05/16/2015 04 CLR N NONE MARION 01 0 1 CITY ANGL N Sat 00 DRY N TRF SIGNAL PRVTE 000 S EVERGREEN RD CN WOODBURN 0 9A MN N INJ 37.02 DAY N 0 CAR 42 DRVR OR-Y 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 0 W 00 PRVTE 000 E CAR 83 DRVR OR-Y 020 04 000 INJC 01 M OR<25 14 02012 N N INTER CROSS N O-1 L-TURN N 06/05/2015 02 CLR N NONE MARION Y 01 0 1 CITY TURN W Fri 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 12P MN N INJ 37.02 DAY N 0 CAR 43 DRVR OTH-Y 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 M N-RES No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 N 00 PRVTE 000 W CAR 83 DRVR OR-Y 028,004 02 000 INJC 01 F OR<25 14 02934 N N INTER CROSS N O-1 L-TURN N 08/04/2015 02 CLR N NONE MARION N N 01 0 1 CITY TURN W Tue 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 11P MN N INJ 37.02 DLIT N 0 CAR 60 DRVR OR-Y 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 N 00 PRVTE 000 W CAR 30 DRVR OR-Y 028,004 02 000 INJC 01 M OR<25 14 03313 N N INTER CROSS N O-1 L-TURN N 09/01/2015 02 CLR N NONE 087 MARION N N 01 0 1 CITY TURN W Tue 087 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 4P MN N INJ 37.02 DAY N 0 CAR 51 DRVR OR-Y 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 N 087 00 PRVTE 000 W CAR 84 DRVR OR-Y 028,004 02 000 INJB 01 F OR<25 14 04302 N N INTER CROSS N O-1 L-TURN N 11/04/2015 02 CLR N NONE MARION Y U-TURN 01 0 1 CITY TURN W Wed 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 3P MN N PDO 37.02 DAY N 0 CAR 20 DRVR OR-Y 028 02 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 5 A G E S E X NONE 02 0 W 00 PRVTE 000 E CAR 74 DRVR OR-Y 000 00 000 NONE 01 M OR<25 14 00305 N N INTER CROSS N O-1 L-TURN N 01/22/2016 02 CLR N NONE MARION 01 9 1 CITY TURN W Fri 00 DRY N N/A 000 E EVERGREEN RD CN WOODBURN 0 3P MN N PDO 37.02 DAY N 0 CAR 00 DRVR UNK 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 N 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 01283 N N INTER CROSS N O-1 L-TURN N 03/28/2016 02 CLR N NONE MARION N N U-TURN 01 0 1 CITY TURN W Mon 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 10P MN N INJ 37.02 DLIT N 3 CAR 22 DRVR OR-Y 028 02 000 02 HILLSBORO-SILV HY WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 0 W 00 PRVTE 000 E CAR 28 DRVR OR-Y 000 00 000 NONE 01 F OR<25 14 01323 N N INTER CROSS N O-1 L-TURN N 03/30/2016 02 CLR N NONE 082 MARION U-TURN 01 0 1 CITY TURN W Wed 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 6P MN N INJ 37.02 DUSK N 3 CAR 65 DRVR OR-Y 028,004 082 02 000 02 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 0 W 00 PRVTE 000 E CAR 24 DRVR OR-Y 000 00 000 INJC 01 M OR<25 14 02837 N N INTER CROSS N O-1 L-TURN N 07/07/2016 02 RAIN N NONE MARION N N 01 0 1 CITY TURN W Thu 00 WET N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 1P MN N INJ 37.02 DAY N 0 CAR 40 DRVR SUSP 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.54 18 PSNG 000 00 000 INJC 02 F NONE TURN-L 02 0 N 00 PRVTE 000 W CAR 32 DRVR OR-Y 028,004 02 000 NONE 01 M OR>25 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 6 A G E S E X 14 04720 N N INTER CROSS N ANGL-OTH N 10/26/2016 04 RAIN N NONE MARION N N 01 9 1 CITY ANGL W Wed 00 WET N TRF SIGNAL N/A 000 E EVERGREEN RD CN WOODBURN 0 7P MN N PDO 37.02 DLIT N 0 CAR 00 DRVR UNK 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 N 00 N/A 000 S CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00034 N N INTER CROSS N O-1 L-TURN N 01/03/2017 02 CLR N NONE MARION N N 01 0 1 CITY TURN W Tue 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 10P MN N INJ 37.02 DLIT N 3 CAR 43 DRVR OR-Y 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 N 00 PRVTE 000 W CAR 36 DRVR OR-Y 028,004 02 000 INJC 01 F OR<25 14 01895 N N INTER CROSS N O-1 L-TURN N 05/15/2017 02 CLD N NONE MARION N N U-TURN 01 9 1 CITY TURN W Mon 00 DRY N TRF SIGNAL N/A 000 W EVERGREEN RD CN WOODBURN 0 10A MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 W 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 03737 N N INTER CROSS N O-1 L-TURN N 09/10/2017 02 CLR N NONE MARION N N 01 9 1 CITY TURN W Sun 00 DRY N N/A 000 E EVERGREEN RD CN WOODBURN 0 7P MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 N 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00833 N N INTER CROSS N O-1 L-TURN N 03/11/2018 02 CLR N NONE MARION N N U-TURN 01 0 1 CITY TURN W Sun 00 DRY N PRVTE 000 W EVERGREEN RD CN WOODBURN 0 1P MN N INJ 37.02 DAY N 3 CAR 69 DRVR OTH-Y 028 02 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 M N-RES No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 7 A G E S E X NONE 02 0 W 00 PRVTE 000 E CAR 30 DRVR OR-Y 000 00 000 INJC 01 M OR<25 25 PSNG 000 00 000 INJC 02 F 14 02092 N N INTER CROSS N O-1 L-TURN N 06/12/2018 04 CLR N NONE MARION 01 9 1 NO RPT TURN W Tue 00 DRY N TRF SIGNAL N/A 000 E EVERGREEN RD CN WOODBURN 0 8A MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 02 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 N 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 02576 N N INTER CROSS N O-1 L-TURN N 07/08/2015 02 CLR N NONE MARION N N 01 0 1 CITY TURN E Wed 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 11A MN N INJ 37.02 DAY N 0 CAR 24 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 41 DRVR OR-Y 028,004 02 000 INJB 01 F OR<25 14 03023 N N INTER CROSS N O-1 L-TURN N 08/09/2015 02 CLR N NONE MARION 01 0 1 CITY TURN E Sun 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 11P MN N PDO 37.02 DLIT N 0 CAR 58 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 32 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 14 03582 N N INTER CROSS N NON-COLL N 09/19/2015 26 CLR N NONE 092,001 MARION Y 01 0 1 CITY NCOL E Sat 092 26 DRY N TRF SIGNAL PRVTE 007 W EVERGREEN RD CN WOODBURN 0 11A MN N INJ 37.02 DAY N 0 58 DRVR OR-Y 000 26 000 03 HILLSBORO-SILV HY WOODBURN UA INJB 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 14 03695 N N INTER CROSS N O-1 L-TURN N 09/26/2015 02 CLR N NONE MARION Y 01 0 1 CITY TURN E Sat 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 6P MN N INJ 37.02 DAY N 0 CAR 31 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJB 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 30 PSNG 000 00 000 INJB 02 F 02 PSNG 000 00 000 INJB 03 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 8 A G E S E X 03 PSNG 000 00 000 INJB 04 M 01 PSNG 000 00 000 NO<5 05 M NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 58 DRVR OR-Y 000 00 000 INJC 01 M OR<25 54 PSNG 028 02 000 INJB 02 F 14 04378 N N INTER CROSS N O-1 L-TURN N 11/07/2015 02 CLD N NONE MARION 01 0 1 CITY TURN E Sat 00 WET N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 6P MN N INJ 37.02 DLIT N 0 CAR 34 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 26 PSNG 000 00 000 INJC 02 M 16 PSNG 000 00 000 INJC 03 M NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 29 DRVR OR-Y 028,004 02 000 INJC 01 F OR<25 05 PSNG 000 00 000 INJC 02 M 14 04387 N N INTER CROSS N O-1 L-TURN N 11/07/2015 02 RAIN N NONE MARION 01 0 1 CITY TURN E Sat 00 WET N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 3P MN N PDO 37.02 DAY N 0 CAR 62 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 20 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 14 04534 N N INTER CROSS N O-1 L-TURN N 11/17/2015 02 RAIN N NONE MARION 01 0 1 CITY TURN E Tue 00 WET N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 11A MN N INJ 37.02 DAY N 0 CAR 45 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 60 DRVR OR-Y 004,028 02 000 NONE 01 F OR<25 14 05001 N N INTER CROSS N O-1 L-TURN N 12/13/2015 02 RAIN N NONE MARION TURN-L 01 0 1 CITY TURN S Sun 00 WET N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 4P MN N INJ 37.02 DAY N 0 CAR 59 DRVR OR-Y 028,004 02 000 03 HILLSBORO-SILV HY WOODBURN UA INJA 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 9 A G E S E X NONE 02 0 E 00 PRVTE 000 W CAR 27 DRVR NONE 000 00 000 INJC 01 M OR<25 14 02930 N N INTER CROSS N O-1 L-TURN N 07/14/2016 02 CLR N NONE 013 MARION Y 01 0 1 CITY TURN E Thu 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 12P MN N INJ 37.02 DAY N 0 CAR 34 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJB 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 013 00 PRVTE 000 E CAR 24 DRVR OR-Y 028,004 02 000 INJB 01 M OR<25 NONE STOP 03 0 N 00 PRVTE 012 S CAR 24 DRVR OTH-Y 000 00 000 INJC 01 M N-RES 14 05006 N N INTER CROSS N O-1 L-TURN N 11/11/2016 02 RAIN N NONE MARION N N TURN-L 01 9 1 CITY TURN S Fri 00 WET N TRF SIGNAL N/A 000 E EVERGREEN RD CN WOODBURN 0 10P MN N PDO 37.02 DLIT N 3 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 E 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 05078 N N INTER CROSS N O-1 L-TURN N 11/16/2016 02 CLR N NONE MARION N N 01 0 1 CITY TURN E Wed 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 12P MN N INJ 37.02 DAY N 0 CAR 61 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJB 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 16 DRVR OR-Y 028,004 02 000 INJB 01 F OR<25 11 PSNG 000 00 000 INJB 02 F 14 00385 N N INTER CROSS N ANGL-OTH N 01/31/2017 04 CLR N NONE 013 MARION 01 0 1 CITY ANGL E Tue 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 2P MN N INJ 37.02 DAY N 3 CAR 23 DRVR OR-Y 020 04 000 03 HILLSBORO-SILV HY WOODBURN UA INJC 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 02 PSNG 000 00 000 NO<5 02 F 01 PSNG 000 00 000 NO<5 03 F ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 10 A G E S E X NONE 02 0 S 013 00 PRVTE 000 N CAR 39 DRVR OR-Y 000 00 022 NONE 01 M OR<25 20 PSNG 000 00 000 INJC 02 M 39 PSNG 000 00 000 INJC 03 F NONE STOP 03 0 N 013 00 PRVTE 012 S CAR 60 DRVR OR-Y 000 00 022 NONE 01 F OR<25 NONE STOP 04 0 N 00 PRVTE 012 S CAR 36 DRVR OR-Y 000 00 000 INJC 01 F OR<25 15 PSNG 000 00 000 INJC 02 M 14 01864 N N INTER CROSS N O-1 L-TURN N 05/13/2017 02 CLD N NONE MARION N N 01 9 1 CITY TURN E Sat 00 WET N TRF SIGNAL N/A 000 W EVERGREEN RD CN WOODBURN 0 7P MN N PDO 37.02 DUSK N 3 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 S 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 02923 N N INTER CROSS N O-1 L-TURN N 07/20/2017 04 CLR N NONE MARION N N 01 0 1 CITY TURN E Thu 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 2P MN N INJ 37.02 DAY N 3 CAR 25 DRVR OTH-Y 020 04 000 03 HILLSBORO-SILV HY WOODBURN UA INJC 01 F N-RES No 014000100S00 1 45 9 3.52 -122 52 32.54 22 PSNG 000 00 000 INJC 02 F NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 73 DRVR OTH-Y 000 00 000 NONE 01 M N-RES 14 03299 N N INTER CROSS N O-1 L-TURN N 08/15/2017 04 CLR N NONE MARION N N TURN-L 01 0 1 CITY TURN S Tue 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 3P MN N INJ 37.02 DAY N 3 CAR 17 DRVR OR-Y 097 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 11 A G E S E X NONE 02 0 E 00 PRVTE 000 W CAR 51 DRVR OR-Y 097 00 000 INJC 01 M OR<25 14 03425 N N INTER CROSS N O-1 L-TURN N 08/22/2017 02 CLR N NONE MARION 01 0 1 CITY TURN E Tue 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 6A MN N INJ 37.02 DAWN N 3 CAR 53 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 46 DRVR OR-Y 028,004 02 000 NONE 01 M OR<25 14 03973 N N INTER CROSS N O-1 L-TURN N 09/23/2017 02 CLR N NONE MARION TURN-L 01 0 1 CITY TURN S Sat 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 1P MN N INJ 37.02 DAY N 3 CAR 27 DRVR OR-Y 028,004 02 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 01 PSNG 000 00 000 NO<5 02 F 03 PSNG 000 00 000 NO<5 03 F NONE 02 0 E 00 PRVTE 000 W CAR 52 DRVR OTH-Y 000 00 000 NONE 01 F N-RES 12 PSNG 000 00 000 INJB 02 F 14 05357 N N INTER CROSS N O-1 L-TURN N 12/10/2017 04 CLR N NONE MARION N N TURN-L 01 0 1 CITY TURN S Sun 00 DRY N TRF SIGNAL PRVTE 000 E EVERGREEN RD CN WOODBURN 0 6A MN N INJ 37.02 DAWN N 3 CAR 37 DRVR OR-Y 020 04 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 0 E 00 PRVTE 000 W CAR 17 DRVR OR-Y 000 00 000 INJC 01 F OR<25 14 05408 N N INTER CROSS N O-1 L-TURN N 12/13/2017 02 CLR N NONE 087 MARION N N TURN-L 01 9 1 CITY TURN S Wed 00 DRY N N/A 000 E EVERGREEN RD CN WOODBURN 0 12P MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE 02 9 E 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 12 A G E S E X 14 00422 N N INTER CROSS N ANGL-OTH N 02/05/2018 04 CLR N NONE 013 MARION N N 01 0 1 CITY ANGL E Mon 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 8A MN N INJ 37.02 DAY N 3 CAR 76 DRVR OR-Y 020 04 000 03 HILLSBORO-SILV HY WOODBURN UA INJA 01 F OR<25 No 014000100S00 1 45 9 3.52 -122 52 32.54 48 PSNG 000 00 000 INJA 02 M 08 PSNG 000 00 000 INJA 03 F NONE 02 0 S 013 00 PRVTE 000 N CAR 47 DRVR OR-Y 000 00 022 INJC 01 F OR<25 NONE 03 0 UN 013 00 PRVTE 000 UN CAR 48 DRVR OR-Y 000 00 022 NONE 01 M OR<25 NONE 04 0 UN 013 00 PRVTE 000 UN CAR 66 DRVR OR-Y 000 00 022 NONE 01 M OR>25 NONE 05 0 UN 00 PRVTE 000 UN CAR 16 DRVR OR-Y 000 00 000 NONE 01 M OR<25 14 01628 N N INTER CROSS N O-1 L-TURN N 05/02/2018 02 CLR N NONE MARION 01 9 1 NONE TURN E Wed 00 DRY N TRF SIGNAL N/A 000 W EVERGREEN RD CN WOODBURN 0 12P MN N PDO 37.02 DAY N 0 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 S 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 03460 N N INTER CROSS N O-1 L-TURN N 09/14/2018 02 CLR N NONE MARION TURN-L 01 9 1 CITY TURN S Fri 00 DRY N TRF SIGNAL N/A 000 E EVERGREEN RD CN WOODBURN 0 1P MN N PDO 37.02 DAY N 0 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.55 -122 52 32.54 NONE 02 9 E 00 N/A 000 W CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 13 A G E S E X 14 04885 N N INTER CROSS N O-1 L-TURN N 12/19/2018 02 CLD N NONE MARION N N 01 0 1 CITY TURN E Wed 00 DRY N PRVTE 000 W EVERGREEN RD CN WOODBURN 0 12P MN N INJ 37.02 DAY N 3 CAR 55 DRVR OTH-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 F N-RES No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 56 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 37 PSNG 000 00 000 INJC 02 F 35 PSNG 000 00 000 INJC 03 F 14 05016 N N INTER CROSS N O-1 L-TURN N 12/29/2018 02 RAIN N NONE MARION N N 01 9 1 CITY TURN E Sat 00 WET N TRF SIGNAL N/A 000 W EVERGREEN RD CN WOODBURN 0 5P MN N PDO 37.02 DLIT N 3 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.52 -122 52 32.54 NONE TURN-L 02 9 S 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK 14 00885 N N INTER CROSS N O-1 L-TURN N 03/09/2019 02 CLR N NONE MARION 01 0 1 CITY TURN E Sat 00 DRY N RENTL 000 W EVERGREEN RD CN WOODBURN 0 12P MN N INJ 37.02 DAY N 3 CAR 23 DRVR OR-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJC 01 M OR>25 No 014000100S00 1 45 9 3.52 -122 52 32.54 22 PSNG 000 00 000 INJC 02 F 48 PSNG 000 00 000 INJC 03 F 50 PSNG 000 00 000 INJC 04 M NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 30 DRVR NONE 028,004 02 000 NONE 01 M OR<25 14 01667 N N INTER CROSS N O-1 L-TURN N 05/05/2019 02 CLR N NONE MARION 01 9 1 CITY TURN E Sun 00 DRY N N/A 000 W EVERGREEN RD CN WOODBURN 0 3P MN N PDO 37.02 DAY N 3 CAR 00 DRVR UNK 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 U UNK No 014000100S00 1 45 9 3.53 -122 52 32.56 NONE TURN-L 02 9 S 00 N/A 000 E CAR 00 DRVR UNK 000 00 000 NONE 01 U UNK ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG COUNTY CITY URBAN AREA RD# FC CMPT/MLG MILEPNT LRS CONN # FIRST STREET SECOND STREET INTERSECTION SEQ# RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CNTL OFFRD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER VEH TYPE MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE 140 HILLSBORO-SILVERTON CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Intersectional Crashes at OR-219, Hillsboro-Silverton Hwy (#140) & Evergreen Rd January 1, 2015 through December 31, 2019 PAGE: 14 A G E S E X 14 03230 N N INTER CROSS N O-1 L-TURN N 08/24/2019 02 CLR N NONE MARION N N 01 0 1 CITY TURN E Sat 00 DRY N TRF SIGNAL PRVTE 000 W EVERGREEN RD CN WOODBURN 0 6A MN N INJ 37.02 DAY N 3 CAR 44 DRVR OTH-Y 000 00 000 03 HILLSBORO-SILV HY WOODBURN UA INJB 01 M OR<25 No 014000100S00 1 45 9 3.55 -122 52 32.56 56 PSNG 000 00 000 INJB 02 M 08 PSNG 000 00 000 INJB 03 M NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 61 DRVR OR-Y 028,004 02 000 INJB 01 M OR<25 14 03455 N N INTER CROSS N O-1 L-TURN N 09/09/2019 02 CLD N NONE MARION N N TURN-L 01 0 1 CITY TURN S Mon 00 WET N PRVTE 000 E EVERGREEN RD CN WOODBURN 0 7A MN N INJ 37.02 DAY N 3 CAR 19 DRVR OR-Y 028,004 02 000 03 HILLSBORO-SILV HY WOODBURN UA NONE 01 M OR<25 No 014000100S00 1 45 9 3.53 -122 52 32.54 NONE 02 0 E 00 PRVTE 000 W CAR 53 DRVR OR-Y 000 00 000 INJC 01 M OR>25 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04338 N N N 11/13/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 9 29 NONE TU OREGON WAY W TRF SIGNAL N DRY REAR N/A W -E 000 00 N 8A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.36 -122 52 23.91 014000100S00 UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00357 N N N N N 01/25/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 02 CITY MO OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 5P 03 0 N DUSK INJ CAR 01 DRVR NONE 21 F OR-Y 028 000 02 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJB 28 M OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJB 28 M 000 000 00 00835 N N N N N 02/26/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 013 02 CITY FR OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 11A 03 0 N DAY INJ CAR 01 DRVR INJC 25 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 44 M OTH-Y 028,004 000 02 N-RES 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJB 09 F 000 000 00 03 NONE 0 STOP PRVTE S -N 012 00 CAR 01 DRVR INJC 42 F OR-Y 000 000 00 OR<25 01597 N N N N N 04/15/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 02 CITY FR OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 12P 03 0 N DAY INJ CAR 01 DRVR INJB 82 F OR-Y 028,004 000 02 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJB 80 M OR-Y 000 000 00 OR<25 01175 N N N 03/21/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLD ANGL-OTH 01 NONE 9 087 04 CITY MO OREGON WAY CN TRF SIGNAL N WET ANGL N/A W -E 000 00 N 4P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 UNK 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02631 N N N N N 06/23/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 9 02 CITY TH OREGON WAY CN TRF SIGNAL N WET TURN N/A W -E 000 00 N 5P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 UNK 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01916 N N N N N 05/16/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 02 CITY TU OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 2P 03 0 N DAY INJ CAR 01 DRVR INJC 69 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR>25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJB 73 F OR-Y 028,004 000 02 OR<25 02539 N N N N N 06/26/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY MO OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 5P 02 0 N DAY INJ CAR 01 DRVR NONE 23 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE W -N 000 00 CAR 01 DRVR INJC 69 F OR-Y 028,004 000 02 OR<25 03558 N N N N N 08/30/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY WE OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 2P 03 0 N DAY INJ CAR 01 DRVR INJC 59 M OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR>25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 4 - 8 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 60 F OR-Y 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJB 34 F 000 000 00 03720 N N N N N 09/09/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 02 CITY SA OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 1P 03 0 N DAY INJ CAR 01 DRVR INJB 56 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJC 35 M OR-Y 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJC 32 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 03 PSNG NO<5 04 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 04 PSNG INJC 56 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 05 PSNG INJC 10 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 06 PSNG INJC 15 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 07 PSNG INJC 07 M 000 000 00 00591 N N N N N 02/20/2018 14 HILLSBORO-SILV HY INTER CROSS N N RAIN O-1 L-TURN 01 NONE 0 TURN-L 082 02 STATE TU OREGON WAY CN TRF SIGNAL N WET TURN PRVTE E -S 000 00 N 4P 03 0 N DAY INJ CAR 01 DRVR NONE 44 F OR-Y 028,004 000 082 02 N 45 9 3.38 -122 52 23.91 014000100S00 OR>25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 32 F OTH-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 9 - 11 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01421 N N N N N 04/27/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 02 CITY FR OREGON WAY CN TRF SIGNAL N WET TURN PRVTE W -E 000 00 N 9A 03 0 N DAY INJ CAR 01 DRVR INJC 42 M OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR>25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG NONE 02 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJB 88 F OR-Y 028,004 000 02 OR<25 01908 N N N N N 06/01/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 082 02 CITY FR OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 2P 03 0 N DAY INJ CAR 01 DRVR INJC 37 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 69 F OR-Y 028,004 000 082 02 OR<25 02073 N N N N N 06/11/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY MO OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 11A 03 0 N DAY INJ CAR 01 DRVR NONE 42 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJB 68 F OTH-Y 028,004 000 02 OR<25 03123 N N N N N 08/22/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 TURN-L 02 CITY WE OREGON WAY CN N DRY TURN PRVTE E -S 000 00 N 11A 03 0 N DAY INJ CAR 01 DRVR NONE 16 M NONE 028,004 000 02 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 34 M OR-Y 000 000 00 OR>25 01750 N N N 05/22/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR ANGL-OTH 01 NONE 9 04,27 NO RPT TU OREGON WAY CN TRF SIGNAL N DRY ANGL N/A W -E 000 00 N 7P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 12 - 15 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03045 N N N N N 08/11/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY SU OREGON WAY CN N DRY TURN PRVTE W -E 000 00 N 1P 03 0 N DAY INJ CAR 01 DRVR INJA 64 F OR-Y 000 000 00 N 45 9 3.38 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 36 F NONE 028,004 000 02 OR<25 02160 N N N 06/08/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR ANGL-OTH 01 NONE 0 04 NO RPT SA OREGON WAY CN TRF SIGNAL N DRY ANGL PRVTE N -S 000 00 N 7P 03 0 N DAY INJ CAR 01 DRVR INJC 33 F OR-Y 097 000 00 N 45 9 3.38 -122 52 23.92 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR NONE 56 F OTH-Y 097 000 00 OR<25 04983 N N N N N 12/12/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 04 CITY TH OREGON WAY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 3P 03 0 N DAY INJ CAR 01 DRVR NONE 45 F OR-Y 097 000 00 N 45 9 3.39 -122 52 23.9 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJC 17 F OR-Y 097 000 00 OR<25 00497 N N N N N 02/08/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLD O-1 L-TURN 01 NONE 9 TURN-L 02 CITY FR OREGON WAY CN N DRY TURN N/A E -S 000 00 N 10A 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.4 -122 52 23.91 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03524 N N N N N 08/22/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 CITY TH OREGON WAY CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 3P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.39 -122 52 23.9 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 9 CITY OF WOODBURN, MARION COUNTY 16 - 20 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05074 N N N N N 12/18/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLD S-1TURN 01 NONE 9 TURN-R 115 27,08 CITY WE OREGON WAY CN TRF SIGNAL N WET TURN N/A W -S 000 00 N 4P 03 0 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.38 -122 52 23.92 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING OREGON WAY at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 11 CITY OF WOODBURN, MARION COUNTY 21 - 22 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04005 N N N 10/22/2018 14 HILLSBORO-SILV HY INTER CROSS N N FOG PED 01 NONE 0 TURN-R 40,02 CITY MO SETTLEMIER AVE S TRF SIGNAL N DRY PED PRVTE W -S 000 00 N 7A 05 0 N DAWN INJ CAR 01 DRVR NONE 54 F OR-Y 029 000 40,02 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 - 01 PED INJB 16 M I XWLK 000 000 00 W E 00353 N N N 01/25/2016 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE MO 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR PRVTE S -N 000 00 N 7A 06 0 N DAY INJ CAR 01 DRVR NONE 29 F OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR INJC 64 F OR-Y 000 000 00 OR<25 02475 N N N 06/22/2017 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 9 29 NO RPT TH 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR N/A S -N 000 00 N 12P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.04 -122 51 34.65 UNK 02 NONE 9 STOP N/A S -N 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02575 N N N N N 07/16/2018 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 013 17 CITY MO 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR PRVTE S -N 000 00 N 11A 06 0 N DAY INJ CAR 01 DRVR INJC 18 F OR-Y 026 028 17 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE S -N 011 013 00 CAR 01 DRVR NONE 72 M OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR NONE 69 M OR-Y 000 000 00 OR<25 00630 N N N 02/18/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 NONE MO SETTLEMIER AVE CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 1P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.02 -122 51 34.64 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 5 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 5 of 5 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05006 N N N N N 11/20/2017 16 BOONES FERRY RD INTER CROSS N N CLD S-1STOP 01 NONE 0 29 CITY MO 0 HILLSBORO-SILV HY N TRF SIGNAL N WET REAR PRVTE N -S 000 00 N 7P 06 0 N DLIT INJ CAR 01 DRVR NONE 16 M OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 20 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJC 20 M 000 000 00 03636 N N N 08/23/2016 14 BOONES FERRY RD INTER CROSS N N CLR S-1STOP 01 NONE 0 087 29 CITY TU HILLSBORO-SILV HY E TRF SIGNAL N DRY REAR PRVTE E -W 000 087 00 N 7P 06 0 N DAY INJ CAR 01 DRVR INJB 18 F OR-Y 026 026 29 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 087 00 CAR 01 DRVR INJC 43 F OR-Y 000 000 00 OR<25 05015 N N N 11/21/2017 14 BOONES FERRY RD INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE TU HILLSBORO-SILV HY E TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 2P 06 0 N DAY INJ CAR 01 DRVR NONE 22 M OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 70 F OR-Y 000 000 00 OR<25 02839 N N N 07/28/2015 14 BOONES FERRY RD INTER CROSS N N CLR S-OTHER 01 NONE 1 TURN-R 08 NO RPT TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE N -W 000 00 N 9A 01 0 N DAY INJ SEMI TOW 01 DRVR NONE 49 M OR-Y 006 000 08 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 02 NONE 0 TURN-R PRVTE N -W 000 00 CAR 01 DRVR INJC 25 F OR-Y 000 000 00 OR<25 02 NONE 0 TURN-R PRVTE N -W 000 00 CAR 02 PSNG NO<5 03 M 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING BOONES FERRY RD at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 4 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02858 N N N 07/24/2015 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE FR PACIFIC HY 99E NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N UNK 06 1 N DAY PDO CAR 01 DRVR NONE 51 F OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR NONE 00 M OR-Y 000 000 00 UNK 03475 N Y N N N 09/11/2015 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 013 07 CITY FR PACIFIC HY 99E NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 8P 06 1 N DLIT PDO CAR 01 DRVR NONE 67 M OR-Y 043,026 000 07 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 013 00 CAR 01 DRVR NONE 27 F OR-Y 000 022 00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 013 00 CAR 02 PSNG NO<5 01 M 000 000 00 03 UNKN 0 STOP UNKN NE-SW 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 04475 N N N N N 10/12/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 CITY WE PACIFIC HY 99E NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 10A 06 0 N DAY INJ TRUCK 01 DRVR NONE 57 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 008100100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 40 M OR-Y 000 000 00 OR<25 00417 N N N N N 01/29/2016 14 HILLSBORO-SILV HY INTER CROSS N N RAIN S-1STOP 01 NONE 9 29 CITY FR PACIFIC HY 99E NE TRF SIGNAL N WET REAR N/A NE-SW 000 00 N 5P 06 0 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.66 -122 49 52.38 008100100S00 UNK 02 NONE 9 STOP N/A NE-SW 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05247 N N N 12/05/2017 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE TU PACIFIC HY 99E NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 2P 06 0 N DAY INJ CAR 01 DRVR NONE 26 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 26 F OR-Y 000 000 00 OR<25 00248 N N N 01/23/2018 16 HILLSBORO-SILV HY INTER CROSS N N RAIN ANGL-STP 01 NONE 0 TURN-L 08 NONE TU PACIFIC HY 99E NE TRF SIGNAL N WET TURN PRVTE W -NE 000 00 N 7A 06 0 N DAY INJ CAR 01 DRVR INJC 48 F OR-Y 002,026 000 08 N 45 9 4.67 -122 49 52.39 008100100S00 OR<25 01 NONE 0 TURN-L PRVTE W -NE 000 00 CAR 02 PSNG INJB 13 F 000 000 00 02 NONE 0 STOP PRVTE NE-SW 012 00 CAR 01 DRVR NONE 38 M OR-Y 000 000 00 OR<25 02698 N N N 07/24/2018 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NO RPT TU PACIFIC HY 99E NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 4P 06 0 N DAY INJ CAR 01 DRVR NONE 51 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 60 F OR-Y 000 000 00 OR<25 04933 N N N 12/23/2018 16 HILLSBORO-SILV HY INTER CROSS N N RAIN S-1STOP 01 NONE 0 29 NONE SU PACIFIC HY 99E NE TRF SIGNAL N WET REAR PRVTE NE-SW 000 00 N 6P 06 1 N DARK INJ CAR 01 DRVR NONE 23 F OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 39 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 02 PSNG INJC 00 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 8 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05183 N N N N N 12/23/2015 14 HILLSBORO-SILV HY INTER CROSS N N RAIN O-1STOP 01 NONE 0 BACK 10 CITY WE PACIFIC HY 99E W TRF SIGNAL N WET BACK PRVTE E -W 000 00 N 1P 06 1 N DAY INJ CAR 01 DRVR NONE 58 M OR-Y 011 000 10 N 45 9 4.66 -122 49 52.38 014000100S00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 31 F OR-Y 000 000 00 OR<25 00603 N N N 02/09/2015 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE MO PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N UNK 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 026 000 29 N 45 9 4.66 -122 49 52.38 014000100S00 UNK 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR NONE 45 M OR-Y 000 000 00 UNK 01653 N N N N N 05/07/2015 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 07 CITY TH PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 2P 06 1 N DAY PDO CAR 01 DRVR NONE 23 M OR-Y 043,026 000 07 N 45 9 4.66 -122 49 52.38 014000100S00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR NONE 42 M OR-Y 000 000 00 OR>25 02917 N N N N N 07/13/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR PED 01 NONE 0 TURN-R 27,02 CITY WE PACIFIC HY 99E W STOP SIGN N DRY PED PRVTE W -SW 000 00 N 12P 09 1 N DAY INJ CAR 01 DRVR NONE 20 M OR-Y 016,029 038 27,02 N 45 9 4.7 -122 49 53.9 014000100S00 OR<25 - 01 PED INJB 26 F I XWLK 000 000 00 SW NE 03029 N N N 07/26/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE WE PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 3P 06 1 N DAY INJ SEMI TOW 01 DRVR NONE 48 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 014000100S00 OR>25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 36 M OR-Y 000 000 00 OR>25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 9 - 13 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03108 N N N N N 08/01/2017 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 1 07 CITY TU PACIFIC HY 99E W L-GRN-SIG N DRY REAR PRVTE W -E 000 00 N 1P 06 1 N DAY INJ SEMI TOW 01 DRVR INJC 55 M OTH-Y 043,026 000 07 N 45 9 4.66 -122 49 52.38 014000100S00 N-RES 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 20 F OR-Y 000 000 00 OR<25 02059 N N N N N 06/10/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 27,29 NO RPT SU PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 4P 06 0 N DAY INJ CAR 01 DRVR INJC 37 F OTH-Y 016,026 038 27,29 N 45 9 4.66 -122 49 52.38 014000100S00 N-RES 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 10 M 000 000 00 02 NONE 0 STOP PRVTE W -E 012 00 CAR 01 DRVR INJC 33 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE W -E 012 00 CAR 02 PSNG INJC 33 F 000 000 00 02894 N N N 08/05/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 CITY SU PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 7P 06 0 N DAY INJ CAR 01 DRVR NONE 20 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 014000100S00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 23 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 02 PSNG INJC 50 F 000 000 00 02 NONE 0 STOP PRVTE W -E 011 00 CAR 03 PSNG NONE 01 M 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 14 - 16 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 00985 N N N 03/23/2018 14 HILLSBORO-SILV HY INTER CROSS N N RAIN S-1STOP 01 NONE 9 07 NO RPT FR PACIFIC HY 99E W TRF SIGNAL N WET REAR N/A W -E 000 00 N 11A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.66 -122 49 52.37 014000100S00 UNK 02 NONE 9 STOP N/A W -E 011 00 SEMI TOW 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00522 N N N 02/10/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 CITY SU PACIFIC HY 99E W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 2P 06 1 N DAY INJ CAR 01 DRVR NONE 29 M OR-Y 026 000 29 N 45 9 4.66 -122 49 52.38 014000100S00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR NONE 53 M NONE 000 000 00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 02 PSNG INJC 62 F 000 000 00 00009 N N N N N 01/02/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 27,02 CITY TU PACIFIC HY 99E CN TRF SIGNAL N DRY TURN PRVTE NE-SW 000 00 N 7A 01 0 N DAWN INJ CAR 01 DRVR NONE 41 F OR-Y 000 000 00 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 01 NONE 0 PRVTE NE-SW 000 00 CAR 02 PSNG NONE 04 M 000 000 00 02 NONE 0 TURN-L PRVTE SW-W 000 00 CAR 01 DRVR INJC 26 F OR-Y 016,028,004 038 27,02 OR<25 03454 N Y N N N 09/14/2018 14 HILLSBORO-SILV HY INTER CROSS N N CLR S-1TURN 01 NONE 0 33,04,05 CITY FR PACIFIC HY 99E CN TRF SIGNAL N DRY TURN PRVTE NE-SW 031 00 N 11P 04 1 N DLIT INJ CAR 01 DRVR INJA 18 M NONE 051,020,034 000 33,04,05 N 45 9 4.66 -122 49 52.38 008100100S00 OR<25 02 NONE 0 TURN-L PRVTE NE-E 000 00 CAR 01 DRVR INJA 24 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 9 CITY OF WOODBURN, MARION COUNTY 17 - 19 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 TURN-L PRVTE NE-E 000 00 CAR 02 PSNG INJB 24 M 000 000 00 02 NONE 0 TURN-L PRVTE NE-E 000 00 CAR 03 PSNG INJC 22 F 000 000 00 02 NONE 0 TURN-L PRVTE NE-E 000 00 CAR 04 PSNG INJC 19 M 000 000 00 00976 N N N 03/16/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 02 CITY SA PACIFIC HY 99E CN TRF SIGNAL N DRY TURN PRVTE NE-E 000 00 N 11A 04 0 N DAY INJ CAR 01 DRVR INJB 57 F OR-Y 028,004 000 02 N 45 8 13.29 -122 50 38.06 008100100S00 OR>25 02 NONE 0 PRVTE SW-NE 000 00 CAR 01 DRVR INJC 27 M OR-Y 000 000 00 OR<25 04717 N N N N N 11/25/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR ANGL-OTH 01 NONE 9 32,04,27 CITY MO PACIFIC HY 99E CN TRF SIGNAL N DRY ANGL N/A N -S 000 00 N 9P 01 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.67 -122 49 52.4 008100100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PACIFIC HY 99E at HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 11 CITY OF WOODBURN, MARION COUNTY 20 - 22 of 22 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05447 N N N 12/15/2017 17 EVERGREEN RD INTER 3-LEG N N CLR PED 01 NONE 0 TURN-L 02 CITY FR 0 STACY ALLISON WAY N TRF SIGNAL N DRY PED PRVTE W -N 000 00 N 1P 05 0 N DAY INJ CAR 01 DRVR NONE 65 M OR-Y 029 000 02 N 45 8 56.05 -122 52 32.61 OR<25 - 01 PED INJC 69 M I XWLK 000 000 00 UN UN 04951 N N N 12/11/2019 17 EVERGREEN RD INTER 3-LEG N N RAIN S-1STOP 01 NONE 9 29 NONE WE 0 STACY ALLISON WAY S STOP SIGN N WET REAR N/A S -N 000 00 N 6P 06 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 STOP N/A S -N 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05092 N N N N N 12/19/2015 17 EVERGREEN RD INTER 3-LEG N N CLD S-1STOP 01 NONE 0 013 32,29 CITY SA 0 STACY ALLISON WAY W STOP SIGN N DRY REAR PRVTE W -E 000 00 N 3P 06 0 N DAY INJ CAR 01 DRVR NONE 40 F SUSP 052,026 000 32,29 N 45 8 56.05 -122 52 32.61 OR<25 02 NONE 0 STOP PRVTE W -E 011 013 00 CAR 01 DRVR NONE 33 F OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE W -E 011 013 00 CAR 01 DRVR NONE 67 F OR-Y 000 022 00 OR<25 04 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 51 F OR-Y 000 000 00 OR<25 05205 N N N 12/24/2015 17 EVERGREEN RD INTER 3-LEG N N RAIN ANGL-OTH 01 NONE 0 TURN-L 02 NONE TH 0 STACY ALLISON WAY CN STOP SIGN N WET TURN PRVTE W -N 000 00 N 11A 03 0 N DAY PDO CAR 01 DRVR NONE 21 F OR-Y 028 000 02 N 45 8 56.05 -122 52 32.61 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR NONE 72 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING STACY ALLISON WAY at EVERGREEN RD, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 8 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 00547 N N N N N 02/07/2016 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 02 CITY SU 0 STACY ALLISON WAY CN STOP SIGN N DRY TURN N/A W -N 000 00 N 5P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01192 N N N 04/08/2018 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 04 NONE SU 0 STACY ALLISON WAY CN TRF SIGNAL N DRY TURN N/A N -S 000 00 N 2P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 TURN-L N/A W -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01829 N N N 05/15/2019 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 UNKN 0 TURN-L 02 NONE WE 0 STACY ALLISON WAY CN STOP SIGN N UNK TURN UNKN W -N 000 00 N 9P 04 0 N DLIT INJ UNKNOWN 01 DRVR NONE 00 M UNK 028 000 02 N 45 8 56.06 -122 52 32.61 UNK 02 NONE 0 PRVTE S -N 000 00 CAR 01 DRVR INJC 40 F OR-Y 000 000 00 OR<25 02380 N N N 06/24/2019 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 TURN-L 02 CITY MO 0 STACY ALLISON WAY CN STOP SIGN N DRY TURN PRVTE W -N 000 00 N 4P 03 0 N DAY INJ CAR 01 DRVR NONE 40 M SUSP 028 000 02 N 45 8 56.07 -122 52 32.62 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJB 50 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING STACY ALLISON WAY at EVERGREEN RD, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 8 of 8 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04862 N N N 12/18/2018 19 EVERGREEN RD INTER CROSS N Y RAIN FIX OBJ 01 NONE 9 TURN-R 059 08 CITY TU 0 HAYES ST W STOP SIGN N WET FIX N/A N -W 000 00 N 9P 05 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 50.61 -122 52 32.71 UNK 03372 N N N N N 08/19/2017 17 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 083 03 CITY SA 0 HAYES ST CN STOP SIGN N DRY ANGL PRVTE W -E 000 00 N 8P 04 0 N DUSK INJ CAR 01 DRVR NONE 46 M OR-Y 000 000 00 N 45 8 50.61 -122 52 32.71 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 41 F 000 000 00 02 NONE 1 PRVTE S -N 000 00 SEMI TOW 01 DRVR NONE 32 M OTH-Y 021 000 083 03 N-RES Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HAYES ST at EVERGREEN RD, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 2 of 2 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04634 Y Y N N N 11/20/2019 16 HAYES ST INTER 3-LEG N Y UNK FIX OBJ 01 NONE 0 TURN-L 040,053 33,30,08 CITY WE 0 SETTLEMIER AVE SE UNKNOWN N UNK FIX PRVTE NW-NE 000 040,053 00 N 11P 06 0 N DLIT INJ CAR 01 DRVR INJB 40 F OR-Y 051,050,081 000 33,30,08 N 45 8 45.73 -122 51 38.67 OR<25 03749 N N N Y 09/11/2017 16 HAYES ST INTER 3-LEG N N CLR S-1STOP 01 NONE 9 07 CITY MO 0 SETTLEMIER AVE SW STOP SIGN N DRY REAR N/A SW-NE 000 00 N 9A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 45.72 -122 51 38.66 UNK 02 NONE 9 STOP N/A SW-NE 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00287 N N N N N 01/23/2019 17 HAYES ST INTER 3-LEG N N CLD PED 01 NONE 0 TURN-L 27,02 CITY WE 0 SETTLEMIER AVE NW STOP SIGN N DRY PED PRVTE SW-NW 000 00 N 12P 05 0 N DAY INJ CAR 01 DRVR NONE 60 F OR-Y 016,029 038 27,02 N 45 8 45.72 -122 51 38.66 OR<25 - 01 PED INJC 50 F I XWLK 000 000 00 NE SW Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HAYES ST at SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 3 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01296 N N N N N 04/10/2015 16 PARR ST INTER CROSS N N CLR ANGL-OTH 01 NONE 0 TURN-R 093 27,02 CITY FR 0 SETTLEMIER AVE CN STOP SIGN N DRY TURN PRVTE W -SW 000 00 N 7A 03 0 N DAY INJ CAR 01 DRVR NONE 21 F OR-Y 016,028 038 093 27,02 N 45 8 9.25 -122 51 54.35 OR<25 01 NONE 0 TURN-R PRVTE W -SW 000 00 CAR 02 PSNG NO<5 01 M 000 000 00 02 NONE 0 PRVTE NE-SW 000 00 CAR 01 DRVR NONE 32 M OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE NE-SW 000 00 CAR 02 PSNG INJC 32 F 000 000 00 01042 N N N N N 03/12/2016 16 PARR ST INTER CROSS N N RAIN S-OTHER 01 NONE 9 TURN-R 08 CITY SA 0 SETTLEMIER AVE CN TRF SIGNAL N WET TURN N/A SW-E 000 00 N 9A 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.25 -122 51 54.35 UNK 02 NONE 9 TURN-R N/A SW-E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01281 Y N N 04/15/2018 16 PARR ST INTER CROSS N N RAIN ANGL-OTH 01 NONE 0 03,01 NO RPT SU 0 SETTLEMIER AVE CN STOP SIGN N WET TURN PRVTE SW-NE 000 00 N 11A 02 0 N DAY INJ CAR 01 DRVR NONE 17 M OR-Y 047,021 000 03,01 N 45 8 9.25 -122 51 54.35 OR<25 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 01 DRVR INJC 64 M OR-Y 000 000 00 OR<25 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 02 PSNG INJC 56 F 000 000 00 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 03 PSNG INJC 14 M 000 000 00 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 04 PSNG INJC 17 M 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE and PARR ST, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 01/14/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 4 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01548 N N N 05/07/2018 16 SETTLEMIER AVE Y N CLR S-1STOP 01 NONE 0 29 NONE MO 86 PARR ST SW (NONE) UNKNOWN N DRY REAR PRVTE SW-NE 000 00 N 7A 08 N DAY INJ CAR 01 DRVR NONE 34 M OR-Y 026 000 29 N 45 8 8.39 -122 51 54.78 (02) OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 62 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE and PARR ST, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 01/14/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 4 - 4 of 4 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03684 N Y N 09/30/2018 16 S BOONES FERRY RD INTER CROSS N N CLR ANGL-STP 01 NONE 9 TURN-R 27,08 CITY SU 0 PARR ST S L-GRN-SIG N DRY TURN N/A W -S 000 00 N 4P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.26 -122 51 54.35 UNK 02 NONE 9 N/A S -N 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01409 N N N 04/15/2019 16 S BOONES FERRY RD INTER CROSS N N CLR ANGL-OTH 01 UNKN 0 02 NONE MO 0 PARR ST CN N DRY ANGL UNKN W -E 000 00 N 7A 03 0 N DAY INJ UNKNOWN 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.27 -122 51 54.35 UNK 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 27 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PARR ST at BOONES FERRY RD, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 2 of 2 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05309 Y N N 10/09/2015 16 FRONT ST INTER 2-LEG N Y CLR FIX OBJ 01 NONE 0 040,121 01 NO RPT FR 0 PARR ST W UNKNOWN N DRY FIX PRVTE SW-NE 000 040,121 00 N 6P 05 0 N DAY PDO CAR 01 DRVR NONE 17 M OR-Y 047,039,081 000 01 N 45 8 9.89 -122 51 51.79 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PARR ST at FRONT ST, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 04/15/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 1 of 1 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02722 Y Y N N N 07/20/2019 19 NE STUBB RD N Y CLR FIX OBJ 01 NONE 0 053,121 01 COUNTY SA 633 NE PARR ST N (NONE) UNKNOWN N DRY FIX PRVTE UN-UN 000 053,121 00 Y 9P 08 N DARK INJ CAR 01 DRVR INJC 24 M OR-Y 047,081 000 01 N 45 8 16.07 -122 52 45.28 (02) OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING STUBB RD and PARR ST, City of Woodburn, Marion County, 01/01/2015 to 12/31/2019 01/14/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 1 of 1 Crash records shown. NO ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG MILEPNT DIST FROM INTERSECT COUNTY ROADS FIRST STREET SECOND STREET INTERSECTION SEQ # RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CONTL OFF-RD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE MARION COUNTY CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING Intersectional Crashes at Parr Rd NE & Butteville Rd NE January 1, 2015 through December 31, 2019 A G E S E X PAGE: 1 03013 N N INTER 3-LEG Y FIX OBJ N 7/19/2016 08 CLR N NONE 034 2.86 TURN-R 01 9 BUTTEVILLE RD NE A NONE FIX N Tue 00 DRY N STOP SIGN N/A 007 E N 4P N PDO DAY N 0 CAR 00 DRVR UNK 000 00 000 05 NONE 01 U No 45 7 59.20 -122 53 50.77 UNK 04172 N N INTER 3-LEG N S-1STOP N 11/2/2018 27,29 CLR N NONE 2.86 N N 01 0 BUTTEVILLE RD NE A COUNTY REAR S Fri 00 DRY N STOP SIGN PRVTE 000 N N 7P N INJ DARK N 0 CAR 19 DRVR OR-Y 016,026 27,29 038 06 NONE 01 M No 45 7 59.20 -122 53 50.77 OR<25 NONE STOP 02 0 S 00 PRVTE 012 N CAR 22 DRVR OR-Y 000 00 000 NONE 01 F OR<25 17 PSNG 000 00 000 INJC 02 F 02628 N N INTER 3-LEG Y FIX OBJ Y 7/19/2018 01,26 CLR N NONE 079,092 2.86 N N 01 0 BUTTEVILLE RD NE A COUNTY FIX S Thu 079,092 26 DRY N STOP SIGN PRVTE 007 N S 3A N INJ DARK N 0 CAR 22 DRVR OR-Y 047,081 092 01,26 000 05 INJA 01 M No 45 7 59.20 -122 53 50.77 OR<25 01193 N N INTER 3-LEG Y FIX OBJ Y 4/8/2018 01,03 CLR N NONE 043,079 2.86 N N TURN-R 01 0 BUTTEVILLE RD NE A COUNTY FIX N Sun 043,079 00 DRY N STOP SIGN PRVTE 000 E W 9P N INJ DARK N 0 CAR 22 DRVR OR-Y 047,021 01,03 000 05 INJC 01 M No 45 7 59.20 -122 53 50.77 OR>25 00010 N N INTER 3-LEG N ANGL-OTH N 1/1/2016 02 CLR N NONE 2.86 01 0 BUTTEVILLE RD NE A NONE TURN S Fri 00 DRY N STOP SIGN PRVTE 000 N CN 1A N INJ DLIT N 0 CAR 22 DRVR OR-Y 000 00 000 01 INJB 01 F No 45 7 59.20 -122 53 50.77 OR<25 23 PSNG 000 00 000 INJB 02 M NONE TURN-L 02 0 S 00 PRVTE 000 E CAR 33 DRVR OR-Y 028 02 000 NONE 01 M OR<25 03078 N N INTER 3-LEG N ANGL-STP N 8/13/2019 02 CLR N NONE 2.86 TURN-L 01 0 BUTTEVILLE RD NE A NONE TURN S Tue 00 DRY N STOP SIGN PRVTE 000 E CN 5P N INJ DAY N 0 CAR 45 DRVR OR-Y 028 02 000 01 NONE 01 M No 45 7 59.21 -122 53 50.78 OR<25 NONE STOP 02 S 00 PRVTE 012 N CAR 35 DRVR OR-Y 000 00 000 INJC 01 M OR<25 The Type A crash is noted in the report. However, this crash is not related to the intersection and is not included in the crash rates ---PAGE BREAK--- SER# INVEST UNLOC? S P E E D A L C D R U G / M J S C H L W O R K DATE DAY/TIME LAT/LONG MILEPNT DIST FROM INTERSECT COUNTY ROADS FIRST STREET SECOND STREET INTERSECTION SEQ # RD CHAR DIRECT LOCTN INT-TYP (MEDIAN) LEGS (#LANES) INT-REL TRAF- CONTL OFF-RD WTHR SURF LIGHT CRASH TYP COLL TYP V# SPCL USE TRLR QTY OWNER MOVE FROM TO P# PRTC TYPE INJ LICNS RES PED LOC ERROR ACTN EVENT CAUSE MARION COUNTY CDS380 7/1/2021 OREGON DEPARTMENT OF TRANSPORTATION - POLICY, DATA AND ANALYSIS DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING Intersectional Crashes at Parr Rd NE & Butteville Rd NE January 1, 2015 through December 31, 2019 A G E S E X PAGE: 2 02844 N N INTER 3-LEG N S-1TURN N 7/16/2017 27,29 CLR N NONE 2.86 N N 01 0 BUTTEVILLE RD NE A COUNTY REAR S Sun 00 DRY N STOP SIGN PRVTE 000 N CN 6P N INJ DAY N 0 CAR 17 DRVR NONE 016,042 27,29 038 03 NONE 01 M No 45 7 59.20 -122 53 50.77 OR<25 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 35 DRVR OR-Y 000 00 000 NONE 01 M OR>25 67 PSNG 000 00 000 INJC 02 F 32 PSNG 000 00 000 INJC 03 F 03641 N N INTER 3-LEG N O-1 L-TURN N 8/24/2016 02 CLR N NONE 2.86 N N 01 0 BUTTEVILLE RD NE A COUNTY TURN N Wed 00 DRY N STOP SIGN PRVTE 000 S CN 3P N INJ DAY N 0 CAR 61 DRVR OR-Y 000 00 000 04 INJB 01 F No 45 7 59.20 -122 53 50.77 OR>25 NONE TURN-L 02 0 E 00 PRVTE 000 N CAR 38 DRVR OR-Y 028,004 02 000 NONE 01 F OR<25 00142 N N INTER 3-LEG N ANGL-STP N 1/10/2018 08 CLR N NONE 0.00 TURN-L 01 0 PARR RD NE NONE TURN E Wed 00 DRY N STOP SIGN PRVTE 000 N E 6P N INJ DARK N 0 CAR 30 DRVR OR-Y 002,026 08 000 06 NONE 01 F No 45 7 59.20 -122 53 50.77 OR<25 NONE STOP 02 0 W 00 PRVTE 011 E CAR 56 DRVR OR-Y 000 00 000 INJC 01 M OR<25 53 PSNG 000 00 000 INJC 02 F 15 PSNG 000 00 000 INJC 03 M ---PAGE BREAK--- PM Peak Hour ADT OR 219/Butteville Rd 7 993 10,100 0.38 OR 219/Woodland Ave 7 1,564 16,000 0.24 OR 219/I-5 Southbound 33 2,819 28,800 0.63 OR 214/I-5 Northbound 35 2,968 30,300 0.63 OR 214/Evergreen Rd (User Defined) 64 2,624 26,800 1.31 OR 214/Oregon Way 29 2,226 22,700 0.70 OR 214/Settlemier Ave (User Defined) 9 2,467 25,200 0.20 OR 214/99 E (User Defined) 22 3,017 30,800 0.39 Evergreen Rd/Stacy Allison Way 8 864 8,800 0.50 Evergreen Rd/Hayes St 2 958 9,800 0.11 Settlemier Ave/Hayes St 2 1,125 11,500 0.10 Evergreen Rd/Hooper St (Based on Settlemier/Hayes Volumes) 0 53 500 0.00 Settlemier Avenue/Boones Ferry Road/Parr Road 7 807 8,200 0.47 Parr Rd/Stubb Rd 0 159 1,600 0.00 Butteville Rd/Parr Rd 8 477 4,900 0.89 Number of Crashes Count Location Evergreen Rd - South of OR 214 k-factor 0.098 Intersection Volume Crash Rate Crash Rates 2015 - 2019 ADT was calculated from the K-factor and the RAW PM peak hour volumes counts provided in the appendix. ADT was calculated using the 0.098 K-factor and the turning movement counts provided in appendix D. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 001 Pacific I-5 1 233.91 234.07 0.16 53,000 18 0 1 2 15 Albany Linn 95 62.92 I-5 1 234.91 235.05 0.14 67,700 11 0 1 1 9 Linn 85 47.37 I-5 1 238.91 239.08 0.17 65,600 18 0 0 5 13 Linn 85 47.36 I-5 1 242.97 243.08 0.11 65,900 12 1 0 2 9 Marion 90 49.63 009 Oregon Coast US-101 1 6.47 6.59 0.12 14,000 15 0 1 3 11 Warrenton Clatsop 90 57.20 US-101 1 6.54 6.65 0.11 14,000 12 0 1 2 9 Warrenton Clatsop 90 54.73 US-101 1 6.82 6.91 0.09 14,000 14 0 0 3 11 Warrenton Clatsop NEPTUNE AVE. 85 44.63 US-101 1 6.98 7.16 0.18 14,400 14 0 1 3 10 Warrenton Clatsop LEG (TO HAYES OYSTER DR.) 90 57.15 US-101 1 19.55 19.64 0.09 19,600 3 1 1 1 0 Seaside Clatsop 85 43.48 US-101 1 19.59 19.71 0.12 19,033 6 1 1 1 3 Seaside Clatsop LEWIS AND CLARK RD. 90 52.82 US-101 1 21.02 21.20 0.18 16,000 14 1 1 2 10 Seaside Clatsop BROADWAY 95 69.05 US-101 1 63.94 64.08 0.14 14,100 8 0 1 2 5 Tillamook LATIMER RD. 85 44.56 US-101 1 64.50 64.65 0.15 17,400 8 1 0 4 3 Tillamook Tillamook WILSON RIVER LOOP RD. 85 44.10 US-101 1 65.70 65.88 0.18 7,988 11 0 2 3 6 Tillamook Tillamook FOURTH ST. 90 59.99 US-101 1 103.86 104.03 0.17 4,100 6 0 1 1 4 Lincoln N THREE ROCKS RD. 85 45.49 US-101 1 112.27 112.44 0.17 15,933 6 0 2 1 3 Lincoln City Lincoln DEVILS LAKE GOLF CLUB RD. 90 53.30 US-101 1 113.55 113.64 0.09 20,000 8 1 0 1 6 Lincoln City Lincoln NW 26TH ST. 85 43.02 US-101 1 113.58 113.66 0.08 20,000 8 1 0 1 6 Lincoln City Lincoln NW 26TH ST. 85 43.02 US-101 1 113.71 113.89 0.18 20,300 10 0 2 2 6 Lincoln City Lincoln NW 22ND ST. 90 60.58 US-101 1 121.54 121.72 0.18 10,400 8 0 2 2 4 Lincoln GLENEDEN BEACH LP. 90 60.68 US-101 1 139.45 139.56 0.11 25,700 16 0 0 7 9 Newport Lincoln NW 16TH ST. 85 46.20 US-101 1 139.70 139.83 0.13 25,700 12 0 1 4 7 Newport Lincoln NW 12TH ST. 90 52.05 Page 1 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-101 1 139.77 139.86 0.09 25,700 9 0 1 4 4 Newport Lincoln NE 11TH ST. 85 44.81 US-101 1 141.11 141.24 0.13 17,111 8 0 1 1 6 Newport Lincoln SW BAYLEY ST. 85 43.58 US-101 1 190.68 190.79 0.11 9,900 3 1 1 0 1 Florence Lane 2ND ST. 85 44.85 015 McKenzie OR- 126B 2 2.44 2.53 0.09 10,288 13 0 0 3 10 Springfield Lane 14TH ST. 85 44.04 OR- 126B 2 2.46 2.55 0.09 10,133 13 0 0 4 9 Springfield Lane 14TH ST. 85 44.14 OR- 126B 1 3.34 3.55 0.21 19,200 18 0 2 7 9 Springfield Lane LEG (TO S 28TH ST.) 95 70.98 OR- 126B 1 3.54 3.63 0.09 19,000 14 0 0 3 11 Springfield Lane 85 43.01 OR- 126B 1 3.65 3.82 0.17 21,000 10 1 1 1 7 Springfield Lane S 32ND ST. 90 60.80 OR- 126B 1 4.53 4.70 0.17 22,800 28 0 0 7 21 Springfield Lane 42ND ST. 90 60.08 OR- 126B 1 5.94 6.12 0.18 16,700 12 1 0 3 8 Springfield Lane N 54TH ST. 90 51.38 OR-126 1 6.34 6.50 0.16 25,900 20 0 1 8 11 Springfield Lane S 58TH ST. 90 61.16 OR-126 1 11.22 11.41 0.19 10,066 11 1 0 5 5 Lane LEG (TO DEERHORN RD.) 90 54.20 016 Santiam US-20 1 0.09 0.24 0.15 17,100 17 0 0 2 15 Albany Linn BURKHART ST. SE 85 46.21 US-20 1 0.19 0.40 0.21 20,100 41 0 0 11 30 Albany Linn COLUMBUS ST. SE 95 77.93 US-20 1 0.40 0.57 0.17 20,100 16 0 1 1 14 Albany Linn FULTON ST. SE 90 60.18 US-20 1 0.51 0.70 0.19 19,500 18 0 1 3 14 Albany Linn ROAD 95 62.51 US-20 1 3.38 3.48 0.10 9,100 3 0 2 0 1 Linn EICHER RD. 85 45.07 US-20 1 6.47 6.57 0.10 9,655 7 0 1 4 2 Linn LEG (TO KNOX BUTTE RD.) 85 43.14 US-20 1 6.51 6.63 0.12 8,388 7 0 1 3 3 Linn LEG (TO HWY. 211) 85 44.73 US-20 1 13.70 13.84 0.14 16,600 10 0 1 0 9 Lebanon Linn MILTON ST. 85 46.31 US-20 1 14.75 14.87 0.12 21,266 15 0 0 4 11 Lebanon Linn MARKET ST. 85 44.80 US-20 1 24.99 25.09 0.10 11,400 3 0 2 1 0 Linn 85 44.49 Page 2 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-20 1 34.53 34.70 0.17 1,600 3 2 0 0 1 Linn 90 53.90 US-20 1 74.80 74.99 0.19 5,100 3 1 1 0 1 Linn ROAD (SANTIAM AIRSTRIP) 90 51.07 US-20 1 75.46 75.59 0.13 5,100 3 1 1 0 1 Linn 85 47.08 US-20 1 79.91 80.08 0.17 5,100 11 0 2 2 7 Linn BIG LAKE RD. 95 73.80 018 Willamette OR-58 1 0.24 0.35 0.11 15,100 3 0 2 0 1 Lane 001KY CONN. M.P. 1C188.30 85 43.91 030 Willamina-Salem OR-22 1 0.00 0.09 0.09 8,600 7 0 2 3 2 Polk 90 58.71 OR-22 1 8.50 8.61 0.11 9,900 3 0 2 1 0 Polk STARR RD. 85 44.85 OR-22 1 11.70 11.88 0.18 10,600 13 0 2 4 7 Polk LEG (TO PERRYDALE RD.) 95 71.80 OR-22 1 12.63 12.81 0.18 10,600 19 0 4 8 7 Polk LEG (FROM 030AB FRONTAGE RD.) 95 77.18 OR-22 1 20.29 20.47 0.18 36,500 9 1 3 4 1 Polk 95 64.58 OR-22 1 24.02 24.14 0.12 34,244 10 0 1 3 6 Salem Polk ROSEWOOD DR. NW 85 46.48 OR-22 1 24.93 25.04 0.11 47,300 9 1 1 3 4 Salem Polk 90 56.00 OR-22 1 25.02 25.10 0.08 47,300 4 1 1 2 0 Salem Polk 85 45.58 OR-22 1 26.01 26.13 0.12 47,500 43 0 1 8 34 Salem Marion 95 74.32 OR-22 2 26.09 26.18 0.09 47,300 24 0 0 3 21 Salem Marion 90 60.61 031 Albany-Corvallis US-20 1 2.14 2.30 0.16 10,066 7 1 0 1 5 Benton NE CIRCLE BLVD. 85 44.35 US-20 1 2.83 3.02 0.19 13,300 12 1 2 2 7 Benton NE CONIFER BLVD. 95 68.47 US-20 1 5.54 5.72 0.18 15,400 22 0 2 13 7 Benton NE GRANGER AVE. 95 76.57 US-20 2 10.52 10.63 0.11 14,966 17 0 0 2 15 Albany Linn 1ST AVE. 90 49.45 032 Three Rivers OR-22 1 11.42 11.59 0.17 1,700 3 0 2 1 0 Yamhill 90 53.45 Page 3 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-22 1 23.72 23.89 0.17 2,100 4 0 2 2 0 Yamhill 90 56.80 033 Corvallis-Newport US-20 1 50.97 51.10 0.13 17,700 8 0 1 1 6 Philomath Benton N 18TH ST. 85 44.23 US-20 1 54.60 54.69 0.09 17,233 14 0 0 1 13 Corvallis Benton SW 35TH ST. 85 43.50 037 Wilson River OR-6 1 25.06 25.22 0.16 4,700 2 1 1 0 0 Tillamook TRAIL 85 42.76 OR-6 1 33.86 33.98 0.12 4,700 3 0 2 1 0 Washington 85 47.43 OR-6 1 37.38 37.55 0.17 5,500 5 1 1 1 2 Washington 90 50.81 039 Salmon River OR-18 1 1.60 1.73 0.13 9,733 3 1 1 0 1 Lincoln ROAD 85 44.92 OR-18 1 31.57 31.76 0.19 7,800 4 1 1 2 0 Yamhill RED PRAIRIE RD. 90 49.30 OR-18 1 46.60 46.76 0.16 21,188 11 0 1 2 8 McMinnville Yamhill 90 51.10 OR-18 1 48.50 48.68 0.18 20,700 20 0 4 8 8 McMinnville Yamhill LOOP RD. 95 73.72 OR-18 1 49.84 50.00 0.16 16,011 17 0 2 5 10 Yamhill BEAR CREEK RD. 95 71.95 047 Sunset US-26 1 28.55 28.74 0.19 6,800 8 0 3 1 4 Clatsop LEG (FROM 047AB CONN.) 95 66.80 US-26 1 46.26 46.36 0.10 12,200 3 0 2 1 0 Washington 85 44.35 058 Albany-Junction City OR-99E 1 0.35 0.52 0.17 23,700 17 0 0 4 13 Albany Linn LEG (TO ALBANY AVE. SE) 85 44.62 OR-99E 1 0.56 0.72 0.16 23,700 10 0 1 2 7 Albany Linn SE KILLDEER AVE 85 47.53 OR-99E 1 1.33 1.52 0.19 18,800 22 0 0 3 19 Albany Linn CHICAGO ST. 90 61.03 OR-99E 2 1.41 1.54 0.13 11,800 13 0 0 5 8 Albany Linn HWY. 016 M.P. -0.03 85 43.19 US-20 1 1.65 1.80 0.15 18,900 24 0 0 3 21 Albany Linn OAK ST. SE 90 58.83 US-20 1 1.73 1.83 0.10 18,744 15 0 0 0 15 Albany Linn SHERMAN ST. SE 85 45.41 Page 4 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-20 1 1.77 1.95 0.18 18,433 19 0 1 7 11 Albany Linn MAIN ST. 95 62.80 US-20 2 1.82 1.96 0.14 18,233 17 0 0 4 13 Albany Linn MAIN ST. SE 85 47.96 OR-99E 1 3.01 3.09 0.08 19,800 14 0 0 2 12 Albany Linn W QUEEN AVE. 85 42.82 OR-99E 1 3.93 4.11 0.18 18,933 10 0 1 2 7 Albany Linn LINGO LN. 85 48.59 OR-99E 1 21.30 21.48 0.18 3,900 8 0 2 2 4 Linn LAKE CREEK DR. 95 67.61 062 Florence-Eugene OR-126 1 25.91 26.07 0.16 4,200 2 1 1 0 0 Lane 85 43.15 OR-126 1 47.75 47.89 0.14 11,077 7 0 2 5 0 Veneta Lane HUSTON RD. 90 57.84 069 Beltline OR-126 1 1.19 1.37 0.18 17,800 19 0 1 9 9 Lane LEG (FROM GREENHILL RD.) 95 68.08 OR-126 1 2.75 2.92 0.17 20,300 16 1 1 4 10 Eugene Lane S DANEBO AVE. 95 70.02 OR-126 1 3.04 3.22 0.18 19,366 19 0 1 5 13 Eugene Lane W 11TH AVE. 95 65.37 OR-569 1 4.16 4.33 0.17 27,600 17 0 0 7 10 Eugene Lane ROOSEVELT BLVD. 90 49.42 OR-569 1 7.02 7.18 0.16 57,433 22 0 0 6 16 Lane 90 55.93 OR-569 1 8.34 8.44 0.10 58,900 18 0 0 2 16 Eugene Lane 85 47.63 OR-569 1 8.41 8.53 0.12 79,511 11 0 1 2 8 Eugene Lane 85 45.02 OR-569 1 9.43 9.60 0.17 85,400 13 0 2 5 6 Eugene Lane 95 64.72 OR-569 1 9.83 9.92 0.09 85,400 10 0 1 2 7 Eugene Lane 85 44.84 OR-569 1 9.87 9.96 0.09 85,400 12 0 1 1 10 Eugene Lane 90 49.23 OR-569 1 9.92 10.03 0.11 85,400 16 0 1 6 9 Eugene Lane 90 53.51 OR-569 1 11.60 11.69 0.09 56,822 9 0 1 1 7 Eugene Lane 85 43.10 OR-569 1 12.55 12.73 0.18 54,100 14 0 2 5 7 Eugene Lane 95 65.82 OR-569 1 12.91 13.00 0.09 34,900 25 0 1 4 20 Springfield Lane LEG (TO GATEWAY ST.) 95 72.28 Page 5 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 072 Salem OR- 99EB 1 1.45 1.64 0.19 28,100 27 0 1 4 22 Salem Marion LEG (TO VERDA LN. NE) 95 72.73 OR- 99EB 1 2.54 2.64 0.10 29,977 11 1 0 1 9 Salem Marion LEG (TO CHERRY AVE. NE) 90 49.28 OR- 99EB 1 3.07 3.25 0.18 23,588 19 0 1 7 11 Salem Marion LEG (TO ST. NE) 95 64.09 OR- 99EB 1 4.21 4.31 0.10 17,000 9 0 1 2 6 Salem Marion HOOD ST. NE 85 46.21 OR- 99EB 1 4.78 4.86 0.08 19,855 14 0 0 4 10 Salem Marion LEG (FROM HWY. 072 DECREASING RDWY) 85 42.80 OR-22 2 5.33 5.48 0.15 22,100 20 0 1 7 12 Salem Marion LEG (TO HWY 072 INCREASING RDWY) 95 66.45 OR-22 1 5.42 5.60 0.18 11,600 28 0 0 5 23 Salem Marion COMMERCIAL ST. 95 70.98 OR-22 1 6.68 6.87 0.19 37,200 27 0 0 6 21 Salem Marion 17TH ST. SE 95 63.79 OR-22 1 6.89 7.05 0.16 35,600 10 1 1 0 8 Salem Marion HINES ST. SE 90 58.97 OR-22 1 7.08 7.16 0.08 35,488 16 0 0 5 11 Salem Marion 21ST ST. SE 85 44.93 OR-22 1 7.11 7.29 0.18 35,322 17 1 1 3 12 Salem Marion 22ND ST. SE 90 57.76 OR-22 1 7.44 7.62 0.18 48,200 26 0 2 4 20 Salem Marion 25TH ST. SE 95 71.06 OR-22 1 7.83 8.02 0.19 48,600 30 0 0 5 25 Salem Marion LEG (FROM AIRPORT RD.) 90 56.48 OR-22 1 8.17 8.35 0.18 52,000 40 0 2 4 34 Salem Marion HAWTHORNE AVE. 95 72.91 OR-22 1 8.28 8.37 0.09 52,000 17 0 0 1 16 Salem Marion 85 45.88 081 Pacific Highway East OR-99E 1 28.94 29.05 0.11 16,400 10 0 1 2 7 Hubbard Marion PARKWAY BLVD. 85 48.94 OR-99E 1 29.18 29.29 0.11 16,400 9 0 1 2 6 Hubbard Marion D ST. 85 46.40 OR-99E 1 31.78 31.89 0.11 19,600 3 1 1 1 0 Woodburn Marion MT. JEFFERSON AVE. 85 43.48 OR-99E 1 32.76 32.97 0.21 19,700 34 0 2 10 22 Woodburn Marion TOMLIN AVE. 95 73.58 OR-99E 1 32.90 33.06 0.16 14,700 19 0 1 6 12 Woodburn Marion SILVERTON AVE. 95 66.40 OR-99E 1 42.73 42.87 0.14 10,900 5 0 2 1 2 Marion NE PERKINS ST. 90 51.47 OR-99E 1 45.16 45.34 0.18 16,800 18 0 3 8 7 Salem Marion NE LANCASTER DR. 95 74.80 Page 6 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99E 1 45.81 45.89 0.08 18,400 8 0 1 0 7 Salem Marion ASTORIA ST. 85 43.30 OR-99E 1 45.84 45.92 0.08 21,700 8 0 1 0 7 Salem Marion ASTORIA ST. 85 42.77 OR-99E 1 45.87 45.98 0.11 28,300 8 1 1 0 6 Salem Marion ASTORIA ST. 90 57.36 1 46.37 46.49 0.12 28,300 36 0 3 11 22 Salem Marion HYACINTH ST. 95 77.26 091 Pacific Highway West OR-99W 1 25.64 25.77 0.13 28,600 15 0 0 0 15 Dundee Yamhill SE 3RD ST. 85 43.52 OR-99W 1 25.83 25.94 0.11 25,300 11 0 1 2 8 Dundee Yamhill SW 5TH ST. 90 49.73 OR-99W 1 26.97 27.09 0.12 23,800 8 0 2 1 5 Yamhill 90 57.50 OR-99W 1 31.37 31.48 0.11 9,800 3 1 1 0 1 Yamhill LOCKS LOOP RD. 85 44.88 OR-99W 1 33.99 34.09 0.10 17,488 5 2 0 1 2 Yamhill ST. JOSEPH RD. 90 50.08 OR-99W 1 36.33 36.44 0.11 22,000 14 0 1 1 12 McMinnville Yamhill NE MCDONALD LN. 90 57.33 OR-99W 1 36.61 36.82 0.21 22,500 26 0 1 5 20 McMinnville Yamhill LEG (TO BAKER CREEK RD.) 95 74.34 OR-99W 2 37.66 37.84 0.18 13,144 23 0 0 5 18 McMinnville Yamhill THIRD ST. 90 59.19 OR-99W 1 38.90 39.04 0.14 20,000 14 0 0 5 9 McMinnville Yamhill 039AK CONN. (2ND RT.) M.P. 1C44.48 85 42.77 OR-99W 1 39.90 40.03 0.13 11,300 8 1 0 0 7 Yamhill DURHAM LN. 85 45.28 OR-99W 1 49.63 49.81 0.18 4,800 11 0 2 4 5 Polk BETHEL RD. 95 74.29 OR-99W 1 59.94 60.12 0.18 14,400 17 1 0 9 7 Polk CLOW CORNER RD. 95 66.53 OR-99W 1 62.29 62.40 0.11 12,922 14 0 0 4 10 Polk HOFFMAN RD. 85 45.30 OR-99W 1 79.69 79.85 0.16 14,522 8 0 1 2 5 Benton NE ELLIOTT CIR. 85 44.50 OR-99W 1 81.12 81.22 0.10 14,766 8 0 1 0 7 Corvallis Benton NE CONIFER BLVD. 85 44.12 OR-99W 1 81.67 81.85 0.18 20,800 13 0 1 4 8 Corvallis Benton CIRCLE BLVD. (CIRCLE AVE.) 90 56.11 OR-99W 2 83.26 83.44 0.18 14,488 22 0 1 7 14 Corvallis Benton NW TYLER AVE. 95 73.55 OR-99W 1 83.34 83.43 0.09 12,200 8 0 1 1 6 Corvallis Benton 85 45.01 Page 7 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-20 1 83.70 83.79 0.09 13,900 8 0 1 3 4 Corvallis Benton SW JEFFERSON AVE. 85 44.39 US-20 1 83.76 83.85 0.09 13,900 8 0 1 2 5 Corvallis Benton SW ADAMS AVE. 85 44.36 US-20 2 83.84 84.02 0.18 13,699 11 0 2 3 6 Corvallis Benton SW WASHINGTON AVE. 95 62.62 OR-99W 1 89.59 89.75 0.16 5,400 9 0 2 6 1 Benton LEG (TO LLEWELLYN RD.) 95 64.57 OR-99W 1 96.03 96.16 0.13 5,400 3 2 1 0 0 Benton 90 61.84 OR-99W 1 105.92 106.10 0.18 5,100 8 1 1 3 3 Lane JAGER LN. 90 61.79 OR-99W 1 106.40 106.58 0.18 5,100 11 0 4 2 5 Lane LINGO LN. 95 75.47 OR-99 1 109.14 109.31 0.17 16,700 13 0 1 5 7 Junction City Lane W 11TH AVE. 90 53.85 OR-99 1 109.38 109.50 0.12 17,400 9 0 1 1 7 Junction City Lane W 7TH AVE. 85 46.12 OR-99 1 109.44 109.56 0.12 17,400 9 0 1 2 6 Junction City Lane W 6TH AVE. 85 46.12 OR-99 1 117.79 118.00 0.21 22,900 10 1 0 2 7 Lane LEG (TO CLEAR LAKE RD.) 85 47.72 OR-99 1 118.14 118.32 0.18 22,900 23 0 2 10 11 Lane LEG (TO THEONA DR.) 95 73.19 OR-99 1 118.27 118.43 0.16 22,900 11 0 3 5 3 Lane 95 66.76 OR-99 1 118.40 118.56 0.16 13,877 9 1 1 0 7 Lane 069AA CONN. M.P. 1C6.56 95 63.04 092 Lower Columbia River US-30 1 19.69 19.86 0.17 24,800 11 0 1 3 7 Scappoose Columbia HAVLIK DR. 90 49.80 US-30 1 20.60 20.73 0.13 31,400 11 0 1 0 10 Scappoose Columbia SE SANTOSH ST. 85 49.05 US-30 1 27.60 27.70 0.10 23,633 15 0 0 1 14 St. Helens Columbia GABLE RD. 85 44.34 US-30 1 28.47 28.59 0.12 21,300 13 0 1 7 5 St. Helens Columbia COLUMBIA BLVD. 90 52.78 US-30 1 28.55 28.65 0.10 21,300 10 0 1 5 4 St. Helens Columbia COLUMBIA BLVD. 85 47.91 US-30 1 40.71 40.90 0.19 8,900 3 0 2 1 0 Columbia NEER CITY RD. 85 45.26 US-30 1 48.29 48.47 0.18 17,400 17 0 0 9 8 Rainier Columbia ROCKCREST ST. 90 52.20 US-30 1 95.45 95.56 0.11 11,600 5 1 1 0 3 Astoria Clatsop 53RD ST. 90 51.26 Page 8 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-30 1 96.97 97.07 0.10 12,800 8 0 1 3 4 Astoria Clatsop 33RD ST. 85 44.71 US-30 2 98.36 98.45 0.09 11,477 8 0 1 3 4 Astoria Clatsop 8TH ST. 85 45.21 102 Nehalem OR-202 1 14.78 14.96 0.18 410 4 0 2 1 1 Clatsop 95 69.69 OR-202 1 41.28 41.44 0.16 520 2 1 1 0 0 Columbia 90 56.92 OR-47 1 71.40 71.57 0.17 3,200 9 0 1 3 5 Washington NW PEBBLE CREEK RD. 90 54.06 OR-47 1 71.81 71.95 0.14 3,200 6 0 1 2 3 Washington NW HOFFMAN RD. 85 46.69 OR-47 1 85.28 85.44 0.16 7,100 4 0 2 1 1 Washington NW REILING RD. 90 49.68 130 Little Nestucca OR-130 1 5.91 6.08 0.17 720 4 0 1 1 2 Tillamook 90 51.38 140 Hillsboro-Silverton OR-219 1 17.83 18.00 0.17 3,600 8 0 1 4 3 Yamhill NE NORTH VALLEY RD. 90 53.93 OR-219 1 20.02 20.13 0.11 6,266 12 0 0 3 9 Newberg Yamhill E SHERMAN ST. 85 44.99 OR-219 1 20.71 20.89 0.18 12,700 13 0 1 3 9 Newberg Yamhill EVEREST RD. 90 52.91 OR-219 1 21.11 21.29 0.18 12,588 19 0 0 3 16 Newberg Yamhill 2ND ST. 90 57.23 OR-219 1 36.65 36.82 0.17 19,800 13 0 1 2 10 Woodburn Marion 140AC CONN. M.P. 1C36.72 85 49.05 OR-219 1 36.77 36.90 0.13 22,100 17 0 0 2 15 Woodburn Marion 001PZ CONN. M.P. 1C271.90 85 49.13 OR-214 1 36.95 37.12 0.17 22,100 26 0 1 8 17 Woodburn Marion LAWSON AVE. 95 76.03 OR-214 1 37.04 37.23 0.19 19,400 19 0 0 8 11 Woodburn Marion OREGON WY. 90 49.80 OR-214 1 38.08 38.22 0.14 15,200 11 0 2 1 8 Woodburn Marion N MERIDIAN DR. 90 61.67 OR-214 1 38.73 38.85 0.12 13,900 10 0 1 0 9 Woodburn Marion ROAD (WOODBURN POLICE STATION) 90 49.69 OR-214 1 38.97 39.16 0.19 13,900 13 0 1 7 5 Woodburn Marion 90 54.77 OR-214 1 39.09 39.28 0.19 13,900 30 0 3 6 21 Woodburn Marion LEG (TO HWY. 081(1E)) 95 77.42 OR-214 1 41.44 41.61 0.17 6,166 11 0 1 3 7 Marion NE ELLIOTT PRAIRIE RD. 90 54.86 Page 9 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 150 Salem-Dayton OR-221 1 11.44 11.59 0.15 3,200 5 1 1 3 0 Polk 90 57.92 OR-221 1 12.63 12.75 0.12 6,600 3 0 2 1 0 Polk 85 46.08 OR-221 1 12.68 12.80 0.12 6,600 3 0 2 1 0 Polk 85 46.08 OR-221 1 20.13 20.26 0.13 30,900 18 0 0 2 16 Salem Polk TAYBIN RD. NW 90 49.80 OR-221 1 20.26 20.35 0.09 30,900 18 0 0 5 13 Salem Polk 90 49.80 OR-221 1 20.28 20.47 0.19 41,300 29 0 1 6 22 Salem Polk GLEN CREEK RD. 95 72.48 OR-221 1 20.50 20.66 0.16 41,311 24 0 0 4 20 Salem Polk MOYER LN. NW 90 59.12 151 Yamhill-Newberg OR-240 1 4.01 4.12 0.11 1,800 4 0 1 2 1 Yamhill 85 43.01 OR-240 1 9.01 9.12 0.11 7,700 8 1 0 4 3 Yamhill RED HILLS RD. 85 47.30 155 Amity-Dayton OR-233 1 5.02 5.14 0.12 2,000 9 0 0 5 4 Yamhill STARR QUARRY RD. 85 46.08 157 Willamina-Sheridan OR-18B 1 2.71 2.80 0.09 4,700 3 0 2 1 0 Willamina Yamhill 85 47.43 160 Cascade Hwy South OR-213 1 22.54 22.71 0.17 5,100 3 2 0 0 1 Clackamas 85 47.08 OR-213 1 24.68 24.88 0.20 4,900 10 0 1 2 7 Marion MT. ANGEL-SCOTTS MILL RD. NE 90 54.04 161 Woodburn-Estacada OR-211 1 7.50 7.68 0.18 5,900 8 1 1 2 4 Clackamas LEG (TO S KROPF RD.) 95 63.97 OR-211 1 10.54 10.70 0.16 6,200 4 3 0 1 0 Clackamas BEAR MEADOW CT. 95 63.59 162 North Santiam OR-22 1 1.18 1.27 0.09 52,000 10 1 0 2 7 Salem Marion 001PE CONN. M.P. 3C254.56 85 45.56 OR-22 1 1.20 1.37 0.17 52,000 18 1 1 4 12 Salem Marion 001PD CONN. M.P. 2C254.57 95 66.14 Page 10 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-22 1 1.45 1.65 0.20 44,900 25 0 3 5 17 Salem Marion 95 70.82 OR-22 1 69.91 70.09 0.18 4,000 5 0 3 0 2 Linn TWIN MEADOWS RD. 95 68.09 163 Silver Creek Falls OR-214 1 15.50 15.69 0.19 1,200 8 0 1 2 5 Marion LEG (TO CASCADE HWY. SE) 95 63.73 164 Jefferson OR-164 1 8.04 8.21 0.17 7,200 5 0 3 0 2 Linn MASON RD. 95 65.11 210 Corvallis-Lebanon US-20 1 -0.01 0.12 0.13 10,488 15 0 0 1 14 Corvallis Benton HWY. 210 M.P. 0.00 85 44.01 OR-34 1 0.27 0.44 0.17 34,000 14 0 1 0 13 Linn PEDESTRIAN WALKWAY & BIKE TRAIL 90 52.36 OR-34 1 1.09 1.27 0.18 34,000 38 0 0 2 36 Linn PEORIA RD. 95 75.17 OR-34 1 9.77 9.92 0.15 18,800 16 0 1 4 11 Linn OLSON RD. 90 58.06 OR-34 1 9.85 9.95 0.10 18,800 14 0 0 3 11 Linn 85 43.06 OR-34 1 10.68 10.86 0.18 18,300 14 1 0 7 6 Linn SEVEN MILE LN. 90 58.45 OR-34 1 12.68 12.86 0.18 18,300 6 1 2 1 2 Linn GOLTRA RD. 95 62.84 OR-34 1 15.59 15.76 0.17 17,377 12 0 2 3 7 Linn DENNY SCHOOL RD. 95 72.54 211 Albany-Lyons OR-226 1 11.91 12.09 0.18 1,600 5 0 2 3 0 Linn RICHARDSONS GAP RD. 95 63.48 226 Goshen-Divide OR-99 1 7.93 8.07 0.14 2,922 5 0 1 3 1 Lane HOWE LN. 85 44.16 OR-99 1 15.79 15.95 0.16 3,899 3 1 1 0 1 Cottage Grove Lane S RIVER RD. 85 49.02 227 Eugene-Springfield I-105 1 0.00 0.12 0.12 57,700 18 0 0 4 14 Eugene Lane HWY. 227 M.P. 0.00 85 45.60 I-105 1 0.12 0.31 0.19 57,700 24 0 1 5 18 Eugene Lane 95 64.76 I-105 1 2.91 3.09 0.18 65,100 23 0 2 7 14 Eugene Lane 95 66.48 Page 11 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2018 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-126 1 8.95 9.13 0.18 33,200 24 0 0 7 17 Springfield Lane 52ND ST. 95 62.89 228 Springfield OR-528 1 0.56 0.74 0.18 18,800 15 0 1 6 8 Springfield Lane LEG (TO CENTENNIAL BLVD.) 90 61.11 229 Mapleton-Junction City OR-36 1 37.95 38.11 0.16 1,200 4 0 1 3 0 Lane ROAD (ALDERWOOD WAYSIDE STATE PARK) 85 46.48 Page 12 of 12 4/22/2020 SPIS Report 2018(2015-2017 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 001 Pacific I-5 1 211.98 212.10 0.12 42,600 6 0 2 0 4 Linn 90 51.16 I-5 1 233.91 234.07 0.16 55,100 18 0 0 4 14 Albany Linn 90 47.81 I-5 1 234.04 234.20 0.16 55,100 11 0 1 4 6 Albany Linn 85 45.46 I-5 1 234.91 235.05 0.14 70,600 11 0 1 0 10 Linn 90 47.31 I-5 1 236.91 237.08 0.17 69,000 17 0 0 2 15 Linn 85 45.18 I-5 1 238.91 239.08 0.17 68,400 18 0 0 6 12 Linn 90 47.26 I-5 1 242.97 243.08 0.11 68,600 11 1 0 2 8 Marion 90 47.35 I-5 1 243.92 244.07 0.15 68,200 11 0 1 2 8 Marion 85 42.85 I-5 1 255.83 255.93 0.10 102,100 4 1 1 1 1 Salem Marion 85 45.11 I-5 1 255.88 255.98 0.10 102,100 3 1 1 0 1 Salem Marion 85 42.23 I-5 1 256.57 256.69 0.12 101,100 5 0 2 1 2 Salem Marion 90 47.79 I-5 1 256.66 256.75 0.09 101,100 6 0 2 2 2 Salem Marion 90 50.33 I-5 1 268.75 268.85 0.10 94,100 3 0 2 0 1 Marion 85 42.25 I-5 1 271.60 271.69 0.09 94,100 3 1 1 0 1 Woodburn Marion 85 42.25 I-5 1 280.63 280.75 0.12 99,700 8 0 1 2 5 Marion 85 40.13 I-5 1 281.56 281.67 0.11 99,700 8 1 0 1 6 Clackamas 85 40.13 009 Oregon Coast US-101 1 6.54 6.63 0.09 14,600 9 0 1 2 6 Warrenton Clatsop 90 46.84 US-101 1 6.98 7.16 0.18 15,300 12 0 1 3 8 Warrenton Clatsop 90 49.39 US-101 1 7.96 8.14 0.18 14,300 10 0 2 3 5 Warrenton Clatsop SE ENSIGN LN. 95 64.56 US-101 1 13.35 13.54 0.19 16,200 9 0 2 2 5 Clatsop LEG (TO SUNSET BEACH LN.) 95 58.76 US-101 1 13.88 14.06 0.18 16,200 3 1 1 0 1 Clatsop 85 43.79 US-101 1 21.00 21.08 0.08 16,366 7 0 1 0 6 Seaside Clatsop BROADWAY 85 41.00 Page 1 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-101 1 21.02 21.15 0.13 15,933 10 1 1 1 7 Seaside Clatsop BROADWAY 95 61.59 US-101 1 40.51 40.65 0.14 4,900 2 1 1 0 0 Tillamook 85 42.62 US-101 1 49.51 45.48 Z 4.03 4,355 7 2 1 3 1 Tillamook 95 71.31 US-101 1 63.91 64.08 0.17 12,100 5 0 2 1 2 Tillamook LATIMER RD. 90 47.92 US-101 1 65.75 65.93 0.18 6,622 8 0 3 0 5 Tillamook Tillamook FOURTH ST. 95 67.13 US-101 1 89.35 89.46 0.11 4,300 3 1 1 1 0 Tillamook 90 47.83 US-101 1 105.60 110.85 5.25 14,600 4 1 1 1 1 Lincoln 90 47.37 US-101 1 111.68 111.77 0.09 15,900 5 2 0 3 0 Lincoln NE NEOTSU DR. (ALDERVIEW RD.) 90 50.29 US-101 1 112.76 112.86 0.10 15,700 7 0 1 2 4 Lincoln City Lincoln NW LOGAN RD. (ROADS END STATE PARK) 85 41.13 US-101 1 113.16 113.24 0.08 21,900 13 0 0 6 7 Lincoln City Lincoln NW 34TH ST. 85 40.02 US-101 1 113.70 113.83 0.13 20,633 6 0 2 3 1 Lincoln City Lincoln NE 22ND ST. 90 52.53 US-101 1 116.60 116.70 0.10 18,100 13 0 0 1 12 Lincoln City Lincoln SE 31ST ST. 85 40.88 US-101 1 116.65 116.76 0.11 18,100 14 0 0 2 12 Lincoln City Lincoln SW 32ND ST. 85 43.25 US-101 1 121.54 121.72 0.18 12,300 9 0 1 2 6 Lincoln GLENEDEN BEACH LP. 90 47.62 US-101 1 136.74 136.82 0.08 12,600 2 2 0 0 0 Newport Lincoln NE AVERY ST. 85 40.44 US-101 1 139.22 139.34 0.12 19,866 8 0 1 1 6 Newport Lincoln NE 20TH ST. 85 43.27 US-101 1 139.40 139.63 0.23 24,300 23 0 3 7 13 Newport Lincoln NE 17TH ST. 95 70.88 US-101 1 139.70 139.88 0.18 24,300 15 0 2 3 10 Newport Lincoln NW 12TH ST. 95 67.26 015 McKenzie OR- 126B 2 2.40 2.58 0.18 10,800 15 0 0 4 11 Springfield Lane 14TH ST. 90 46.51 OR- 126B 1 3.34 3.55 0.21 19,600 19 0 2 6 11 Springfield Lane LEG (TO S 28TH ST.) 95 70.24 OR- 126B 1 3.54 3.64 0.10 19,400 14 0 0 4 10 Springfield Lane 30TH ST. 85 42.91 OR- 126B 1 3.65 3.82 0.17 21,400 11 0 1 1 9 Springfield Lane S 32ND ST. 90 48.26 Page 2 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR- 126B 1 4.52 4.69 0.17 23,300 28 0 0 9 19 Springfield Lane 42ND ST. 95 57.69 OR-126 1 6.34 6.54 0.20 26,500 25 0 2 7 16 Springfield Lane S 58TH ST. 95 70.98 OR-126 1 7.18 7.33 0.15 26,500 6 0 2 0 4 Springfield Lane 66TH ST. 90 51.96 OR-126 1 11.22 11.41 0.19 10,266 10 2 1 2 5 Lane LEG (TO DEERHORN RD.) 95 69.75 OR-126 1 15.51 15.68 0.17 7,400 2 0 2 0 0 Lane ROSS LN. 85 41.46 016 Santiam US-20 1 0.10 0.24 0.14 14,200 15 0 0 4 11 Albany Linn BURKHART ST. SE 90 46.94 US-20 1 0.19 0.38 0.19 21,000 28 0 0 4 24 Albany Linn COLUMBUS ST. SE 95 63.47 US-20 1 0.40 0.57 0.17 21,000 14 0 1 2 11 Albany Linn FULTON ST. SE 95 57.66 US-20 1 0.51 0.70 0.19 20,300 18 0 1 6 11 Albany Linn ROAD 95 64.57 US-20 1 6.47 6.64 0.17 10,011 8 0 1 3 4 Linn LEG (TO KNOX BUTTE RD.) 90 47.58 US-20 1 11.62 11.79 0.17 8,600 8 1 1 3 3 Linn GORE DR. 95 58.71 US-20 1 13.36 13.49 0.13 8,288 7 0 1 1 5 Lebanon Linn E MAPLE ST. 85 44.23 US-20 1 13.65 13.84 0.19 17,100 14 0 1 1 12 Lebanon Linn MILTON ST. 90 53.74 US-20 1 14.38 14.48 0.10 22,000 13 0 0 2 11 Lebanon Linn DEWEY ST. 85 40.01 US-20 1 14.75 14.87 0.12 21,966 13 0 0 3 10 Lebanon Linn MARKET ST. 85 40.02 US-20 1 27.10 27.19 0.09 13,655 7 0 1 1 5 Sweet Home Linn 9TH AVE. 85 41.64 US-20 1 27.16 27.26 0.10 13,522 8 0 1 1 6 Sweet Home Linn 9TH AVE. 85 44.47 US-20 1 27.33 27.42 0.09 13,500 9 0 1 2 6 Sweet Home Linn 12TH AVE. 90 47.19 US-20 1 34.53 34.70 0.17 1,700 5 2 0 2 1 Linn 95 62.95 US-20 1 61.00 61.09 0.09 810 3 0 1 2 0 Linn 85 44.67 US-20 1 74.80 74.99 0.19 5,400 3 1 1 0 1 Linn ROAD (SANTIAM AIRSTRIP) 90 46.84 US-20 1 75.41 75.59 0.18 5,400 5 2 2 0 1 Linn 95 66.30 Page 3 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 018 Willamette OR-58 1 0.23 0.35 0.12 15,900 3 0 2 0 1 Lane 001KY CONN. M.P. 1C188.30 85 43.82 OR-58 1 10.83 10.92 0.09 9,600 2 0 2 0 0 Lane 85 40.90 OR-58 1 14.42 14.60 0.18 7,100 2 0 2 0 0 Lane 85 41.56 OR-58 1 27.91 28.09 0.18 6,000 2 0 2 0 0 Lane 85 42.00 OR-58 1 59.69 59.83 0.14 3,500 2 0 2 0 0 Lane 85 43.86 027 Alsea OR-34 1 10.02 10.20 0.18 890 2 0 2 0 0 Lincoln E SJOSTROM DR. 90 52.22 OR-34 1 23.52 23.69 0.17 480 2 0 1 1 0 Lincoln 85 42.68 029 Tualatin Valley OR-47 1 28.68 28.86 0.18 7,466 9 0 1 3 5 Yamhill NE FLETT RD. (WAPATO-NEWBERG RD.) 90 50.84 030 Willamina-Salem OR-22 1 0.00 0.11 0.11 8,700 11 0 2 4 5 Polk 95 69.95 OR-22 1 11.70 11.88 0.18 10,600 11 0 2 2 7 Polk LEG (TO PERRYDALE RD.) 95 69.14 OR-22 1 12.63 12.81 0.18 10,700 16 0 2 7 7 Polk LEG (FROM 030AB FRONTAGE RD.) 95 74.65 OR-22 1 20.29 20.47 0.18 36,700 11 0 3 5 3 Polk 95 65.84 OR-22 1 20.49 20.85 0.36 36,700 20 0 1 5 14 Polk 52ND AVE. NW 95 61.98 OR-22 1 20.79 20.91 0.12 36,700 10 0 2 5 3 Polk 52ND AVE. NW 95 61.29 OR-22 1 21.94 22.10 0.16 36,700 11 0 1 6 4 Polk ROAD 90 46.29 OR-22 1 23.98 24.14 0.16 35,900 14 0 1 4 9 Salem Polk ROSEWOOD DR. NW 90 55.73 OR-22 1 26.01 26.13 0.12 47,900 48 0 2 11 35 Salem Marion 95 76.06 OR-22 2 26.09 26.18 0.09 47,700 20 0 2 5 13 Salem Marion 95 69.07 031 Albany-Corvallis US-20 1 2.12 2.32 0.20 12,400 9 1 0 2 6 Benton NE CIRCLE BLVD. 90 49.54 Page 4 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-20 1 2.83 3.02 0.19 13,900 12 1 2 2 7 Benton NE CONIFER BLVD. 95 68.26 US-20 1 5.54 5.72 0.18 16,100 25 1 4 13 7 Benton NE GRANGER AVE. 95 77.29 US-20 1 6.32 6.50 0.18 16,900 16 0 2 6 8 Benton NW INDEPENDENCE HWY. 95 71.69 US-20 2 10.49 10.66 0.17 16,800 19 0 0 2 17 Albany Linn 1ST AVE. 90 51.53 032 Three Rivers OR-22 1 23.72 23.89 0.17 2,200 4 0 2 2 0 Yamhill 90 56.45 033 Corvallis-Newport US-20 1 5.66 5.75 0.09 7,466 6 0 1 3 2 Lincoln 85 41.44 US-20 1 5.74 5.83 0.09 6,400 6 0 1 3 2 Lincoln LEG (TO HWY. 181) 85 42.13 US-20 2 50.58 50.66 0.08 7,700 6 0 1 0 5 Philomath Benton N 14TH ST. 85 41.16 US-20 1 50.97 51.13 0.16 18,800 8 0 1 1 6 Philomath Benton N 18TH ST. 85 43.60 US-20 1 53.70 53.80 0.10 17,100 13 0 0 5 8 Corvallis Benton SW HILLVIEW AVE. 85 41.15 US-20 1 53.76 53.84 0.08 17,100 13 0 0 5 8 Corvallis Benton TECHNOLOGY LP. 85 41.15 US-20 1 54.55 54.74 0.19 19,800 21 0 0 4 17 Corvallis Benton SW 35TH ST. 90 54.71 037 Wilson River OR-6 1 1.98 2.16 0.18 7,400 6 0 1 3 2 Tillamook WILSON RIVER LP. 85 42.13 OR-6 1 33.81 33.98 0.17 4,800 4 0 2 1 1 Washington 90 51.49 039 Salmon River OR-18 1 1.26 1.36 0.10 10,333 6 0 1 1 4 Lincoln 039BH CONN. M.P. 2C1.36 85 39.99 OR-18 1 1.60 1.76 0.16 9,544 4 1 1 0 2 Lincoln ROAD 90 48.60 OR-18 1 4.77 4.91 0.14 9,800 7 0 1 1 5 Lincoln BEAR CREEK RD. 85 43.15 OR-18 1 38.23 38.35 0.12 12,900 2 0 2 0 0 Yamhill SW OLDSVILLE RD. 85 40.40 OR-18 1 46.60 46.78 0.18 22,100 10 0 1 1 8 McMinnville Yamhill 90 48.60 OR-18 1 48.50 48.68 0.18 20,100 15 0 3 7 5 McMinnville Yamhill SE LOOP RD. 95 70.52 Page 5 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-18 1 49.84 50.00 0.16 15,922 23 0 2 7 14 Yamhill 95 76.05 OR-18 1 49.99 50.18 0.19 15,700 7 0 2 1 4 Yamhill SE ASH RD. 90 56.23 043 Monmouth-Independence OR-51 1 0.93 1.11 0.18 12,200 13 0 1 0 12 Independence Polk SIXTEENTH ST. 90 50.34 OR-51 1 1.21 1.39 0.18 12,200 7 0 2 1 4 Independence Polk GUN CLUB RD. 95 57.94 046 Necanicum OR-53 1 0.96 1.14 0.18 550 2 1 0 1 0 Clatsop 85 41.40 047 Sunset US-26 1 22.16 22.32 0.16 7,200 8 0 1 3 4 Clatsop BEAR RD. 85 41.50 US-26 1 28.55 28.74 0.19 7,200 9 0 3 2 4 Clatsop LEG (FROM 047AB CONN.) 95 68.00 US-26 1 45.32 45.44 0.12 9,800 2 0 2 0 0 Washington 85 41.17 US-26 1 46.26 46.36 0.10 13,000 2 0 2 0 0 Washington 85 40.38 US-26 1 51.14 51.32 0.18 12,000 3 0 2 1 0 Washington 85 44.38 051 Wilsonville-Hubbard OR-551 1 2.91 3.09 0.18 12,500 3 0 2 0 1 Marion KEIL RD. NE 85 44.36 058 Albany-Junction City OR-99E 1 0.35 0.52 0.17 26,477 17 0 0 4 13 Albany Linn LEG (TO ALBANY AVE. SE) 90 46.07 OR-99E 1 0.56 0.73 0.17 25,000 10 0 1 1 8 Albany Linn SE KILLDEER AVE 90 47.36 OR-99E 1 1.33 1.52 0.19 18,700 24 0 0 4 20 Albany Linn CHICAGO ST. SE 95 63.22 US-20 1 1.62 1.80 0.18 18,300 21 1 0 3 17 Albany Linn OAK ST. SE 95 65.12 US-20 1 1.73 1.82 0.09 18,122 13 0 0 0 13 Albany Linn SHERMAN ST. SE 85 40.87 US-20 1 1.77 1.97 0.20 18,122 22 0 2 5 15 Albany Linn MAIN ST. SE 95 63.08 OR-99E 1 2.90 3.09 0.19 21,500 20 0 0 6 14 Albany Linn CALAPOOIA ST. SW 90 49.32 OR-99E 1 3.93 4.11 0.18 19,166 8 0 1 1 6 Albany Linn PACIFIC PL. SW 85 44.08 Page 6 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99E 1 21.30 21.48 0.18 4,100 7 0 2 1 4 Linn LAKE CREEK DR. 95 64.09 062 Florence-Eugene OR-126 1 11.17 11.29 0.12 5,700 2 1 1 0 0 Lane 85 42.15 OR-126 1 17.69 17.87 0.18 4,500 3 0 2 0 1 Lane 90 47.63 OR-126 1 19.27 19.40 0.13 5,900 3 2 0 1 0 Lane ROAD 90 46.49 OR-126 1 19.33 19.45 0.12 5,900 3 1 1 1 0 Lane ROAD 90 46.49 OR-126 1 25.91 26.07 0.16 4,700 2 1 1 0 0 Lane 85 42.76 OR-126 1 47.75 47.89 0.14 11,433 6 0 2 3 1 Veneta Lane HUSTON RD. 90 54.71 069 Beltline OR-126 1 1.19 1.37 0.18 18,400 19 0 1 7 11 Lane LEG (FROM GREENHILL RD.) 95 65.34 OR-126 1 3.06 3.19 0.13 19,388 7 0 1 1 5 Eugene Lane W 11TH AVE. 85 40.66 OR-569 1 4.15 4.31 0.16 24,433 17 0 0 5 12 Eugene Lane ROOSEVELT BLVD. 90 47.07 OR-569 1 7.02 7.18 0.16 58,066 20 0 0 5 15 Lane 90 51.83 OR-569 1 8.34 8.54 0.20 70,977 26 0 1 3 22 Eugene Lane 95 60.25 OR-569 1 8.72 8.84 0.12 72,400 10 0 1 2 7 Eugene Lane 85 45.04 OR-569 1 9.40 9.60 0.20 86,700 15 0 2 6 7 Eugene Lane 95 65.14 OR-569 1 9.54 9.63 0.09 86,700 8 0 1 2 5 Eugene Lane 85 40.25 OR-569 1 9.79 9.92 0.13 86,700 11 0 1 3 7 Eugene Lane 90 47.03 OR-569 1 12.91 13.00 0.09 36,700 26 0 1 6 19 Springfield Lane GATEWAY ST. 95 72.42 072 Salem OR- 99EB 1 1.43 1.64 0.21 27,300 28 0 1 6 21 Salem Marion LEG (TO VERDA LN. NE) 95 73.21 OR- 99EB 1 3.07 3.25 0.18 22,322 16 0 1 5 10 Salem Marion LEG (TO ST. NE) 95 60.16 OR- 99EB 1 4.27 4.39 0.12 17,300 14 0 0 3 11 Salem Marion GAINES ST. NE 85 43.54 OR- 99EB 1 4.34 4.44 0.10 17,633 15 0 0 4 11 Salem Marion MARKET ST. NE 85 43.40 Page 7 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR- 99EB 1 4.72 4.94 0.22 26,000 23 1 0 8 14 Salem Marion LEG (FROM HWY. 072 DECREASING RDWY) 95 73.51 OR- 99EB 1 5.18 5.28 0.10 33,600 16 0 0 3 13 Salem Marion 030AR CONN. M.P. 1C26.20 85 43.01 OR-22 1 5.35 5.60 0.25 13,544 33 1 0 10 22 Salem Marion COMMERCIAL ST. 95 75.97 OR-22 2 5.38 5.48 0.10 16,800 16 0 0 7 9 Salem Marion LIBERTY ST. 90 48.37 OR-22 1 6.68 6.87 0.19 35,100 28 0 1 5 22 Salem Marion 17TH ST. SE 95 73.55 OR-22 1 6.89 7.05 0.16 32,700 8 1 1 0 6 Salem Marion HINES ST. SE 90 54.17 OR-22 1 7.06 7.17 0.11 32,700 15 0 0 5 10 Salem Marion 21ST ST. SE 85 43.04 OR-22 1 7.11 7.20 0.09 32,255 15 0 0 4 11 Salem Marion 22ND ST. SE 85 43.07 OR-22 1 7.28 7.38 0.10 31,900 10 0 1 1 8 Salem Marion 23RD ST. SE 90 46.64 OR-22 1 7.31 7.45 0.14 31,900 16 0 1 6 9 Salem Marion 23RD ST. SE 90 53.62 OR-22 1 7.40 7.48 0.08 31,900 14 0 0 5 9 Salem Marion HELM ST. 85 40.88 OR-22 1 7.44 7.62 0.18 44,800 26 0 2 5 19 Salem Marion 25TH ST. SE 95 71.06 OR-22 1 7.83 8.02 0.19 45,600 26 0 0 5 21 Salem Marion LEG (FROM AIRPORT RD.) 90 54.69 OR-22 1 8.17 8.38 0.21 52,000 40 0 2 5 33 Salem Marion HAWTHORNE AVE. 95 72.50 081 Pacific Highway East OR-99E 1 28.94 29.05 0.11 16,500 8 0 1 3 4 Hubbard Marion PARKWAY BLVD. 85 43.69 OR-99E 1 29.18 29.29 0.11 16,500 7 0 1 0 6 Hubbard Marion D ST. 85 41.00 OR-99E 1 29.33 29.51 0.18 15,600 11 0 2 2 7 Hubbard Marion G ST. 95 66.69 OR-99E 1 31.50 31.68 0.18 18,600 11 0 2 3 6 Woodburn Marion 95 65.91 OR-99E 1 31.61 31.78 0.17 19,700 22 0 2 2 18 Woodburn Marion LEG (HWY. 140) 95 73.84 OR-99E 1 31.72 31.80 0.08 19,700 7 0 2 0 5 Woodburn Marion LEG (HWY. 140) 90 55.41 OR-99E 1 31.77 31.89 0.12 19,700 3 1 1 0 1 Woodburn Marion MT. JEFFERSON AVE. 85 43.47 OR-99E 1 32.78 32.93 0.15 19,800 16 0 0 3 13 Woodburn Marion TOMLIN AVE. 90 45.92 Page 8 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99E 1 32.91 33.06 0.15 14,800 16 0 1 3 12 Woodburn Marion SILVERTON AVE. 95 64.04 OR-99E 1 32.99 33.09 0.10 14,800 8 0 1 2 5 Woodburn Marion 85 41.35 OR-99E 1 34.51 34.69 0.18 12,500 9 1 0 3 5 Marion HOWELL PRAIRIE RD. NE 90 47.55 OR-99E 1 36.13 36.25 0.12 12,200 12 0 0 5 7 Marion E. DOUGLAS AVE. 85 40.49 OR-99E 1 45.16 45.34 0.18 16,900 19 0 2 9 8 Salem Marion LANCASTER DR. NE 95 75.00 OR-99E 1 45.81 45.98 0.17 28,400 14 1 2 1 10 Salem Marion WARD DR. NE 95 65.93 1 46.37 46.49 0.12 28,400 28 0 3 8 17 Salem Marion HYACINTH ST. NE 95 74.50 091 Pacific Highway West OR-99W 1 19.75 19.95 0.20 37,800 3 0 3 0 0 Washington HAUREN RD. 95 57.74 OR-99W 1 21.96 22.14 0.18 37,100 19 0 1 2 16 Newberg Yamhill LEG (TO N SPRINGBROOK RD.) 95 62.14 OR-99W 2 23.41 23.50 0.09 18,800 13 0 0 3 10 Newberg Yamhill N SCHOOL ST. 85 40.70 OR-99W 1 25.83 25.93 0.10 26,400 8 0 1 1 6 Dundee Yamhill SW 5TH ST. 85 42.22 OR-99W 1 29.72 29.82 0.10 22,022 14 0 0 6 8 Yamhill HWY. 091 M.P. 29.73 85 42.33 OR-99W 1 29.77 29.88 0.11 13,577 12 0 0 5 7 Yamhill MCDOUGALL RD. 85 41.55 OR-99W 1 31.31 31.42 0.11 10,200 7 0 1 2 4 Yamhill MCDOUGALL RD. 85 42.88 OR-99W 1 33.99 34.09 0.10 16,266 3 2 0 1 0 Yamhill ST. JOSEPH RD. 85 43.79 OR-99W 1 34.77 34.93 0.16 21,955 14 0 0 7 7 Yamhill LEG (TO HWY. 029) 85 42.34 OR-99W 1 35.24 35.35 0.11 21,600 6 0 2 2 2 McMinnville Yamhill NE DORAN DR. 90 52.42 OR-99W 1 35.29 35.41 0.12 21,600 5 0 2 1 2 McMinnville Yamhill 90 49.56 OR-99W 1 35.39 35.57 0.18 21,600 15 0 0 3 12 McMinnville Yamhill GRANDHAVEN ST. 85 45.43 OR-99W 1 35.68 35.78 0.10 23,000 9 0 1 2 6 McMinnville Yamhill NE 27TH ST. 85 45.14 OR-99W 1 36.61 36.82 0.21 23,400 23 0 0 5 18 McMinnville Yamhill LEG (TO BAKER CREEK RD.) 95 57.66 OR-99W 2 37.42 37.55 0.13 14,300 7 0 1 1 5 McMinnville Yamhill NE 8TH ST. 85 41.47 Page 9 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99W 2 37.67 37.80 0.13 13,577 15 0 0 3 12 McMinnville Yamhill THIRD ST. 85 40.03 OR-99W 1 38.24 38.38 0.14 22,900 6 0 2 0 4 McMinnville Yamhill FELLOWS ST. 90 52.49 OR-99W 1 39.06 39.16 0.10 15,500 14 0 0 4 10 McMinnville Yamhill BOOTH BEND RD. 85 44.06 OR-99W 1 43.38 43.48 0.10 9,188 6 0 1 3 2 Yamhill LEG (TO HWY. 155) 85 40.41 OR-99W 1 48.48 48.61 0.13 5,000 2 0 2 0 0 Polk 85 42.55 OR-99W 1 49.63 49.81 0.18 5,000 13 0 1 5 7 Polk BETHEL RD. 95 64.44 OR-99W 1 57.73 57.84 0.11 11,900 7 0 1 1 5 Polk BURCH ST. 85 42.20 OR-99W 1 59.94 60.12 0.18 14,800 18 1 1 7 9 Polk CLOW CORNER RD. 95 74.60 OR-99W 1 62.22 62.40 0.18 14,800 13 0 1 4 8 Polk HOFFMAN RD. 90 57.32 OR-99W 1 63.47 63.59 0.12 12,200 8 0 1 2 5 Monmouth Polk E CLAY ST. 85 45.16 OR-99W 1 64.71 64.89 0.18 9,500 4 0 2 0 2 Polk STAPLETON RD. 90 48.60 OR-99W 1 66.47 66.65 0.18 9,500 3 2 0 0 1 Polk PARKER RD. 85 45.02 OR-99W 1 81.10 81.25 0.15 15,166 9 0 1 0 8 Corvallis Benton NE CONIFER BLVD. 90 46.70 OR-99W 2 83.18 83.30 0.12 12,511 8 0 1 3 4 Corvallis Benton NW POLK AVE. 85 45.11 OR-99W 1 83.26 83.38 0.12 10,933 8 0 1 2 5 Corvallis Benton NW TYLER AVE. 90 45.80 OR-99W 2 83.26 83.44 0.18 14,811 22 0 1 6 15 Corvallis Benton NW TYLER AVE. 95 71.03 OR-99W 1 83.33 83.44 0.11 12,533 12 0 1 2 9 Corvallis Benton 90 55.57 US-20 1 83.70 83.86 0.16 14,300 10 0 1 3 6 Corvallis Benton SW JEFFERSON AVE. 90 46.97 OR-99W 1 84.29 84.45 0.16 25,200 7 1 1 2 3 Corvallis Benton SW TWIN OAKS CIR. 90 49.48 OR-99W 1 87.46 87.61 0.15 7,311 3 0 2 0 1 Benton LEG (TO SW AIRPORT AVE. (CORVALLIS AIRPORT)) 90 46.69 OR-99W 1 89.59 89.75 0.16 5,600 8 0 2 6 0 Benton LEG (TO LLEWELLYN RD.) 95 61.19 OR-99W 1 105.92 106.11 0.19 5,300 6 1 1 2 2 Lane JAGER LN. 95 58.23 OR-99W 1 106.40 106.58 0.18 5,300 9 0 4 2 3 Lane LINGO LN. 95 72.73 Page 10 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99 1 109.14 109.31 0.17 16,700 13 0 1 5 7 Junction City Lane W 11TH AVE. 90 53.85 OR-99 1 111.20 111.31 0.11 16,233 7 0 1 2 4 Junction City Lane 85 41.12 OR-99 1 115.73 115.91 0.18 17,100 5 0 2 1 2 Lane LEG (TO AWBREY LN.) 90 50.40 OR-99 1 116.62 116.84 0.22 16,300 7 0 1 2 4 Lane LEG (TO W ENID RD.) 85 41.18 OR-99 1 117.79 118.00 0.21 22,900 13 1 0 2 10 Lane LEG (TO CLEAR LAKE RD.) 90 54.91 OR-99 1 118.14 118.32 0.18 22,900 21 0 2 7 12 Lane LEG (TO THEONA DR.) 95 72.71 OR-99 1 118.27 118.43 0.16 22,900 15 0 2 7 6 Lane 95 69.45 092 Lower Columbia River US-30 1 19.67 19.86 0.19 25,100 13 0 1 6 6 Scappoose Columbia HAVLIK DR. 90 54.47 US-30 1 20.28 20.44 0.16 25,100 18 0 0 4 14 Scappoose Columbia HIGH SCHOOL RD. 90 48.53 US-30 1 20.51 20.60 0.09 30,233 14 0 0 3 11 Scappoose Columbia SW E.M. WATTS RD. 85 41.07 US-30 1 20.60 20.76 0.16 31,700 11 0 1 1 9 Scappoose Columbia SE SANTOSH ST. 90 49.03 US-30 1 20.82 21.00 0.18 33,100 14 0 1 2 11 Scappoose Columbia SW HALL ST. 90 46.55 US-30 1 25.39 25.57 0.18 24,400 8 0 2 2 4 Columbia LEG (FROM CHURCH RD.) 95 57.43 US-30 1 25.71 25.88 0.17 24,400 10 0 1 3 6 Columbia LEG (TO OLD PORTLAND RD.) 90 47.77 US-30 1 27.60 27.77 0.17 24,900 25 0 0 3 22 St. Helens Columbia GABLE RD. 95 66.01 US-30 1 28.15 28.26 0.11 24,522 5 1 1 2 1 St. Helens Columbia MCBRIDE ST. 90 49.34 US-30 1 28.47 28.59 0.12 21,500 10 0 1 6 3 St. Helens Columbia COLUMBIA BLVD. 85 45.36 US-30 1 28.55 28.65 0.10 21,500 7 0 1 3 3 St. Helens Columbia COLUMBIA BLVD. 85 40.15 US-30 1 40.38 40.54 0.16 9,000 6 0 1 2 3 Columbia NICOLAI RD. 85 40.58 US-30 1 40.71 40.90 0.19 9,000 4 0 3 0 1 Columbia NEER CITY RD. 95 62.15 US-30 1 44.99 45.15 0.16 8,000 6 1 0 2 3 Columbia LAURELWOOD RD. 85 40.97 US-30 1 48.29 48.47 0.18 17,600 17 1 0 9 7 Rainier Columbia ROCKCREST ST. 95 67.44 Page 11 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-30 1 75.64 75.82 0.18 5,400 4 1 1 0 2 Clatsop CLIFTON RD. 90 50.90 US-30 1 94.00 94.10 0.10 10,600 6 2 0 4 0 Clatsop 90 54.71 US-30 1 95.45 95.56 0.11 11,700 4 1 1 0 2 Astoria Clatsop 53RD ST. 90 47.95 US-30 1 96.43 96.60 0.17 12,900 2 0 2 0 0 Astoria Clatsop 39TH ST. 85 40.40 US-30 2 98.36 98.45 0.09 11,577 7 0 1 2 4 Astoria Clatsop COMMERCIAL ST. (2ND LT.) 85 42.31 US-30 1 99.15 99.24 0.09 22,800 7 0 1 1 5 Astoria Clatsop 85 40.00 US-30 1 99.21 99.30 0.09 22,800 7 0 1 0 6 Astoria Clatsop BASIN ST. 85 40.00 102 Nehalem OR-202 1 6.07 6.24 0.17 1,800 5 0 1 0 4 Clatsop 90 47.45 OR-202 1 10.27 10.45 0.18 960 3 0 1 1 1 Clatsop 85 43.13 OR-202 1 14.85 14.96 0.11 680 3 0 2 1 0 Clatsop 95 61.33 OR-202 1 41.28 41.44 0.16 500 2 1 1 0 0 Columbia 90 57.29 1 64.28 64.41 0.13 4,300 2 2 0 0 0 Columbia TIMBER RD. 85 43.42 OR-47 1 71.82 71.94 0.12 4,400 7 0 1 3 3 Washington NW HOFFMAN RD. 85 44.42 104 Fort Stevens OR-104 1 1.50 1.65 0.15 4,100 3 1 1 0 1 Warrenton Clatsop ROAD (EBEN CARRUTHERS CO. PARK) 90 48.06 140 Hillsboro-Silverton OR-219 1 17.83 17.94 0.11 3,199 5 0 1 2 2 Yamhill NE BELL RD. 85 43.22 OR-219 1 20.01 20.18 0.17 6,266 18 0 0 4 14 Newberg Yamhill E SHERMAN ST. 90 55.43 OR-219 1 20.71 20.82 0.11 12,600 8 0 1 3 4 Newberg Yamhill EVEREST RD. 85 44.78 OR-219 1 21.11 21.29 0.18 12,511 12 0 0 2 10 Newberg Yamhill 2ND ST. 85 40.49 OR-219 1 24.05 24.23 0.18 13,700 2 0 2 0 0 Marion NE CHAMPOEG RD. 85 40.31 OR-219 1 29.98 30.16 0.18 3,200 2 0 2 0 0 Marion NE ST. PAUL HWY. 85 44.24 OR-219 1 36.65 36.73 0.08 15,300 7 0 1 1 5 Woodburn Marion 001YL CONN. M.P. 2C272.40 85 41.23 Page 12 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-219 1 36.69 36.82 0.13 19,900 10 0 1 1 8 Woodburn Marion 001YL CONN. M.P. 2C272.40 90 45.77 OR-219 1 36.77 36.90 0.13 22,200 15 0 0 1 14 Woodburn Marion 001YM CONN. M.P. 1C271.93 85 44.59 OR-214 1 36.95 37.12 0.17 22,200 22 0 1 3 18 Woodburn Marion LAWSON AVE. 95 73.78 OR-214 1 37.04 37.23 0.19 19,500 24 0 1 9 14 Woodburn Marion OREGON WY. 95 74.14 OR-214 1 38.02 38.22 0.20 15,300 16 0 2 1 13 Woodburn Marion N MERIDIAN DR. 95 69.27 OR-214 1 38.73 38.85 0.12 14,000 11 0 1 2 8 Woodburn Marion ROAD (WOODBURN POLICE STATION) 90 49.65 OR-214 1 38.97 39.16 0.19 14,000 12 0 1 7 4 Woodburn Marion 90 52.22 OR-214 1 39.09 39.28 0.19 14,000 28 0 3 6 19 Woodburn Marion LEG (TO HWY. 081(1E)) 95 75.78 OR-214 1 49.29 49.46 0.17 8,400 9 0 1 5 3 Marion NE HOBART RD. 90 51.40 150 Salem-Dayton OR-221 1 11.44 11.59 0.15 3,400 6 1 1 4 0 Polk 95 61.24 OR-221 1 12.62 12.72 0.10 6,500 3 1 1 1 0 Polk 90 46.13 OR-221 1 20.04 20.26 0.22 30,800 23 0 0 5 18 Salem Polk HWY. 150 M.P. (2)20.13 90 54.10 OR-221 1 20.26 20.47 0.21 41,200 32 0 1 10 21 Salem Polk GLEN CREEK RD. 95 72.90 OR-221 1 20.48 20.66 0.18 41,300 20 0 1 3 16 Salem Polk 7TH ST. 95 65.81 OR-221 1 20.60 20.69 0.09 41,300 14 0 0 3 11 Salem Polk BASSETT ST. 85 40.07 OR-221 1 20.63 20.72 0.09 41,300 14 0 0 2 12 Salem Polk BASSETT ST. 85 40.07 OR-221 1 20.66 20.75 0.09 41,300 14 0 0 1 13 Salem Polk BASSETT ST. 85 40.07 151 Yamhill-Newberg OR-240 1 9.01 9.12 0.11 8,000 6 1 0 2 3 Yamhill RED HILLS RD. 85 40.97 157 Willamina-Sheridan OR-18B 1 2.63 2.80 0.17 4,877 3 0 2 1 0 Willamina Yamhill OAKEN HILLS DR. 90 47.43 160 Cascade Hwy South OR-213 1 24.68 24.88 0.20 5,000 10 0 1 4 5 Marion MT. ANGEL-SCOTTS MILL RD. NE 90 56.37 Page 13 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 161 Woodburn-Estacada OR-211 1 0.04 0.13 0.09 8,900 7 0 1 1 5 Woodburn Marion MOLALLA AVE. 85 43.53 OR-211 1 1.01 1.10 0.09 8,900 2 0 2 0 0 Marion 85 41.05 OR-211 1 3.69 3.86 0.17 7,800 11 0 0 3 8 Clackamas S MERIDIAN RD. 85 40.67 OR-211 1 7.50 7.68 0.18 6,000 17 2 1 4 10 Clackamas LEG (TO S KROPF RD.) 95 79.81 162 North Santiam OR-22 1 1.20 1.37 0.17 52,000 20 1 1 4 14 Salem Marion 001PD CONN. M.P. 2C254.57 95 67.97 OR-22 1 1.45 1.68 0.23 46,500 24 0 4 4 16 Salem Marion 95 70.32 OR-22 1 35.44 35.61 0.17 4,600 3 2 0 1 0 Marion 90 47.53 OR-22 1 47.90 48.04 0.14 4,700 2 0 2 0 0 Marion 85 42.76 OR-22 1 69.91 70.09 0.18 4,200 3 0 3 0 0 Linn TWIN MEADOWS RD. 95 62.94 163 Silver Creek Falls OR-214 1 15.50 15.69 0.19 1,700 9 0 1 3 5 Marion LEG (TO CASCADE HWY. SE) 95 63.29 164 Jefferson OR-164 1 8.04 8.21 0.17 7,500 4 0 3 0 1 Linn MASON RD. 95 63.01 181 Siletz OR-229 1 16.53 16.71 0.18 450 2 0 2 0 0 Lincoln 95 58.30 OR-229 1 20.87 21.02 0.15 610 2 0 1 0 1 Lincoln 85 40.46 189 Dallas-Rickreall OR-223 1 1.75 1.84 0.09 13,800 7 0 1 4 2 Polk PLEASANT DR. 85 41.60 OR-223 1 1.77 1.86 0.09 13,800 7 0 1 4 2 Polk 85 41.60 193 Independence OR-51 1 4.02 4.18 0.16 8,200 3 1 1 0 1 Polk ROGERS RD. 85 45.37 Page 14 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2019 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 210 Corvallis-Lebanon OR-34 1 0.27 0.44 0.17 35,500 13 0 1 2 10 Linn HWY. 210 M.P. 0.34 90 52.19 OR-34 1 1.09 1.27 0.18 35,500 45 0 0 2 43 Linn PEORIA RD. 95 76.83 OR-34 1 5.27 5.45 0.18 32,988 7 0 2 2 3 Linn OAKVILLE RD. 90 54.56 OR-34 1 9.74 9.92 0.18 19,600 16 0 2 3 11 Linn OLSON RD. 95 60.68 OR-34 1 12.68 12.86 0.18 18,900 5 0 2 2 1 Linn GOLTRA RD. 90 49.87 OR-34 1 15.59 15.76 0.17 17,933 13 0 3 4 6 Linn DENNY SCHOOL RD. 95 75.02 211 Albany-Lyons OR-226 1 11.91 12.09 0.18 1,600 4 0 1 2 1 Linn RICHARDSONS GAP RD. 85 43.98 212 Halsey-Sweet Home OR-228 1 19.91 20.02 0.11 4,100 5 0 1 2 2 Linn 85 41.26 227 Eugene-Springfield I-105 1 0.14 0.32 0.18 57,500 20 0 1 1 18 Eugene Lane 95 58.51 I-105 1 1.11 1.19 0.08 59,800 4 0 2 1 1 Eugene Lane 85 45.40 I-105 1 2.91 3.09 0.18 64,900 24 0 2 5 17 Eugene Lane 95 68.52 OR-126 1 8.96 9.13 0.17 33,900 22 0 0 5 17 Springfield Lane 52ND ST. 95 58.63 228 Springfield OR-528 1 0.56 0.74 0.18 18,711 18 0 1 8 9 Springfield Lane LEG (TO CENTENNIAL BLVD.) 95 68.03 229 Mapleton-Junction City OR-36 1 37.92 38.11 0.19 980 5 0 1 4 0 Lane ROAD (ALDERWOOD WAYSIDE STATE PARK) 90 53.10 Page 15 of 15 2/16/2021 SPIS Report 2019(2016-2018 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 001 Pacific I-5 1 194.91 195.04 0.13 76,700 8 0 1 1 6 Eugene Lane 85 40.37 I-5 1 233.88 234.07 0.19 55,200 17 0 0 4 13 Albany Linn 90 45.71 I-5 1 234.91 235.02 0.11 70,500 9 1 0 1 7 Linn 85 42.80 I-5 1 236.92 237.08 0.16 68,800 16 0 0 2 14 Linn 85 43.10 I-5 1 238.91 239.08 0.17 68,300 17 0 0 2 15 Linn 90 45.19 I-5 1 239.95 240.12 0.17 68,400 9 0 1 2 6 Linn 85 42.84 I-5 1 243.92 244.05 0.13 68,200 10 0 1 2 7 Marion 85 42.85 I-5 1 255.83 255.98 0.15 103,200 6 1 1 1 3 Salem Marion 90 47.78 I-5 1 256.57 256.69 0.12 102,800 6 0 2 1 3 Salem Marion 90 50.32 I-5 1 256.66 256.75 0.09 102,800 7 0 2 1 4 Salem Marion 90 52.75 I-5 1 267.00 267.14 0.14 97,800 5 0 2 0 3 Marion 90 47.81 I-5 1 271.89 271.99 0.10 97,600 11 0 1 3 7 Woodburn Marion 85 44.70 I-5 1 271.95 272.05 0.10 97,600 8 0 1 5 2 Woodburn Marion 001QA CONN. M.P. 2C272.03 85 40.15 I-5 1 274.03 274.15 0.12 97,600 8 0 1 0 7 Marion ROAD (ODOT SCALE SITE) 85 40.15 I-5 1 281.88 281.97 0.09 100,100 10 0 1 1 8 Clackamas 85 44.66 I-5 1 281.97 282.05 0.08 100,100 15 0 0 4 11 Clackamas 85 40.36 I-5 1 282.00 282.08 0.08 100,100 15 0 0 4 11 Clackamas 85 40.36 009 Oregon Coast US-101 1 3.89 4.03 0.14 22,077 7 0 1 2 4 Astoria Clatsop PORTWAY ST. 85 40.09 US-101 1 4.27 4.39 0.12 21,433 13 0 0 1 12 Astoria Clatsop PEDESTRIAN WALKWAY & BIKE TRAIL 85 40.19 US-101 1 6.75 6.90 0.15 14,900 14 0 0 1 13 Warrenton Clatsop NEPTUNE AVE. 85 41.86 US-101 1 6.98 7.16 0.18 15,600 14 0 1 2 11 Warrenton Clatsop 90 51.86 US-101 1 7.96 8.14 0.18 14,600 10 0 2 3 5 Warrenton Clatsop SE ENSIGN LN. 95 64.46 Page 1 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-101 1 12.61 12.73 0.12 16,500 8 0 1 0 7 Clatsop 85 43.69 US-101 1 13.35 13.54 0.19 16,500 12 1 3 2 6 Clatsop LEG (TO SUNSET BEACH LN.) 95 68.90 US-101 1 13.88 14.06 0.18 16,500 3 1 1 0 1 Clatsop 85 43.75 US-101 1 21.02 21.23 0.21 16,233 17 1 1 5 10 Seaside Clatsop BROADWAY 95 66.63 US-101 1 49.51 45.48 Z 4.03 4,455 5 2 1 1 1 Tillamook 95 67.49 US-101 1 63.91 64.08 0.17 12,200 6 0 2 2 2 Tillamook LATIMER RD. 90 54.24 US-101 2 65.74 65.91 0.17 6,300 8 0 2 1 5 Tillamook Tillamook FOURTH ST. 90 50.19 US-101 1 65.75 65.88 0.13 6,500 6 0 2 0 4 Tillamook Tillamook FOURTH ST. 95 57.31 US-101 1 89.35 89.46 0.11 4,300 2 1 1 0 0 Tillamook 85 43.07 US-101 1 90.28 90.38 0.10 3,911 5 1 0 2 2 Tillamook LEG (TO BROOTEN RD.) 85 41.83 US-101 1 105.60 110.85 5.25 14,600 3 1 1 1 0 Lincoln 85 43.98 US-101 1 110.88 111.04 0.16 16,000 10 0 2 3 5 Lincoln N CLANCY RD. 95 61.50 US-101 1 111.68 111.77 0.09 16,000 4 2 0 2 0 Lincoln NE NEOTSU DR. (ALDERVIEW RD.) 90 47.16 US-101 1 112.76 112.86 0.10 15,800 7 0 1 1 5 Lincoln City Lincoln NW LOGAN RD. (ROADS END STATE PARK) 85 41.12 US-101 1 113.70 113.89 0.19 21,000 10 0 2 4 4 Lincoln City Lincoln NW 22ND ST. 95 57.92 US-101 1 117.76 117.85 0.09 16,400 3 0 2 0 1 Lincoln City Lincoln SW FLEET AVE. 85 43.79 US-101 1 131.51 131.67 0.16 9,000 3 1 1 1 0 Lincoln 90 45.10 US-101 1 139.23 139.34 0.11 19,833 7 0 1 2 4 Newport Lincoln NW 20TH ST. 85 40.60 US-101 1 139.40 139.50 0.10 24,500 7 0 1 2 4 Newport Lincoln NE 17TH ST. 85 39.82 US-101 1 139.44 139.63 0.19 24,500 13 0 2 5 6 Newport Lincoln NW 16TH ST. 95 64.85 US-101 1 139.70 139.88 0.18 24,500 14 0 2 3 9 Newport Lincoln NW 12TH ST. 95 67.90 US-101 1 140.27 140.36 0.09 23,700 13 0 0 5 8 Newport Lincoln NE 2ND ST. 85 39.70 US-101 1 184.63 184.80 0.17 4,400 3 0 2 1 0 Lane ROAD (BOAT LAUNCH) 90 47.73 Page 2 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-101 1 189.48 189.59 0.11 15,600 7 0 1 1 5 Florence Lane 21ST ST. 85 41.16 US-101 1 193.13 193.29 0.16 8,100 2 1 1 0 0 Lane 85 41.25 015 McKenzie OR- 126B 2 1.44 1.55 0.11 16,366 8 0 1 3 4 Springfield Lane LEG (TO MILL ST.) 85 43.74 OR- 126B 1 2.95 3.05 0.10 21,300 8 0 1 0 7 Springfield Lane S 20TH ST. 85 42.83 OR- 126B 1 3.41 3.50 0.09 26,400 13 0 0 3 10 Springfield Lane LEG (TO S 28TH ST.) 85 39.28 OR- 126B 1 3.42 3.53 0.11 26,400 14 0 0 3 11 Springfield Lane S 28TH ST. 85 41.57 OR- 126B 1 3.66 3.82 0.16 25,755 9 0 1 1 7 Springfield Lane S 32ND ST. 90 45.51 OR- 126B 1 4.18 4.29 0.11 21,100 5 0 2 2 1 Springfield Lane S 38TH ST. 90 49.61 OR- 126B 1 4.52 4.69 0.17 21,100 26 0 0 7 19 Springfield Lane 42ND ST. 90 56.14 OR-126 1 6.34 6.54 0.20 31,400 29 0 3 8 18 Springfield Lane S 58TH ST. 95 73.19 OR-126 1 7.18 7.33 0.15 31,400 5 0 2 0 3 Springfield Lane 66TH ST. 90 48.89 OR-126 1 11.23 11.42 0.19 8,911 8 1 2 1 4 Lane LEG (TO DEERHORN RD.) 95 68.34 OR-126 1 15.51 15.68 0.17 6,600 2 0 2 0 0 Lane ROSS LN. 85 41.75 OR-126 1 29.80 29.90 0.10 3,800 5 0 1 2 2 Lane 85 41.75 OR-242 1 63.57 63.75 0.18 200 2 0 1 1 0 Lane 90 48.81 OR-242 1 71.92 72.09 0.17 200 1 0 1 0 0 Lane 85 40.76 016 Santiam US-20 1 0.15 0.24 0.09 14,200 12 0 0 4 8 Albany Linn COLUMBUS ST. SE 85 39.66 US-20 1 0.18 0.38 0.20 22,500 32 0 0 3 29 Albany Linn COLUMBUS ST. SE 95 69.43 US-20 1 0.40 0.57 0.17 24,200 16 0 1 2 13 Albany Linn FULTON ST. SE 95 61.64 US-20 1 1.66 1.81 0.15 18,300 10 1 0 2 7 Albany Linn GOLDFISH FARMS RD. SE 90 48.48 US-20 1 6.46 6.64 0.18 10,500 9 0 1 3 5 Linn LEG (TO KNOX BUTTE RD.) 90 49.58 US-20 1 11.62 11.79 0.17 10,300 10 1 1 3 5 Linn GORE DR. 95 63.53 Page 3 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-20 1 13.36 13.52 0.16 9,222 8 0 1 0 7 Lebanon Linn W MAPLE ST. 90 46.48 US-20 1 13.65 13.83 0.18 17,200 10 0 1 1 8 Lebanon Linn MILTON ST. 90 46.17 US-20 1 14.10 14.19 0.09 21,488 14 0 0 3 11 Lebanon Linn AIRPORT RD. 85 42.44 US-20 1 27.09 27.20 0.11 13,800 8 0 1 0 7 Sweet Home Linn 9TH AVE. 85 44.42 US-20 1 27.16 27.26 0.10 13,100 9 0 1 0 8 Sweet Home Linn 9TH AVE. 90 47.33 US-20 1 27.33 27.42 0.09 13,000 8 0 1 1 6 Sweet Home Linn 12TH AVE. 85 44.64 US-20 1 27.84 28.03 0.19 13,200 8 0 1 1 6 Sweet Home Linn 22ND AVE. 85 44.57 US-20 1 33.91 34.06 0.15 1,500 4 1 0 1 2 Linn 85 44.52 US-20 1 34.53 34.71 0.18 1,500 6 3 0 3 0 Linn 95 78.18 US-20 1 67.91 68.09 0.18 750 3 0 1 1 1 Linn TOAD CREEK RD. 90 45.39 US-20 1 74.80 74.99 0.19 6,100 4 1 1 1 1 Linn ROAD (SANTIAM AIRSTRIP) 90 53.45 US-20 1 75.41 75.56 0.15 6,100 3 1 1 0 1 Linn 90 46.37 018 Willamette OR-58 1 0.23 0.35 0.12 16,300 2 1 1 0 0 Lane 001KY CONN. M.P. 1C188.30 85 40.08 OR-58 1 1.73 1.87 0.14 16,300 2 1 1 0 0 Lane 85 40.08 OR-58 1 10.75 10.84 0.09 9,800 2 0 2 0 0 Lane MATHEWS DR. 85 40.86 OR-58 1 10.83 10.92 0.09 9,800 2 0 2 0 0 Lane 85 40.86 OR-58 1 14.42 14.60 0.18 6,700 3 0 2 0 1 Lane 90 46.03 OR-58 1 34.60 34.70 0.10 8,200 3 1 1 1 0 Oakridge Lane UNION ST. 90 45.37 OR-58 1 59.69 59.83 0.14 3,300 2 0 2 0 0 Lane 85 44.10 027 Alsea OR-34 1 10.02 10.19 0.17 880 4 0 1 2 1 Lincoln E SJOSTROM DR. 90 49.39 OR-34 1 10.67 10.82 0.15 880 4 0 1 2 1 Lincoln BRILEMAR ST. 90 49.39 Page 4 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 029 Tualatin Valley OR-47 1 28.68 28.86 0.18 7,488 12 0 1 3 8 Yamhill FLETT RD. (WAPATO- NEWBERG RD.) 95 59.09 OR-47 1 36.05 36.16 0.11 5,866 3 0 2 0 1 Yamhill MERCHANT RD. 90 46.56 030 Willamina-Salem OR-22 1 0.00 0.11 0.11 8,600 10 0 2 4 4 Polk 95 67.32 OR-22 1 11.70 11.88 0.18 10,600 11 1 1 4 5 Polk LEG (TO PERRYDALE RD.) 95 69.14 OR-22 1 12.63 12.81 0.18 10,600 10 0 1 4 5 Polk LEG (FROM 030AB FRONTAGE RD.) 90 51.21 OR-22 1 20.29 20.47 0.18 36,600 10 0 2 5 3 Polk 95 61.81 OR-22 1 20.49 20.78 0.29 36,600 14 0 0 3 11 Polk 85 40.43 OR-22 1 20.54 20.85 0.31 36,600 17 0 1 5 11 Polk 52ND AVE. NW 90 55.43 OR-22 1 20.79 20.93 0.14 36,600 10 0 2 4 4 Polk 52ND AVE. NW 95 61.30 OR-22 1 21.94 22.13 0.19 36,600 11 0 1 3 7 Polk ROAD 90 48.82 OR-22 1 23.98 24.16 0.18 36,000 16 0 2 4 10 Salem Polk ROSEWOOD DR. NW 95 67.82 OR-22 1 25.93 26.06 0.13 48,000 15 0 0 2 13 Salem Marion 85 39.66 OR-22 1 26.01 26.13 0.12 48,000 40 0 1 7 32 Salem Marion 95 73.99 OR-22 2 26.09 26.18 0.09 47,800 26 0 2 5 19 Salem Marion 95 71.27 031 Albany-Corvallis US-20 1 2.88 3.02 0.14 13,800 4 1 1 0 2 Benton NE CONIFER BLVD. 90 47.63 US-20 1 5.54 5.72 0.18 16,100 27 1 4 13 9 Benton NE GRANGER AVE. 95 78.31 US-20 1 6.32 6.50 0.18 16,900 16 0 3 5 8 Benton NW INDEPENDENCE HWY. 95 71.69 US-20 2 10.55 10.63 0.08 14,400 12 0 0 1 11 Albany Linn 1ST AVE. 85 39.58 033 Corvallis-Newport US-20 1 0.51 0.61 0.10 12,655 12 0 0 1 11 Newport Lincoln SE MOORE DR. 85 40.40 US-20 1 54.57 54.74 0.17 19,600 20 0 0 5 15 Corvallis Benton SW 35TH ST. 90 50.27 Page 5 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 037 Wilson River OR-6 1 1.98 2.16 0.18 7,400 8 0 1 5 2 Tillamook WILSON RIVER LP. 90 48.44 OR-6 1 33.30 33.48 0.18 4,800 4 0 2 1 1 Washington 90 51.49 OR-6 1 41.44 41.54 0.10 5,300 5 1 0 2 2 Washington 85 39.74 OR-6 1 49.94 50.11 0.17 9,300 9 0 1 3 5 Washington NW WASHINGTON AVE 90 49.16 039 Salmon River OR-18 1 3.74 3.89 0.15 9,500 3 0 2 0 1 Lincoln 90 44.95 OR-18 1 4.74 4.92 0.18 9,700 10 0 2 4 4 Lincoln BEAR CREEK RD. 95 66.66 OR-18 1 15.22 15.39 0.17 8,200 2 0 2 0 0 Polk 85 41.23 OR-18 1 21.17 21.27 0.10 11,800 6 0 1 2 3 Polk GRAND RONDE RD. 85 39.28 OR-18 1 31.58 31.76 0.18 8,000 7 0 2 3 2 Yamhill RED PRAIRIE RD. 95 59.09 OR-18 1 48.50 48.68 0.18 20,400 20 0 5 9 6 McMinnville Yamhill LOOP RD. 95 74.17 OR-18 1 49.84 50.00 0.16 16,344 25 0 3 8 14 Yamhill 95 76.94 OR-18 1 50.91 51.06 0.15 15,600 7 1 1 2 3 Yamhill 90 56.16 OR-18 1 51.64 51.82 0.18 17,400 5 1 3 0 1 Yamhill KREDER RD. 95 61.73 043 Monmouth-Independence OR-51 1 0.20 0.31 0.11 9,955 7 0 1 3 3 Monmouth Polk N HEFFLEY ST. 85 43.06 OR-51 1 0.93 1.11 0.18 12,100 13 0 1 1 11 Independence Polk SIXTEENTH ST. 90 52.98 OR-51 1 1.21 1.38 0.17 12,100 5 0 2 0 3 Independence Polk GUN CLUB RD. 90 51.79 047 Sunset US-26 1 22.19 22.33 0.14 7,200 9 1 0 3 5 Clatsop CHRISTMAS TREE RD. 90 47.70 US-26 1 51.14 51.32 0.18 11,900 3 0 2 1 0 Washington 85 44.40 051 Wilsonville-Hubbard OR-551 1 2.91 3.09 0.18 12,600 2 0 2 0 0 Marion KEIL RD. 85 40.49 Page 6 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-551 1 3.46 3.57 0.11 10,177 11 0 0 1 10 Marion NE EHLEN RD. 85 39.32 058 Albany-Junction City OR-99E 1 0.35 0.52 0.17 26,377 17 0 1 5 11 Albany Linn LEG (TO ALBANY AVE. SE) 95 58.98 OR-99E 1 0.85 0.96 0.11 23,111 13 0 0 3 10 Albany Linn WAVERLY DR. SE 85 39.89 OR-99E 2 1.33 1.44 0.11 12,100 12 0 0 3 9 Albany Linn HWY. 058 M.P. (2)1.36 85 40.54 OR-99E 1 1.33 1.43 0.10 9,088 12 0 0 2 10 Albany Linn CHICAGO ST. 85 43.24 OR-99E 1 1.36 1.52 0.16 18,600 18 0 0 3 15 Albany Linn HWY. 016 M.P. (2)-0.04 90 50.03 US-20 1 1.62 1.80 0.18 18,300 17 1 0 4 12 Albany Linn OAK ST. SE 90 55.83 US-20 1 1.77 2.02 0.25 18,900 25 1 2 6 16 Albany Linn MAIN ST. 95 73.24 OR-99E 1 3.04 3.16 0.12 21,400 9 0 1 1 7 Albany Linn 18TH AVE. 90 45.38 OR-99E 1 3.10 3.20 0.10 21,400 7 0 1 0 6 Albany Linn 19TH AVE. 85 40.17 OR-99E 1 4.00 4.11 0.11 14,800 7 0 1 0 6 Albany Linn 34TH AVE. 85 41.35 062 Florence-Eugene OR-126 1 11.17 11.29 0.12 5,600 2 1 1 0 0 Lane 85 42.20 OR-126 1 17.69 17.87 0.18 4,400 3 0 2 0 1 Lane 90 47.73 OR-126 1 19.33 19.45 0.12 5,900 4 1 1 1 1 Lane ROAD 90 50.48 OR-126 1 46.83 46.97 0.14 9,066 11 0 0 3 8 Veneta Lane HWY. 200 M.P. 19.49 85 41.03 OR-126 1 47.75 47.89 0.14 12,511 4 0 2 1 1 Veneta Lane HUSTON RD. 90 48.30 OR-126 1 51.51 51.64 0.13 14,300 4 2 0 0 2 Lane ROAD (FERN RIDGE WILDLIFE AREA) 90 47.42 069 Beltline OR-126 1 1.19 1.37 0.18 18,300 12 0 1 4 7 Lane LEG (FROM GREENHILL RD.) 90 48.76 OR-569 1 7.01 7.18 0.17 58,766 21 0 0 5 16 Lane 90 51.80 OR-569 1 8.40 8.53 0.13 70,411 15 0 1 3 11 Eugene Lane 90 56.04 OR-569 1 9.40 9.55 0.15 87,900 10 0 1 6 3 Eugene Lane 85 44.81 Page 7 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-569 1 9.49 9.60 0.11 87,900 9 0 1 5 3 Eugene Lane 85 40.24 OR-569 1 9.79 9.89 0.10 87,900 8 0 1 1 6 Eugene Lane 85 40.24 OR-569 1 12.91 13.00 0.09 38,700 23 0 1 7 15 Springfield Lane LEG (TO GATEWAY ST.) 95 71.05 072 Salem OR- 99EB 1 1.43 1.62 0.19 27,300 19 0 1 3 15 Salem Marion LEG (TO VERDA LN. NE) 95 67.63 OR- 99EB 1 2.52 2.70 0.18 29,566 13 1 0 0 12 Salem Marion LEG (TO CHERRY AVE. NE) 90 51.84 OR- 99EB 1 3.07 3.25 0.18 22,377 18 0 1 5 12 Salem Marion LEG (TO ST. NE) 95 64.69 OR- 99EB 1 3.54 3.66 0.12 15,522 13 0 0 2 11 Salem Marion HICKORY ST. NE 85 41.65 OR- 99EB 1 4.27 4.40 0.13 16,477 17 0 0 3 14 Salem Marion GAINES ST. NE 90 50.76 OR- 99EB 1 4.34 4.44 0.10 16,655 15 0 0 3 12 Salem Marion MARKET ST. NE 85 43.69 OR- 99EB 1 4.72 4.90 0.18 19,488 20 1 0 6 13 Salem Marion FRONT ST. NE 95 65.36 OR- 99EB 1 5.18 5.34 0.16 33,600 16 1 0 5 10 Salem Marion 030AR CONN. M.P. 1C26.20 95 58.08 OR-22 2 5.33 5.48 0.15 16,800 26 0 0 12 14 Salem Marion LEG (TO HWY 072 INCREASING RDWY) 95 63.99 OR-22 1 5.35 5.60 0.25 13,544 35 1 1 11 22 Salem Marion COMMERCIAL ST. 95 79.44 OR-22 2 5.47 5.56 0.09 16,800 13 0 0 6 7 Salem Marion LIBERTY ST. 85 41.25 OR-22 1 6.12 6.21 0.09 23,299 13 0 0 1 12 Salem Marion 85 40.09 OR-22 1 6.68 6.87 0.19 35,200 28 0 1 4 23 Salem Marion 17TH ST. SE 95 72.05 OR-22 1 6.99 7.21 0.22 32,700 24 0 2 5 17 Salem Marion 20TH ST. SE 95 69.59 OR-22 1 7.28 7.45 0.17 31,900 17 0 1 5 11 Salem Marion 23RD ST. SE 90 51.34 OR-22 1 7.44 7.62 0.18 44,800 23 1 1 4 17 Salem Marion 25TH ST. SE 95 66.82 OR-22 1 7.83 8.02 0.19 45,600 22 0 0 5 17 Salem Marion LEG (FROM AIRPORT RD.) 90 50.53 OR-22 1 8.14 8.38 0.24 52,000 44 0 1 7 36 Salem Marion HAWTHORNE AVE. 95 72.19 081 Pacific Highway East OR-99E 1 25.86 26.04 0.18 7,200 2 0 2 0 0 Marion 85 41.53 Page 8 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99E 1 29.18 29.34 0.16 16,100 10 0 1 1 8 Hubbard Marion D ST. 90 46.49 OR-99E 1 29.33 29.41 0.08 15,100 7 0 1 0 6 Hubbard Marion G ST. 85 41.27 OR-99E 1 31.50 31.68 0.18 17,500 14 0 2 2 10 Woodburn Marion 95 69.37 OR-99E 1 31.61 31.80 0.19 20,100 23 0 3 3 17 Woodburn Marion LEG (FROM HWY. 140) 95 73.56 OR-99E 1 31.77 31.89 0.12 20,100 4 1 1 0 2 Woodburn Marion MT. JEFFERSON AVE. 90 46.70 OR-99E 1 32.15 32.24 0.09 20,433 13 0 0 4 9 Woodburn Marion HARDCASTLE AVE. 85 40.32 OR-99E 1 32.78 32.92 0.14 19,700 17 0 0 4 13 Woodburn Marion TOMLIN AVE. 90 49.87 OR-99E 1 32.91 33.06 0.15 15,000 16 0 0 3 13 Woodburn Marion SILVERTON AVE. 90 48.96 OR-99E 1 34.53 34.69 0.16 13,000 7 1 0 2 4 Marion NE HOWELL PRAIRIE RD. 85 41.84 OR-99E 1 36.13 36.25 0.12 11,800 13 0 0 4 9 Marion DOUGLAS AVE. 85 43.19 OR-99E 1 36.19 36.31 0.12 11,800 14 0 0 4 10 Marion DOUGLAS AVE. 90 45.66 OR-99E 1 39.81 40.00 0.19 12,500 2 1 1 0 0 Marion NE TOPAZ ST. 85 40.45 OR-99E 1 44.37 44.54 0.17 16,900 10 1 0 3 6 Marion LEG (TO CHEMAWA RD.) 90 48.09 OR-99E 1 45.16 45.34 0.18 16,900 15 0 1 6 8 Salem Marion NE LANCASTER DR. 95 62.24 OR-99E 1 45.73 45.89 0.16 17,800 19 1 1 3 14 Salem Marion ASTORIA ST. 95 63.59 OR-99E 1 45.84 45.92 0.08 21,300 13 0 0 0 13 Salem Marion ASTORIA ST. 85 40.14 OR-99E 1 45.87 45.98 0.11 28,300 11 1 0 0 10 Salem Marion ASTORIA ST. 90 49.80 1 46.39 46.49 0.10 28,300 19 0 0 4 15 Salem Marion HYACINTH ST. 90 52.34 091 Pacific Highway West OR-99W 1 17.41 17.55 0.14 36,600 14 0 0 8 6 Washington CHAPMAN RD. 85 40.43 OR-99W 1 19.75 19.95 0.20 38,000 2 0 2 0 0 Washington HAUGEN RD. 85 39.37 OR-99W 1 21.71 21.88 0.17 37,200 16 0 1 2 13 Newberg Yamhill BRUTSCHER ST. 95 59.77 OR-99W 1 21.96 22.14 0.18 37,200 22 0 1 4 17 Newberg Yamhill LEG (TO N SPRINGBROOK RD.) 95 70.58 Page 9 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99W 1 22.63 22.74 0.11 32,188 7 0 1 2 4 Newberg Yamhill HULET LN. 85 39.22 OR-99W 2 23.39 23.50 0.11 15,333 7 0 1 1 5 Newberg Yamhill N SCHOOL ST. 85 41.29 OR-99W 1 29.72 29.90 0.18 24,111 15 0 1 5 9 Yamhill HWY. 091 M.P. 29.73 95 59.22 OR-99W 1 30.70 30.88 0.18 11,200 4 0 2 0 2 Yamhill STOLLER RD. 90 48.08 OR-99W 1 34.59 34.71 0.12 8,300 5 1 1 0 3 Yamhill 90 49.07 OR-99W 1 35.23 35.42 0.19 19,700 10 1 3 2 4 McMinnville Yamhill NE DORAN DR. 95 62.65 OR-99W 1 35.39 35.57 0.18 18,188 15 0 0 3 12 McMinnville Yamhill LAFAYETTE AVE. 85 43.79 OR-99W 1 35.68 35.78 0.10 21,800 7 0 1 2 4 McMinnville Yamhill NE 27TH ST. 85 40.12 OR-99W 1 36.27 36.44 0.17 21,800 15 0 1 1 13 McMinnville Yamhill NE MCDONALD LN. 90 50.27 OR-99W 1 36.61 36.82 0.21 21,344 23 0 0 5 18 McMinnville Yamhill LEG (TO BAKER CREEK RD.) 95 56.87 OR-99W 1 38.36 38.55 0.19 19,400 10 0 1 1 8 McMinnville Yamhill LINFIELD AVE. 90 48.26 OR-99W 1 39.05 Z 39.16 0.11 13,300 14 0 0 3 11 McMinnville Yamhill BOOTH BEND RD. 85 42.49 OR-99W 1 42.07 42.19 0.12 8,500 3 0 2 0 1 Yamhill WILLAMETTE ST. 90 45.26 OR-99W 1 48.48 48.61 0.13 5,400 3 0 2 1 0 Polk 90 46.84 OR-99W 1 49.63 49.81 0.18 5,400 17 0 0 5 12 Polk BETHEL RD. 95 59.02 OR-99W 1 59.94 60.12 0.18 15,100 20 1 1 8 10 Polk CLOW CORNER RD. 95 76.06 OR-99W 1 62.22 62.40 0.18 15,100 13 0 1 4 8 Polk HOFFMAN RD. 95 57.36 OR-99W 1 63.33 63.44 0.11 13,533 12 0 0 3 9 Monmouth Polk E JACKSON ST. 85 39.99 OR-99W 1 63.41 63.50 0.09 13,333 14 0 0 2 12 Monmouth Polk E CLAY ST. 85 40.01 OR-99W 1 63.47 63.60 0.13 13,300 11 0 1 2 8 Monmouth Polk E CLAY ST. 90 52.82 OR-99W 1 63.56 63.66 0.10 10,011 6 0 1 1 4 Monmouth Polk E MADRONA AVE. 85 40.13 OR-99W 1 64.71 64.89 0.18 9,600 7 0 1 2 4 Polk STAPLETON RD. 85 43.17 OR-99W 1 66.47 66.65 0.18 9,700 3 2 0 0 1 Polk PARKER RD. 90 44.92 Page 10 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-99W 1 79.67 79.86 0.19 15,100 5 0 2 2 1 Benton NE ELLIOTT CIR. 90 50.88 OR-99W 2 83.26 83.44 0.18 14,066 26 0 0 6 20 Corvallis Benton NW TYLER AVE. 95 65.33 OR-99W 1 83.26 83.43 0.17 11,999 16 0 1 3 12 Corvallis Benton NW TYLER AVE. 90 55.68 US-20 1 83.85 84.00 0.15 14,300 12 0 1 3 8 Corvallis Benton SW WASHINGTON AVE. 90 46.96 OR-99W 1 84.24 84.42 0.18 25,600 10 2 1 1 6 Corvallis Benton SE CHAPMAN PL. LAKE DR.) 95 64.82 OR-99W 1 84.35 84.44 0.09 25,600 7 1 0 2 4 Corvallis Benton SW TWIN OAKS CIR. 85 39.71 OR-99W 1 87.46 87.61 0.15 7,666 5 0 2 0 3 Benton LEG (TO SW AIRPORT AVE. (CORVALLIS AIRPORT)) 90 54.24 OR-99W 1 106.40 106.58 0.18 5,600 6 0 2 0 4 Lane LINGO LN. 95 57.90 OR-99 1 109.14 109.31 0.17 16,300 15 0 1 3 11 Junction City Lane W 11TH AVE. 90 56.39 OR-99 1 109.91 110.01 0.10 16,500 2 0 2 0 0 Junction City Lane 85 40.07 OR-99 1 110.89 110.98 0.09 16,900 2 1 1 0 0 Junction City Lane PRAIRIE RD. 85 40.04 OR-99 1 110.91 111.07 0.16 16,900 2 2 0 0 0 Junction City Lane 85 40.04 OR-99 1 111.20 111.31 0.11 16,600 8 0 1 2 5 Junction City Lane 85 43.73 OR-99 1 111.25 111.37 0.12 16,099 7 0 2 2 3 Junction City Lane 90 56.07 OR-99 1 115.73 115.91 0.18 16,900 6 0 4 0 2 Lane LEG (TO AWBREY LN.) 95 63.20 OR-99 1 118.14 118.32 0.18 23,100 25 0 1 12 12 Lane LEG (TO THEONA DR.) 95 74.06 OR-99 1 118.27 118.43 0.16 23,100 14 0 2 6 6 Lane 95 68.79 092 Lower Columbia River US-30 1 19.67 19.86 0.19 33,400 14 0 1 5 8 Scappoose Columbia HAVLIK DR. 90 55.73 US-30 1 20.27 20.47 0.20 33,400 24 0 1 5 18 Scappoose Columbia WALNUT ST. 95 71.29 US-30 1 20.61 20.76 0.15 35,000 7 0 1 1 5 Scappoose Columbia SE SANTOSH ST. 85 39.05 US-30 1 20.82 20.93 0.11 34,000 9 0 1 1 7 Scappoose Columbia SW HALL ST. 85 44.08 US-30 1 20.87 21.00 0.13 34,000 8 0 1 1 6 Scappoose Columbia COLUMBIA AVE. 85 41.62 Page 11 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS US-30 1 25.39 25.57 0.18 28,000 9 0 2 2 5 Columbia LEG (FROM CHURCH RD.) 95 59.57 US-30 1 25.71 25.88 0.17 28,000 8 0 2 4 2 Columbia BENNETT RD. 95 57.34 US-30 1 26.66 26.79 0.13 25,200 2 1 1 0 0 Columbia 85 39.64 US-30 1 27.60 27.77 0.17 24,900 26 0 0 5 21 St. Helens Columbia GABLE RD. 95 67.85 US-30 1 28.15 28.26 0.11 24,677 4 1 1 1 1 St. Helens Columbia MCBRIDE ST. 90 46.36 US-30 1 28.47 28.59 0.12 22,900 10 0 1 5 4 St. Helens Columbia COLUMBIA BLVD. 90 47.65 US-30 1 37.50 37.65 0.15 9,000 3 1 1 0 1 Columbia 90 45.10 US-30 1 40.38 40.54 0.16 9,000 7 0 1 1 5 Columbia GOBLE BOAT RAMP RD. (MOORAGE RD.) 85 43.53 US-30 1 40.71 40.90 0.19 8,900 5 0 4 0 1 Columbia NEER CITY RD. 95 63.95 US-30 1 48.29 48.47 0.18 14,600 12 1 1 6 4 Rainier Columbia ROCKCREST ST. 95 70.49 US-30 1 75.64 75.82 0.18 5,100 4 1 1 0 2 Clatsop CLIFTON RD. 90 51.18 US-30 1 91.91 92.00 0.09 8,700 3 2 0 0 1 Clatsop 90 45.20 US-30 1 95.45 95.56 0.11 11,800 3 1 1 1 0 Astoria Clatsop 53RD ST. 85 44.42 US-30 1 96.00 96.13 0.13 11,800 9 0 1 3 5 Astoria Clatsop 46TH ST. 90 47.83 US-30 1 96.43 96.60 0.17 12,800 2 0 2 0 0 Astoria Clatsop 39TH ST. 85 40.41 US-30 2 98.18 98.34 0.16 9,200 5 0 2 0 3 Astoria Clatsop 11TH ST. 90 48.71 US-30 2 98.34 98.44 0.10 9,644 6 0 1 2 3 Astoria Clatsop COMMERCIAL ST. (2ND LT.) 85 40.10 US-30 1 98.41 98.58 0.17 19,300 12 1 0 0 11 Astoria Clatsop 7TH ST. (2ND RT.) 90 48.27 US-30 1 99.15 99.24 0.09 21,100 11 0 1 2 8 Astoria Clatsop 90 50.40 102 Nehalem OR-202 1 6.07 6.24 0.17 1,800 4 0 1 1 2 Clatsop 85 43.01 OR-202 1 10.27 10.45 0.18 950 4 0 1 2 1 Clatsop 90 48.66 OR-202 1 14.78 14.96 0.18 680 4 0 3 1 0 Clatsop 95 80.28 Page 12 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-202 1 16.94 17.05 0.11 680 2 0 1 1 0 Clatsop 85 39.49 OR-47 1 57.02 57.20 0.18 1,600 5 0 2 2 1 Columbia SCAPPOOSE- VERNONIA RD. 95 63.93 OR-47 1 64.28 64.41 0.13 4,166 3 2 0 1 0 Columbia LEG (TO TIMBER RD.) 90 48.48 OR-47 1 71.81 71.95 0.14 4,400 6 0 1 3 2 Washington NW HOFFMAN RD. 85 44.42 104 Fort Stevens OR-104 1 1.50 1.65 0.15 4,100 3 1 1 0 1 Warrenton Clatsop ROAD (EBEN CARRUTHERS CO. PARK) 90 48.06 140 Hillsboro-Silverton OR-219 1 20.08 20.18 0.10 6,744 12 0 0 2 10 Newberg Yamhill E SHERIDAN ST. 90 44.90 OR-219 1 20.71 20.88 0.17 8,600 8 0 1 2 5 Newberg Yamhill EVEREST RD. 90 46.82 OR-219 1 32.89 33.07 0.18 3,111 6 0 1 1 4 Marion NE FRENCH PRAIRIE RD. 90 50.13 OR-214 1 36.95 37.12 0.17 26,300 25 0 1 3 21 Woodburn Marion LAWSON AVE. 95 74.20 OR-214 1 37.04 37.23 0.19 19,600 26 0 2 8 16 Woodburn Marion OREGON WY. 95 75.06 OR-214 1 37.64 37.82 0.18 19,600 14 0 1 1 12 Woodburn Marion LEISURE ST. 90 50.69 OR-214 1 38.09 38.18 0.09 15,100 12 0 0 2 10 Woodburn Marion N MERIDIAN DR. 85 39.34 OR-214 1 38.31 38.49 0.18 15,100 8 0 1 0 7 Woodburn Marion ROAD (HIGH SCHOOL) 85 44.03 OR-214 1 38.73 38.85 0.12 14,100 8 0 1 2 5 Woodburn Marion ROAD (WOODBURN POLICE STATION) 85 41.52 OR-214 1 38.78 38.90 0.12 14,100 7 0 1 1 5 Woodburn Marion PARK AVE. 85 41.52 OR-214 1 38.97 39.13 0.16 14,100 8 0 1 4 3 Woodburn Marion 85 44.30 OR-214 1 39.09 39.26 0.17 14,100 18 0 1 5 12 Woodburn Marion 95 68.96 OR-214 1 41.70 41.85 0.15 6,000 2 1 1 0 0 Marion 85 42.00 OR-214 1 41.79 41.88 0.09 6,000 2 1 1 0 0 Marion 85 42.00 OR-214 1 49.29 49.46 0.17 8,300 13 0 2 4 7 Marion NE HOBART RD. 95 75.64 150 Salem-Dayton OR-221 1 11.44 11.59 0.15 3,400 5 1 1 3 0 Polk 95 57.50 Page 13 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-221 1 14.91 15.07 0.16 9,700 12 0 0 2 10 Polk LINCOLN RD. NW 85 42.46 OR-221 1 20.06 20.14 0.08 28,133 13 0 0 3 10 Salem Polk HWY. 150 M.P. (2)20.13 85 39.05 OR-221 1 20.26 20.35 0.09 31,600 16 0 0 6 10 Salem Polk TAYBIN RD. NW 90 45.35 OR-221 1 20.28 20.46 0.18 41,022 25 0 1 8 16 Salem Polk GLEN CREEK RD. 95 71.97 OR-221 1 20.49 20.66 0.17 42,400 12 0 1 1 10 Salem Polk MOYER LN. NW 90 48.27 151 Yamhill-Newberg OR-240 1 9.00 9.12 0.12 8,100 10 1 0 2 7 Yamhill RED HILLS RD. 90 52.69 OR-240 1 9.06 9.16 0.10 8,100 11 0 0 2 9 Yamhill RED HILLS RD. 85 40.41 160 Cascade Hwy South OR-213 1 24.68 24.88 0.20 5,300 8 0 1 3 4 Marion MT. ANGEL-SCOTTS MILL RD. NE 90 49.74 161 Woodburn-Estacada OR-211 1 0.04 0.13 0.09 8,000 7 0 1 1 5 Woodburn Marion MOLALLA AVE. 85 44.09 OR-211 1 3.69 3.86 0.17 7,000 14 0 0 4 10 Clackamas S MERIDIAN RD. 90 49.32 OR-211 1 7.50 7.68 0.18 5,800 19 1 2 5 11 Clackamas LEG (TO S KROPF RD.) 95 80.83 162 North Santiam OR-22 1 1.20 1.37 0.17 52,000 17 1 1 3 12 Salem Marion 001PD CONN. M.P. 2C254.57 95 67.09 OR-22 1 1.45 1.65 0.20 47,100 22 0 3 6 13 Salem Marion 95 69.51 OR-22 1 16.01 16.19 0.18 11,400 3 0 2 0 1 Marion 85 44.49 OR-22 1 27.33 27.49 0.16 7,400 2 0 2 0 0 Marion 85 41.46 OR-22 1 35.44 35.61 0.17 4,700 4 2 0 1 1 Marion 90 51.60 OR-22 1 64.87 64.97 0.10 4,400 2 0 2 0 0 Linn 85 42.98 163 Silver Creek Falls OR-214 1 15.50 15.69 0.19 1,700 11 0 2 3 6 Marion LEG (TO CASCADE HWY. SE) 95 84.58 OR-214 1 22.11 22.28 0.17 1,100 3 0 1 2 0 Marion 85 41.94 Page 14 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS OR-214 1 27.18 27.35 0.17 860 2 0 2 0 0 Marion 90 52.50 181 Siletz OR-229 1 20.87 21.02 0.15 610 2 0 1 0 1 Lincoln 85 40.46 189 Dallas-Rickreall OR-223 1 0.14 0.30 0.16 15,766 13 0 1 5 7 Dallas Polk SE UGLOW ST. 90 54.55 193 Independence OR-51 1 3.19 3.31 0.12 8,000 7 0 1 3 3 Polk 85 44.09 OR-51 1 3.27 3.37 0.10 8,000 3 0 2 0 1 Polk 90 45.45 OR-51 1 4.02 4.18 0.16 8,000 3 1 1 0 1 Polk ROGERS RD. 90 45.45 194 Monmouth OR-194 1 3.35 3.48 0.13 880 3 0 1 0 2 Polk 85 43.91 210 Corvallis-Lebanon OR-34 1 0.02 0.14 0.12 13,111 12 0 0 0 12 Corvallis Benton NW 1ST ST. 85 40.51 OR-34 1 0.27 0.44 0.17 35,400 12 0 1 4 7 Linn PEDESTRIAN WALKWAY & BIKE TRAIL 90 49.83 OR-34 1 1.09 1.27 0.18 33,700 35 0 0 2 33 Linn PEORIA RD. 95 72.41 OR-34 1 5.27 5.36 0.09 32,633 7 0 1 3 3 Linn OAKVILLE RD. 85 39.18 OR-34 1 9.74 9.95 0.21 25,400 26 0 1 7 18 Linn OLSON RD. 90 47.31 OR-34 1 12.68 12.86 0.18 19,000 4 0 2 2 0 Linn GOLTRA RD. 90 46.80 OR-34 1 15.59 15.76 0.17 18,022 11 0 4 2 5 Linn DENNY SCHOOL RD. 95 72.83 211 Albany-Lyons OR-226 1 11.91 12.09 0.18 1,700 8 0 0 6 2 Linn RICHARDSONS GAP RD. 85 44.33 212 Halsey-Sweet Home OR-228 1 19.91 20.00 0.09 4,400 5 0 1 2 2 Linn 85 40.82 Page 15 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- 2020 - On-State, Top 15% SPIS Groups - By Hwy, MP Oregon Department of Transportation Region 2 Rte Rdwy BMP EMP Length ADT Crash Fatal A B C City County Connection Percent SPIS 227 Eugene-Springfield I-105 1 0.00 0.11 0.11 58,800 19 0 1 3 15 Eugene Lane W 7TH AVE. 95 64.70 I-105 1 0.21 0.32 0.11 58,800 13 0 1 1 11 Eugene Lane 90 52.03 I-105 1 1.10 1.28 0.18 58,300 9 1 2 1 5 Eugene Lane 227AE CONN. M.P. 4C1.21 95 60.78 I-105 1 2.41 2.56 0.15 61,100 11 0 1 3 7 Eugene Lane 90 47.54 I-105 1 2.91 3.04 0.13 61,100 9 0 1 3 5 Eugene Lane 85 43.00 OR-126 1 8.96 9.13 0.17 33,500 15 0 0 3 12 Springfield Lane 52ND ST. 85 43.82 228 Springfield OR-528 1 0.55 0.73 0.18 19,700 19 0 1 7 11 Springfield Lane LEG (TO CENTENNIAL BLVD.) 95 70.96 OR-528 2 1.22 1.39 0.17 5,233 5 0 1 1 3 Springfield Lane B ST. 85 40.87 229 Mapleton-Junction City OR-36 1 37.92 38.10 0.18 980 3 0 1 2 0 Lane ROAD (ALDERWOOD WAYSIDE STATE PARK) 85 42.95 OR-36 1 51.20 51.38 0.18 3,800 3 1 1 0 1 Lane 90 48.44 OR-36 1 51.50 51.59 0.09 3,800 3 0 2 0 1 Lane 091BM CONN. M.P. 1C111.30 90 48.44 Page 16 of 16 2/24/2022 SPIS Report 2020(2017-2019 Data ) v1.1.0 3/12/2019 **Crash data shown in the SPIS group report results from the summation of crash data between the begin and end mile points of the Group. **ADT, SPIS Score, and Percent data shown in the SPIS group report are the highest values from all sites within the Group. ---PAGE BREAK--- APPENDIX F IN-PROCESS TRIPS ---PAGE BREAK--- MACKENZIE Since 1960 RiverEast Center I1515 SE Water Ave, Suite 100, Portland, OR 97214 PO Box 14310, Portland, OR 97293 I T [PHONE REDACTED] I TRANSPORTATION IMPACT ANALYSIS To City of Woodburn For Woodburn Senior Living Apartments Dated February 5, 2021 (Revised April 9, 2021) (Revised August 4, 2021) Project Number 2200104.00 21 ---PAGE BREAK--- 1 I. INTRODUCTION This Transportation Impact Analysis (TIA) has been prepared in support of the proposed Woodburn Senior Living Apartments in Woodburn, Oregon. Figure 1 in Appendix A presents a vicinity map indicating the project location. Project Description The Woodburn Senior Living Apartments will include up to 17 studio units, 61 one-bedroom units, and 20 two-bedroom units for a total of up to 98 dwelling units. The units will be similar to traditional apartments except they will be limited to senior residents and provide shared amenities. The development is different from a nursing home or assisted living facility in that residents live independently. Access to the site will be provided via Sprague Lane opposite the Woodburn Premium Outlets. Figure 2 presents the proposed site plan. The site is identified as Marion County Tax Lot 052W12B000100. The site is within the Urban Growth Boundary (UGB), within City Limits, and within the I-5 Interchange Management Area (IMA). The site is approximately 8.91 acres and is zoned Medium Density Residential (RM). Scope of Analysis This TIA has been prepared in accordance with Woodburn Development Ordinance (WDO), Sections 2.05.02 and 3.04.05 and ODOT’s Analysis Procedures Manual (APM), Version 2. Per WDO Section 2.05.02, the City requires a TIA for developments within the IMA estimated to generate more than 20 peak hour trips. The site is not subject to a trip budget as specified in this section of the WDO as the trip budgets apply only to commercial and industrial parcels, and the subject site is zoned residential. This study includes a summary of base year traffic conditions, crash review, proposed trip generation, and an analysis of intersection operations, sight distance, and queuing. A TIA scoping letter dated November 11, 2020 was submitted to City and ODOT staff. The scope was approved by ODOT staff in an email dated November 16, 2020. The TIA scoping letter and associated correspondence are provided in Appendix B for reference. Study Area The City does not publish guidelines for determining a TIA study area. A similar study area presented in Mackenzie’s April 6, 2017 TIA for the Woodland Crossing Master Development was utilized. The study area includes the following intersections: 1. Arney Road/Arney Lane 2. Sprague Lane/Site Access 3. Woodland Avenue/Robin Avenue 4. Arney Road/Sprague Lane 5. Hillsboro-Silverton Highway (OR 219)/Woodland Avenue All intersections along OR 219 are maintained by ODOT. All intersections in the study area are located within the City of Woodburn. ---PAGE BREAK--- 8 IV. SITE DEVELOPMENT The trip-making characteristics of the proposed senior living apartments are described below. Trip Generation Trip Generation estimates for the proposed Woodburn Senior Living apartments were developed with the use of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition. Site trip generation calculations are based on trip rates for ITE’s “Senior Adult Housing – Attached” (ITE Land Use Code (LUC) 252). The trip generation data compiled by ITE for this use include survey sites for “attached independent living developments, including retirement communities, age-restricted housing, and active adult communities” that can “take the form of bungalows, townhouses, and apartments”. Table 3 presents the trip generation estimates for the proposed Woodburn Senior Living Apartments. TABLE 3 – TRIP GENERATION ESTIMATES Land Use ITE LUC Dwelling Units AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Senior Adult Housing - Attached 252 98 7 13 20 14 11 25 363 Trip Distribution and Traffic Assignment Trip distribution for the proposed apartments was assumed to be consistent with the distribution utilized for the Woodland Crossing Apartments study. The following trip distribution was assumed: ▪ 15% to/from the west on OR 219 (Hillsboro-Silverton Highway) ▪ 80% to/from the east on OR 219 (Hillsboro-Silverton Highway) ▪ 5% to/from the north on Arney Road We have assumed traffic traveling to and from the north on Arney Road will utilize Sprague Lane instead of driving through the Woodburn Premium Outlets parking lots. Figure 8 – 2022 Pre-Development Traffic Volumes Figure 9 presents the trip distribution and traffic assignment for project trips during the AM and PM peak hours. Interchange Management Area Overlay District Section 2.05.02 of the WDO is intended “to preserve the long-term capacity of the I-5/Highway 214 interchange”. The code implements a trip budget for commercial and industrial parcels located within the Interchange Management Area (IMA) Overlay District that allows for 2,500 peak hour vehicle trips for the combined parcels within the district. This budget is allocated to specific parcels identified in Table 2.05A of the code on a first-developed, first-served basis. It also noted that 1,500 residential trips are planned within the IMA, but the WDO does not provide a specific budget for residential trips. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- H:\Projects\215056700\6_Final\RPT-City of Woodburn-Traffic Report-TIA-170406.docx 1 EXECUTIVE SUMMARY This Transportation Impact Analysis (TIA) has been prepared in support of the proposed Woodland Crossing development in Woodburn, Oregon. This analysis addresses requirements established by the City of Woodburn Development Ordinance (WDO), Section 3.04.05 and ODOT’s Analysis Procedures Manual (APM). The following are key findings supported by these analysis results for the proposed Woodland Crossing development. Project Description ▪ The proposed development will consist of up to 300 apartment units and up to 127 spaces to store recreational vehicles (RVs). ▪ Access to the multifamily portion of the development will be provided via a new public street connection between Woodland Avenue, aligned opposite Steven Street, and Arney Lane. ▪ Access to the RV storage portion of the development will be provided via Sprague Lane. Existing Conditions ▪ The proposed project site is approximately 34.7 acres and is located within the City of Woodburn Urban Growth Boundary but outside city limits. ▪ The site has a Medium Density Residential Comprehensive Plan designation. Upon annexation to City of Woodburn, the site will be zoned Medium Density Residential (RM). ▪ The Hillsboro-Silverton Highway (OR 219) is the only arterial street in the study area; access routes from the highway to the site include Woodland Avenue (Access Street), Robin Avenue (Service Collector), and Arney Lane (Service Collector). ▪ Sidewalks are provided on at least one side of all study area roadways except Willow Avenue. ▪ Clearly marked bike lanes are provided on Robin Avenue, Sprague Lane, and Arney Road, and parts of OR 219 and Woodland Avenue. ▪ Existing traffic volumes were collected in November 2016 and seasonally adjusted to reflect a commuter trend to/from the east on OR 219 and a summer trend to/from the west on OR 219. ▪ All study area intersections currently operate within City and ODOT mobility standards during the AM and PM peak hours. ▪ All turn lanes have adequate storage with no anticipated queue spillover into adjacent lanes. Pre-Development Conditions ▪ A linear 2.0% annual growth rate over two years was applied to 2016 seasonally adjusted traffic volumes to reflect 2018 background traffic. ▪ In-process trips from the recently approved Woodburn Station development were added to 2018 background traffic to reflect 2018 pre-development conditions. ▪ The City of Woodburn Adopted Budget FY 2016-17 did not identify any traffic improvement projects within the study area. ▪ All study area intersections are anticipated to operate within City and ODOT mobility standards during the AM and PM peak hours. ▪ All turn lanes have adequate storage with no anticipated queue spillover into adjacent lanes. ---PAGE BREAK--- H:\Projects\215056700\6_Final\RPT-City of Woodburn-Traffic Report-TIA-170406.docx 11 IV. SITE DEVELOPMENT The trip-making characteristics of the proposed development are described below. Trip Generation Multifamily residential and an RV storage site are proposed with the Woodland Crossing development. Up to 300 apartment dwelling units and up to 127 RV storage units are proposed. A property line adjustment will be requested to separate the multifamily subdivision from the RV storage site, but the impacts of both components are analyzed in this study. Trip generation estimates for the proposed Woodland Crossing development were prepared with the use of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 9th Edition. Data for the “Apartments” (LUC 220) land use were used to estimate trip generation for the proposed 300 dwelling units and data for the “Mini-Warehouse” (LUC 151) land use were used to estimate trip generation for the proposed 127 RV storage units. No pass-by trip rate information is available for the proposed uses. Trip generation for the proposed development is summarized in Table 3 below. TABLE 3 – TRIP GENERATION Proposed Use ITE Land Use ITE Code Size AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Apartments Apartments 220 300 units 30 121 151 119 64 183 1,942 RV Storage Mini-Warehouse 151 127 units 2 1 3 1 2 3 32 TOTAL 32 122 154 120 66 186 1,974 As presented in Table 3, the proposed development is anticipated to generate an average of 154 AM peak hour trips, 186 PM peak hour trips, and 1,974 daily trips. Trip Distribution and Traffic Assignment Trip distribution for the proposed development was developed by examining existing traffic volumes on the roadway network and intersection turning movement data yielding the following pattern: ▪ 15% to/from the west on OR 219 (Hillsboro-Silverton Highway) ▪ 80% to/from the east on OR 219 (Hillsboro-Silverton Highway) ▪ 5% to/from the north on Arney Road This distribution pattern is consistent with what was assumed for the Woodburn Station development. Figure 9A and Figure 9B present the trip distribution and site-generated traffic assignment for the AM and PM peak hours. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- FILENAME: H:\26\26306 - WOODBURN CONFIDENTIAL\REPORT\FINAL\26306 PROJECT BASIE TIA_7062021.DOCX July 6, 2021 Project 26306 Eric Liljequist and Chris Kerr City of Woodburn 270 Montgomery Street Woodburn, OR 97071 RE: Project Basie Transportation Impact Analysis (Revised and expanded version from the original May 26, 2021 report) Dear Eric and Chris, This Transportation Impact Analysis has been prepared to support development of a proposed fulfillment/distribution center (herein referred to as Project Basie) in Woodburn. As discussed herein, the following changes to the transportation system are identified for implementation in conjunction with site development, subject to City of Woodburn, Oregon Department of Transportation (ODOT), and Marion County approval: ▪ Realign the northern segment of Butteville Road to the east of Senecal Creek and its affiliated wetlands. This new alignment would be constructed to a symmetrical City of Woodburn Minor Arterial design section on both sides where it would be widened as necessary to fit the geometric design needs of a proposed roundabout at OR 219 (see next bullet). ▪ Construct a new double lane roundabout at the realigned Butteville Road intersection with OR 219 that is sized and designed to accommodate long-term projected traffic and heavy vehicle demands. West of the new roundabout, OR 219 should be widened to be consistent with and connected to the fully improved section that currently ends near the Willow Avenue intersection. ▪ Following completion of the Butteville Road realignment and roundabout intersection with OR 219, close the old Butteville Road connection with OR 219. ▪ Reconstruct and widen the southern segment of Butteville Road abutting the development site consistent with the Minor Arterial special design section agreed upon by the City of Woodburn and Marion County, with three twelve-foot travel lanes (one NB lane, one center turn lane, and one SB lane), a rural shoulder on the west side, six-foot bike lanes, and curb, landscape strip and a six-foot sidewalk on the east side. To facilitate left-turn movements at the three southernmost proposed site driveways, the widened section of Butteville Road should be striped with center turn lane striping. At the northernmost Sit Access/old Butteville Road intersection, provide northbound and southbound left-turn lane striping. ---PAGE BREAK--- Project Basie Project 26306 July 2021 Page: 2 Kittelson & Associates, Inc. Portland, Oregon ▪ Modify the existing I-5 southbound offramp to provide 250 feet of additional right-turn lane storage to better accommodate projected vehicular and freight demand. The exact extents of the right-turn lane lengthening and design will need to be determined through additional conversations with ODOT and City design staff. ▪ Install STOP (R1-1) signs at each of the four proposed site access driveway approaches to Butteville Road in accordance with County standards and the Manual on Uniform Traffic Control Devices (MUTCD). ▪ Work with ODOT and City of Woodburn staff to develop proportionate share contributions towards offsite improvements at the OR 214/Boones Ferry Road/N Settlemier Avenue intersection. Additional details of the methodology, findings and recommendations are provided herein. INTRODUCTION Trammell Crow Company is proposing to construct a five-story industrial building on approximately 88 acres of land1 located southeast of the OR 219/Butteville Road intersection and west of the existing WinCo Foods distribution center. The site location and vicinity are shown in Figure 1. When complete, the building will contain approximately 3.849 million square feet of floor area accommodating package fulfillment activities supported by on-site access and circulation roadways, vehicle parking and fleet vehicle/trailer storage, landscaping, and stormwater management facilities. Multiple site access driveways are proposed along the site’s Butteville Road frontage as shown in Figure 2. This figure also illustrates changes to the transportation system near the site frontage recommended as part of site development, including a proposed realignment of the north end of Butteville Road and a new roundabout intersection with OR 219. Additional details regarding these changes are documented later in this report. For the purposes of this analysis, it has been assumed that occupancy of the building will occur in the year 2023. SCOPE OF THE REPORT This report identifies the transportation-related impacts associated with the proposed Project Basie development. The study intersections and scope were selected to assess the anticipated local and regional transportation impacts and were identified in consultation with City, ODOT, and County staff 1 The land use application package includes consolidation of lots and a land partition to reconfigure the 130-acre property to form the proposed development site (Parcel dedicate right-of-way for the proposed realignment of Butteville Road, and create two remainder parcels (Parcels 1 and ---PAGE BREAK--- Project Basie Project 26306 July 2021 Page: 3 Kittelson & Associates, Inc. Portland, Oregon (see Appendix A for a copy of the scoping memorandum and jurisdictional responses)2. Per the scoping direction, operational analyses were performed at the following study intersections: ▪ OR 219/Arbor Grove Road ▪ OR 219/North Butteville Road ▪ OR 219/Butteville Road ▪ OR 219/Willow Avenue ▪ OR 219/Woodland Avenue ▪ OR 219/I-5 Southbound (SB) Ramp Terminal ▪ OR 219/I-5 Northbound (NB) Ramp Terminal ▪ OR 214/Evergreen Road ▪ OR 214/Settlemier Avenue/Boones Ferry Road ▪ Butteville Road/LeBrun Road ▪ Butteville Road/Parr Road ▪ Butteville Road/proposed site driveways This report evaluates the following transportation issues: ▪ Existing land use and transportation system conditions within the site vicinity during the following weekday AM and PM peak periods:  6:30 – 7:30 AM: captures the anticipated peak arrival period for the proposed Project Basie dayshift  7:00 - 8:00 AM: approximate existing system peak hour along the OR 219 study corridor from Butteville Road to the I-5 ramp terminals  4:30 – 5:30 PM: approximate existing system peak hour along the OR 219 study corridor from Butteville Road to the I-5 ramp terminals  5:30 – 6:30 PM: captures the anticipated peak dayshift departure and the peak arrival period for Project Basie ▪ Forecast year 2023 and 2040 background traffic conditions (without the proposed Project Basie development, but still considering other planned developments and local/regional growth) during the four identified weekday AM and PM peak periods; 2 As noted in the jurisdictional responses to the scoping memorandum, additional study intersections and microsimulation of the OR 219 study corridor was requested. This revised and expanded version of the TIA contains the requested study intersections and microsimulation results. ---PAGE BREAK--- Project Basie Project 26306 July 2021 Page: 4 Kittelson & Associates, Inc. Portland, Oregon ▪ Development of a use-specific trip generation and traffic distribution pattern; ▪ Forecast year 2023 and 2040 total traffic conditions (with full buildout and occupancy of the proposed Project Basie development) during the four identified weekday AM and PM peak periods; and, ▪ Recommended changes to the transportation system. ---PAGE BREAK--- © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CN © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CN 5 WOODLAND AVE SITE BUTTEVILLE RD STAFNEY LN 219 WILLOW AVE PARR RD 219 ARBOR GROVE RD NE REALIGNED LEBRUN RD NORTH BUTTEVILLE RD NE EVERGREEN RD 10 3 4 5 14 6 7 1 2 8 BOONES FERRY RD 12 13 11 N SETTLEMIER AVE 9 214 H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Jul 01, 2021 - 3:42pm - ssemensky Layout Tab: Fig13- TripGenAMSys Site-Generated Trips System Peak Hour (7:00 AM to 8:00 AM) Woodburn, OR 13 Project Basie July 2021 Figure 11 12 13 Butteville Rd LeBrun Rd/ South Site Access/ Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 10 14 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 17 8 1 4 2 46 6 7 1 78 147 8 8 84 91 16 14 231 4 30 322 30 326 30 6 36 328 3 25 21 146 111 1 13 32 6 73 256 1 4 1 21 3 2 34 33 22 109 3 2 13 21 17 21 326 3 30 38 2 2 2 ---PAGE BREAK--- © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CN © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CN 5 WOODLAND AVE SITE BUTTEVILLE RD STAFNEY LN 219 WILLOW AVE PARR RD 219 ARBOR GROVE RD NE REALIGNED LEBRUN RD NORTH BUTTEVILLE RD NE EVERGREEN RD 10 3 4 5 14 6 7 1 2 8 BOONES FERRY RD 12 13 11 N SETTLEMIER AVE 9 214 H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Jul 01, 2021 - 3:42pm - ssemensky Layout Tab: Fig14- Site-Generated Trips System Peak Hour (4:30 PM to 5:30 PM) Woodburn, OR 14 Project Basie July 2021 Figure 11 12 13 Butteville Rd LeBrun Rd/ South Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 10 14 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 37 14 16 21 23 30 25 58 1 55 81 56 82 56 1 9 82 6 27 5 36 38 4 25 51 1 10 73 1 6 1 5 6 4 8 7 6 36 6 4 25 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 4 2 1 8 3 11 2 13 1 19 1 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 5 4 5 82 6 56 9 4 4 3 ---PAGE BREAK--- © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CN © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CN 5 WOODLAND AVE SITE BUTTEVILLE RD STAFNEY LN 219 WILLOW AVE PARR RD 219 ARBOR GROVE RD NE REALIGNED LEBRUN RD NORTH BUTTEVILLE RD NE EVERGREEN RD 10 3 4 5 14 6 7 1 2 8 BOONES FERRY RD 12 13 11 N SETTLEMIER AVE 9 214 H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Jul 01, 2021 - 3:42pm - ssemensky Layout Tab: Fig15- TripGenAMGen Site-Generated Trips Peak Hour of Generator (6:30 AM to 7:30 AM) Woodburn, OR 15 Project Basie July 2021 Figure 11 12 13 Butteville Rd LeBrun Rd/ South Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 10 14 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 232 8 9 132 145 17 14 364 7 31 509 32 516 33 9 58 517 3 37 33 230 231 2 11 39 9 58 460 1 3 1 33 3 2 53 52 34 230 3 2 18 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 26 13 1 5 2 73 10 7 1 122 1 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 33 26 33 516 4 32 59 2 2 2 ---PAGE BREAK--- © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS © 2021 Microsoft Corporation © 2021 Maxar ©CN © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CNE © 2021 Microsoft Corporation © 2021 Maxar ©CN 5 WOODLAND AVE SITE BUTTEVILLE RD STAFNEY LN 219 WILLOW AVE PARR RD 219 ARBOR GROVE RD NE REALIGNED LEBRUN RD NORTH BUTTEVILLE RD NE EVERGREEN RD 10 3 4 5 14 6 7 1 2 8 BOONES FERRY RD 12 13 11 N SETTLEMIER AVE 9 214 H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Jul 01, 2021 - 3:42pm - ssemensky Layout Tab: Fig16 - TripGenPMGen Site-Generated Trips Peak Hour of Generator (5:30 PM to 6:30 PM) Woodburn, OR 16 Project Basie July 2021 Figure 11 12 13 Butteville Rd LeBrun Rd/ South Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 10 14 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 204 119 130 117 128 249 208 321 6 457 449 463 455 464 8 51 456 52 223 29 203 218 31 206 421 8 51 413 8 51 8 29 47 30 47 46 30 203 46 31 206 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 23 12 12 65 24 64 9 110 9 108 6 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 29 23 29 455 53 463 52 30 30 23 ---PAGE BREAK--- Date: May 1, 2020 Prepared for: Allison Way Apartments Traffic Impact Analysis Woodburn, Oregon Pacific VaJlcy Apartments, LLC West Coast Home Solu tions, LLC Prepared by: Jessica Hijar Brian Davis Daniel Stumpf, PE LANCASTER ENGINEERING 321 SW 4th Ave., Suite 400 I Portland, OR 97204 I [PHONE REDACTED] l lancasterengineering.com ---PAGE BREAK--- Allison Way Apartments — Traffic Impact Analysis iii Table of Figures Figure 1: Aerial Image of Site Vicinity 3 Figure 2: Study Intersection Configurations 5 Figure 3: Site Trip Assignment & Distribution – Phase 1 AM 8 Figure 4: Site Trip Assignment & Distribution - Phase 1 PM 9 Figure 5: Site Trip Assignment & Distribution - Phase 1 & 2 10 Figure 6: Site Trip Assignment & Distribution - Phase 1 & 2 PM 11 Figure 7: Interchange Management Area Boundary and Subareas 12 Figure 8: Year 2020 Existing Traffic Volumes AM 15 Figure 9: Year 2020 Existing Traffic Volumes PM 16 Figure 10: Year 2022 Background Traffic Volumes AM 17 Figure 11: Year 2022 Background Traffic Volumes PM 18 Figure 12: Year 2022 Traffic Volumes + Phase 1 AM 19 Figure 13: Year 2022 Traffic Volumes + Phase 1 PM 20 Figure 14: Year 2024 Traffic Volumes + Phase 1 & 2 AM 21 Figure 15: Year 2024 Traffic Volumes + Phase 1 & 2 PM 22 Figure 16: Year 2034 Planning Horizon + Phase 1 & 2 AM 23 Figure 17: Year 2034 Planning Horizon + Phase 1 & 2 PM 24 Table of Tables Table 1 - Summary of Study Area Roadways 4 Table 2 - Summary of Study Area Intersections 4 Table 3 - Trip Generation Summary 6 Table 4 - Growth Rate Assumptions 13 Table 5 - Crash Type Summary 26 Table 6 - Crash Severity and Rate Summary 26 Table 7 - Intersection Operational Analysis Summary – City of Woodburn Intersections 30 Table 8 - Intersection Capacity Analysis Summary – ODOT Intersections 31 ---PAGE BREAK--- Allison Way Apartments — Traffic Impact Analysis 1 Executive Summary 1. A 586-unit apartment complex is proposed to be located on tax lots 052W1402000, 052W142100, and 052W142300 in Woodburn, Oregon. The proposed development will be built in two phases over a period of four years. 2. The trip generation calculations show that the proposed development will generate a total of 211 trips during the morning peak hour, 258 trips during the evening peak hour, and 3,188 trips on a typical weekday. 3. The projected number of site trips is well below the Interchange Area Management threshold for the two tax lots, which is 495 peak hour trips. 4. The intersecion of OR 214 at Evergreen Road is calculated to have a crash rate above 1.0. Based on the high number of southbound left-turn collisions, it is recommended that the eastbound and westbound left-turn movements be altered to protected only mode. Based on the review of crash history, no design flaws or deficiencies are evident at any other intersections. 5. Pedestrian crossing warning signs should be installed for all proposed marked crosswalks at non- intersection locations and adequate visibility should be provided by parking prohibitions. 6. Preliminary traffic signal warrants are met at the intersection of Evergreen Road at Stacey Allison Way under year 2022 background conditions, without the addition of site trips from the proposed development. Capacity analysis results show this intersection exceeds the City of Woodburn performance thresholds under the year 2034 planning horizon, which is ten years after the full buildout of the proposed development. While there is no mitigation in the City’s TSP, an alternative route on Harvard Drive is planned to be improved which may aleviate some of the congestion along Evergreen Road. 7. Preliminary traffic signal warrants are met at the intersection of Evergreen Road at Hayes Street under year 2024 traffic conditions with the addition of site trips from Phases 1 and 2 of the proposed development. Capacity analysis results show this intersection exceeds the City of Woodburn performance thresholds under year 2022 background conditions, prior to the addition of site trips from the proposed development. Mitigation for this intersection is discussed in the Smith Creek TIS, which includes adding a southbound left-turn and a northbound receving lane. 8. Similar to the Smith Creek development, a proportional share contribution to determine potential tranpsortation related mitigation measures is proposed for the subject development. 9. No other study intersections meet traffic signal warrants under any analysis scenario. 10. All other study intersections are projected to operate acceptably per ODOT and City of Woodburn standards. ---PAGE BREAK--- Allison Way Apartments — Traffic Impact Analysis 2 Introduction The purpose of this study is to provide an analysis of potential traffic impacts of a proposed 586-unit apartment complex, to be located on tax lots 052W1402000, 052W142100, and 052W142300, on the surrounding transportation system and to recommend any required mitigative measures. The proposed development will be built in two phases of equal size, with each buildout taking approximately two years. The analysis includes an estimate of trip generation and distribution of the proposed development as well as an operational analysis. An aerial image of the site vicinity is shown in Figure 1 on page 3 with the project site highlighted in yellow. According to the requirements for a traffic study outlined in the Analysis Procedures Manual1, ODOT requires analysis at all state highway intersections that will increase by either 50 peak hour trips or 300 ADT. The scope of work has been coordinated with both local and state jurisdictions and includes the following intersections: 1. Evergreen Road at Hooper Street 2. Evergreen Road at Hayes Street 3. Evergreen Road at Stacey Allison Way 4. OR 214 at I-5 Southbound ramps 5. OR 214 at I-5 Northbound ramps 6. OR 214 at Lawson Avenue 7. OR 214 at Evergreen Road 8. OR 214 at Oregon Way 1 ODOT Transportation Planning Analysis Unit, Analysis Procedures Manual (APM), April 2020 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Date: January 131 2020 Prepared for: Karl Ivanov Prepared by: Tegan Enloe/ PE Enloe Consulting, LLC Molalla Rd Apartments Traffic Impact Analysis Woodburn, Oregon E \ ruJE CONSUL TIN G. LLC Version: 2.0 ---PAGE BREAK--- Enloe Consulting, LLC January 2020 Molalla Rd Apartments TIA 1 CHAPTER 1: INTRODUCTION AND SUMMARY This study evaluates the transportation impacts for the proposed Molalla Road Apartments residential development in Woodburn, Oregon. Currently, the parcel of land is a greenfield and adjacent to commercial and industrial uses. The proposed development would construct 231 apartment units. The development would have a single point of access to Molalla Road. The purpose of this transportation impact analysis (TIA) is to evaluate possible system impacts from the proposed development and, where necessary, recommend mitigation measures on the nearby transportation network. The impact analysis is focused on intersections identified as being in the study area, based on guidance from City and ODOT staff, and shown in Figure 1. 1. N Pacific Hwy (99E) / Molalla Road (OR 211) 2. Molalla Road (OR 211) / June Way 3. Molalla Road (OR 211) / Proposed Site Driveway 4. Molalla Road (OR 211) / Cooley Road Figure 1: Study Area ---PAGE BREAK--- Enloe Consulting, LLC January 2020 Molalla Rd Apartments TIA 2 Proposed Development The project sponsor is proposing to build an apartment complex located on the north side of Molalla Road just east of N Pacific Highway (Hwy) at 2145 Molalla Road. The proposed development would build two‐hundred thirty‐one (231) apartment units. The complex would have direct access to Molalla Road. Appendix A provides the site plan of the proposed development. Table 1 lists important characteristics of the study area and proposed project. Table 1: Key Study Area and Proposed Development Characteristics Characteristics Information Study Area Number of Study Intersections Two Analysis Period Weekday A.M and P.M. Peak Hours Analysis Scenarios 2019 Existing Conditions, AM Peak Hour 2019 Existing Conditions, PM Peak Hour 2021 Background Traffic, AM Peak Hour 2021 Background Traffic, PM Peak Hour 2021 Total Traffic (Background + Site), AM Peak Hour 2021 Total Traffic (Background + Site), PM Peak Hour Project Site Existing Land Use Vacant Proposed Development 231 apartment units Project Access The development will be served via a single access to Molalla Road ---PAGE BREAK--- Figure 8: Trip Distribution ]D J 0 z J: ~ ~ 6 ~ ~ ---PAGE BREAK--- Figure 9: AM Peak Hour Site Generated Volumes l i99E I Mola lla Rd I 2 Molalla Rd I June Way ~W lLJtiL I .i i ~ ~ 49 r 2 15 OJ' ~~ttt ·:Tiv • 7 0 ~ 0 0 5 0 1 4JMolalla Rd I Cooley Rd (Private Driveway) 7 0 0 0 0 r 1 0 RO. 1~ -4 0 J 4 3 y 1 0 0 ---PAGE BREAK--- Figure 10: PM Peak Hour Site Generated Volumes l i99E I Molalla Rd I rMolalla Rd I June Way 0 0 15 jl ll lh/ I u ~ 1= : ~ 32 r 1 2~ J ~~ttf ':Tiv • 0 ~ 0 0 15 0 2 a! Molalla Rd I Site Aeeess 4]Molalla Rd I Cooley Rd {Private Driveway) 33 5 A ~ 7 • 0 0 0 0 0 r 4 0 E. HARD£A~ RD. 5~ -4 0 J 3 2 T 3 0 0 ---PAGE BREAK--- ---PAGE BREAK--- Schultz Farm October 30, 2020 Transportation Impact Study Page 4 of 28 Executive Summary 1. The annexation of tax lots 051W06C00400 (14 acres) and 051W06C00800 (17.13 acres) and subsequent 154-lot planned unit development is proposed in Woodburn, Oregon. 2. The calculations show that the proposed development is projected to generate 114 trips during the morning peak hour, 152 trips during the evening peak hour, and 1,454 daily trips. 3. The intersection of OR 214 at Evergreen Road is calculated to have a crash rate above 1.0. Specifically, a high number of eastbound and westbound collisions involving left-turning vehicles were reported. However, due to the small number of trips to be added and the movement to which the trips will contribute, no mitigation is recommended at the intersection in conjunction with the proposed development. Based on the review of crash history, no design flaws or deficiencies are evident at any other intersections. 4. Intersection sight distance at both the site accesses was measured to exceed 525 feet to north and south, which meets the intersection sight distance recommendation of 500 feet. 5. Preliminary traffic signal warrants are not met at any of the unsignalized study intersections upon full buildout of the proposed development. 6. All study intersections are projected to operate acceptably per each applicable performance standard under all analysis scenarios; therefore, no mitigation is recommended. ---PAGE BREAK--- Schultz Farm October 30, 2020 Transportation Impact Study Page 5 of 28 Project Description The section below describes the proposed project and the surrounding transportation system. Introduction The annexation of tax lots 051W06C00400 (14 acres) and 051W06C00800 (17.13 acres) and subsequent 154-lot planned unit development is proposed in Woodburn, Oregon. This subject site is currently located outside city limits, but inside the Urban Growth Boundary. Location Description The planned residential development will be located north of Hazelnut Drive and west of Boones Ferry Road. The property is bordered by rural land to the north and residential uses to the south. A golf course is located east of the site and many Woodburn schools are within two miles of the subject site. Access to the site will be provided via two local streets which will be constructed in conjunction with the residential development. Vicinity Streets Nine roadways within the study area are anticipated to carry site trips to and from the proposed development. The characteristics of these roadways are summarized in Table 1. Table 1: Vicinity Roadway Characteristics Roadway Jurisdiction Classification Travel Lanes Speed (MPH) Curbs/ Sidewalks Bicycle Lanes On-Street Parking Boones Ferry Road City/County Minor Arterial 2-3 35-45 Partial Partial Not Permitted Crosby Road NE Marion County Major/Minor Collector 2 55 None None Not Permitted Hazelnut Drive City of Woodburn Access Street 2 25 Yes Partial Not Permitted Country Club Road NE City of Woodburn Access Street/ Local Street 2 25 Yes Partial Not Permitted OR 214 ODOT District Highway 2-5 30-35 Yes Yes Not Permitted Evergreen Road City of Woodburn Minor Arterial 3 25-30 Yes Partial Partially Permitted N Settlemier Avenue City of Woodburn Minor Arterial 2 25 Yes Partial Not Permitted Hayes Street City of Woodburn Service Collector 2 25 Partial None Partially Permitted OR 99E ODOT Regional Highway 2-5 35 Yes Yes Not Permitted ---PAGE BREAK--- SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips AM Peak Hour Figure 2 Schultz Farm 10/30/2020 ---PAGE BREAK--- Figure 3 Schultz Farm 10/30/2020 SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips PM Peak Hour ---PAGE BREAK--- ---PAGE BREAK--- Oregon Port of Willamette Intermodal Facility 5/28/2021 Transportation Impact Study Page 3 of 28 Executive Summary 1. The proposed Oregon Port of Willamette intermodal facility intends to construct a truck to rail transfer facility and railroad spur to be used predominantly to transport agricultural products from the Willamette Valley to northern seaports, such as the Port of Portland and the Port of Tacoma. The proposed site will convert approximately 200 acres from an agricultural use to the intermodal facility. 2. Le Brun Road NE will be realigned to the north of the existing connection to Butteville Road NE, by approximately 1,100 feet. The existing Le Brun Road NE alignment will be vacated with an easement to PGE and other applicable utility companies. This will maintain access to the existing landowners fronting the existing alignment. 3. The reasonable worst-case scenario trip generation potential of the project site is 44 morning and evening peak hour trips (40 truck trip ends and 4 passenger vehicle trip ends), and increase by 460 average weekday trips (400 trucks and 60 passenger vehicles). 4. Significant crash rates that exceed the ODOT 90th percentile crash rates were identified at 1 study intersection (Butteville Road NE & Parr Road NE). Safety countermeasures are recommended to offset the potential impact of additional project traffic and reduce the overall crash rate at the intersection. Install “STOP AHEAD” pavement markings along the stop-controlled leg of intersection and install yellow flashing beacons as advanced warning on the existing W2-2 signs along Butteville Road NE. 5. The preliminary traffic signal analysis determined that signal warrants are not projected to be met at the applicable study intersections under the Buildout Year 2022 conditions. 6. Left-turn lane warrants were not met for any of the study area intersections under all scenarios during the morning and evening peak hours, with the exception of Butteville Road NE & Parr Road NE. This intersection meets the left-turn lane warrant for the southbound left turn movement under all evening peak hour scenarios. Thus, a left-turn lane is warranted under existing conditions. However, it should be noted that the proposed project does not anticipate adding any left-turning traffic at this intersection. Project related traffic will only be traveling northbound or southbound through the intersection. Therefore, the project does not add to the existing deficiency and would not be responsible for full or partial implementation of a left-turn lane. 7. Despite not being warranted, the project intends to construct a northbound left-turn lane at Intersection #1 Butteville Road NE & Future Le Brun Rd NE to increase safety of trucks and workers entering and exiting the project site, as well as other roadway users. 8. As shown, all study area intersections are calculated to operate acceptably within the relevant jurisdictional standards under all analysis scenarios. 9. No significant increases in queuing were identified as a result of the proposed project. 10. Specific attention was raised by Marion County engineering staff for the southbound right turn movement at intersection #10. Old Portland Road (OR 99E) & Brooklake Road NE. The existing turn lane length is insufficient to sustain the queue length with and without the addition of project traffic. No substantive change in queuing was identified with the addition of project traffic; therefore, no mitigation pertaining to queuing is recommended to be addressed by the proposed project. ---PAGE BREAK--- Oregon Port of Willamette Intermodal Facility 5/28/2021 Transportation Impact Study Page 4 of 28 Project Description Introduction The proposed Oregon Port of Willamette intermodal facility intends to construct a truck to rail transfer facility and railroad spur to be used predominantly to transport agricultural products from the Willamette Valley to northern seaports, such as the Port of Portland and the Port of Tacoma. The proposed site will convert approximately 200 acres from an agricultural use to the intermodal facility. The site is located south of Le Brun Road NE, west of the Burlington Northern Santa Fe Railway, and north and east of other agricultural uses. Access to the site will be provided solely via a realigned Le Brun Road NE to Butteville Road NE. Le Brun Road NE will be realigned to the north of the existing connection to Butteville Road NE, by approximately 1,100 feet. The existing Le Brun Road NE alignment will be vacated with an easement to PGE and other existing utility companies. This will maintain access to the existing landowners fronting the existing alignment. The purpose of this study is to assess the potential traffic impacts of the proposed site in accordance with the Marion County TIA requirements. “A Transportation Impact Analysis may be required for… proposals that would generate a high percentage of truck traffic (more than 5% of site traffic)” Based on the size of the nature of the proposed project, a high percentage of the potential trip generation will be semi-truck traffic, thus a TIA is required. Based on conversations with transportation engineering staff at Marion County and ODOT Region 2, the report includes safety and capacity analyses at 9 intersections: 1. Butteville Road NE & Future Le Brun Rd NE (Realignment) 2. Newberg Highway (OR 219) & Butteville Road NE (South) 3. Newberg Highway (OR 219) & Butteville Road NE (North) 4. Newberg Highway (OR 219) & Woodland Avenue 5. Newberg Highway (OR 219) & I-5 SB Ramps 6. Newberg Highway (OR 219) & I-5 NB Ramps 7. Butteville Road NE & Parr Road NE 8. Ivy Avenue & 3rd Street 9. Checkerboard Road NE/3rd Street & Douglas Ave NE In addition, the need for extending the southbound right-turn lane for the southbound approach at Brooklake Road NE & OR 99E was also analyzed. This report will identify the potential increase in traffic and will include an analysis of intersection operation for existing conditions as well as the 2022 opening day traffic conditions, both with and without the addition of potential site trips associated with the proposed project. Correspondence with the project team has identified that the site intends to be fully operational in January 2022, with construction beginning in late summer/early fall 2021. A safety analysis will also be conducted that provides a detailed examination of crash history at the study ---PAGE BREAK--- 9 8 7 6 5 4 3 2 1 PACIFIC KEENE RIVER LEBRUN ST LOUIS PARR MANNING MAHONY IVY BUTTEVILLE FRENCH PRAIRIE MARTHALER TESCH E V E R G R EEN W I L LO W FIRST WO O D LAND RUNCORN ARBOR GROVE JENSEN LEARY BLIVENS STAFNEY STUBB HOOPER DORION BIRCH PACIFIC BUTTEVILLE PACIFIC ( ( ( ( ( ( ( ( ( ( < <                                 Legend 3rd Street NE & Douglas Avenue NE OR 219/OR 214/219 & I-5 SB Ramps Butteville Road NE & Le Brun Road NE OR 99E & Brooklake Road NE I-5 NB Ramps & OR 214/219/OR 214 Butteville Road NE & OR 219 3rd Street NE & Ivy Avenue Butteville Road NE & Parr Road NE OR 219 & Woodland Avenue OR 219 & Butteville Road NE 1 2 3 4 5 6 7 8 9 10 1 / 1 1 / 1 1 / 1 1 / 1 11 / 11 11 / 11 11 / 11 11 / 11 13 / 13 2 / 2 2 / 2 2 / 2 2 / 2 2 / 2 2 / 2 3 / 3 5 / 5 5 / 5 6 / 6 6 / 6 9 / 9 9 / 9 9 / 9 9 / 9 9 / 9 9 / 9 13 / 13 5 / 5 6 / 6 9 / 9 3 / 3 9 / 9 9 8 10 Legend Project Site Study Intersection Le Brun Road NE Realignment ODOT Road County Road Municipal Road Private Road Existing Railroad Line City of Gervais City of Woodburn # 5 5 Æ ∙ 99E Æ ∙ 99E TRAFFIC VOLUMES Figure 4 Trip Assignment AM & PM Peak Hour J Port of Willamette Intermodal 5/28/2021 ( Study Intersection Peak Hour Volumes Turn Movements One-Way Roadway AM / PM    < X ---PAGE BREAK--- 321 SW 4th Ave., Suite 400 Portland, OR 97204 [PHONE REDACTED] lancastermobley.com Memorandum To: Dan Handel, AICP, Planner, City of Woodburn Dago Garcia, PE, City Engineer, City of Woodburn Copy: Roseann Johnson, Lennar NW, LLC From: Jennifer Danziger, PE, Date: April 13, 2022 Subject: 8708 Parr Road – Kalugin – Proposed TIA Scoping This memorandum provides a proposed scope of work and analysis methodology for the transportation impact analysis (TIA) for the proposed 188-unit residential development (94 detached and 94 attached homes). The site is located on tax lot 052W130001001 (listed as 38.45 acres) which will be annexed into Woodburn, Oregon. Project Description The site is located south and east of Parr Road at 8708 Parr Road. A vicinity map is shown in Figure 1 with the subject site outlined in red. A site plan is attached to this memorandum. Figure 1: Vicinity Map (Marion County GIS) ---PAGE BREAK--- April 13, 2022 Page 2 of 4 Trip Generation To estimate the number of trips that could be generated by the proposed development, trip rates from the Trip Generation Manual 1 were used. Data from the land use code 210, Single-Family Detached Housing, and land use code 215, Single-Family Attached Housing, were used to estimate the existing site’s trip generation based on the number of dwelling units. The resulting trip generation estimates are summarized in Table 1. Detailed trip generation calculations are attached. Table 1: Trip Generation ITE Code Intensity Morning Peak Hour Evening Peak Hour Weekday Trips In Out Total In Out Total 210 - Single-Family Detached Housing 94 DU 17 49 66 55 33 88 886 215 - Single-Family Attached Housing 94 DU 14 32 46 31 23 54 676 Total 188 DU 31 81 112 86 56 142 1562 The trip generation calculations show that the proposed development is projected to generate 112 morning peak hour, 142 evening peak hour, and 1,562 average weekday trips. The criteria for when a traffic impact analysis will be required are outlined in the Woodburn Development Ordinance Section 3.04.05: 3.04.05 Traffic Impact Analysis A. A Traffic Impact Analysis (TIA) may be required by the Director prior to the approval of a City access permit when the Director estimates a development proposal may generate either 100 or more additional, peak hour trips, or 1,000 or more additional daily trips, within ten years of a development application. With the estimated trip generation, the proposal will fall above the threshold requirement for a TIA. Trip Distribution The trip distribution from the site is expected to be largely similar to the distribution for the Smith Creek Development with 45 percent traveling to/from the north, 30 percent traveling to/from the south, 20 percent traveling to/from the east, and 5 percent traveling to/from the west. However, given the location of the site south of Parr Road NE, the travel routes are anticipated to be different. The anticipated distribution of site traffic is assumed to be: • 35 percent to/from the west on Parr Road NE o 5 percent to/from the south on Butteville Road o 15 percent to/from the north on I-5 via Butteville Road & OR 219 o 10 percent to/from the south on 1-5 via Butteville Road & OR 219 o 5 percent to/from destinations west of I-5 via Butteville Road 1 Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021. ---PAGE BREAK--- April 13, 2022 Page 3 of 4 • 20 percent to/from the east on Parr Road NE o 5 percent to/from the north on S Settlemier Avenue o 15 percent to/from the north on S Front Street • 50 percent to/from the north on Stubb Road SE o 25 percent to/from the north on I-5 o 15 percent to/from the south on I-5 o 5 percent to/from local areas The distribution and routes listed above is based on currently approved projects, including the Smith Creek Development, which will upgrade Stubb Road and connect it as an Access Street with Harvard Drive. The City of Woodburn Transportation System Plan (TSP) identifies the extension of Evergreen Road as a Minor Arterial from its current terminus to Parr Road. A project currently under design review (DR22-02) would construct this extension. If this project is approved, the distribution of traffic is expected to largely shift from Stubb Road to Evergreen Road. Please confirm the status of this project and the network assumptions we should be using for this study. Proposed Study Intersections Based on the anticipated trip distribution and approved transportation network improvements, we are proposing to study the following eight intersections: 1. Parr Road/Front Avenue at Settlemier Avenue/Boones Ferry Road 2. Parr Road at Stubb Road 3. Parr Road at Butteville Road 4. Butteville Road at OR 219 (with future roundabout) 5. Harvard Drive at Evergreen Road 6. Evergreen Road at OR 214 7. Site Access (Street A) at Parr Road 8. Site Access (Street H) at Parr Road No intersections internal to the Smith Creek Development are proposed for analysis. The project is under construction and the TIA for the development did not estimate internal volumes. Existing Traffic Volumes We propose to collect new counts or utilize traffic counts that have been collected within the last 12 months. While the Covid19 pandemic had depressed volumes statewide, recent studies of traffic volumes have shown that most volumes have returned to normalized conditions. Therefore, no adjustments to the count data are proposed. For intersections located on state highways, we propose to seasonally adjust the through traffic volumes based on the commuter trend in ODOT’s Seasonal Trend Table. ---PAGE BREAK--- APPENDIX G SIGNAL INFORMATION ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 1/20 Pg 1 of 20 3021 - OR214 @ Woodland Timing Sheet TSSU ID 3021 Intersection OR214 @ Woodland Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Ring #1 1,2,a,8,4,b Enabled Enable Free Sequence 1 Ring #2 6,5,a,b Startup Flash 0 First All Red** 6 Start Yellow 0.0 Exit Mode Enabled Enable Red Revert 5.0 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Backup Time 600 *Manual Control Enable **Start Clear Hold Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup Min No Serve Phase 1 1 6 Phase Not On 0 2 1 6,5 Green Walk 0 3 0 Phase Not On 0 4 1 Phase Not On 0 5 2 2 Phase Not On 0 6 2 1,2 Green Walk 0 7 0 Phase Not On 0 8 1 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement Walk 0 8 0 10 0 9 0 8 Ped Clear 0 29 0 28 0 27 0 27 Minimum Green 5 8 0 6 5 8 0 6 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 2.5 4.2 0.0 2.5 2.5 4.2 0.0 2.5 Max 1 20 45 0 45 20 45 0 30 Max 2 20 45 0 75 20 45 0 25 Max 3 0 0 0 0 0 0 0 0 Yellow 3.5 4.0 3.0 3.5 3.5 4.0 3.0 3.5 Red Clearance 0.5 0.5 0.0 0.5 0.5 0.5 0.0 0.5 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 1.4 0.0 0.0 0.0 1.4 0.0 0.0 Max Initial 5 17 0 5 5 17 0 5 Time Before Reduce 5 10 0 10 5 10 0 10 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 5 10 0 10 5 10 0 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 1.0 2.2 0.0 1.0 1.0 2.2 0.0 1.0 Dynamic Max Limit 0 0 0 65 0 0 0 0 Dynamic Max Step 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 2/20 Pg 2 of 20 3021 - OR214 @ Woodland Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X X X Auto Flash Entry X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry Simultaneous Gap Disable Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 3/20 Pg 3 of 20 OR214 @ Woodland Detectors Global Detector Settings Vehicle No Activity 0 Max Presence 30 Erratic Count 0 Failed Recall Max Recall Global Detector Settings: Pedestrian No Activity 0 Max Presence 0 Erratic Count 0 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall Loop 22 1 1 0 0 0 1.5 0.0 0 0 0 0 None Loop 1 2 2 0 0 0 1.0 0.0 0 0 0 0 None Loop 2 3 2 0 0 0 1.0 0.0 0 0 0 0 None Loop 3,4 4 2 0 0 0 0.0 0.0 0 0 0 0 None Bike Loop 6 5 2 0 0 0 3.0 0.0 0 0 0 0 None Loop 5 6 0 0 0 0 0.0 0.0 0 0 0 0 None 7 3 0 0 0 0.0 0.0 0 0 0 0 None Loop 10 8 4 0 0 0 1.5 0.0 0 0 0 0 None Loop 11 9 4 0 0 0 1.5 0.0 0 0 0 0 None Loop 12,13 10 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 14,15 11 4 0 0 0 0.0 0.0 0 0 0 0 None 12 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 23,24 13 1 0 0 0 0.0 0.0 0 0 0 0 None 14 3 0 0 0 0.0 0.0 0 0 0 0 None Loop 7 15 5 0 0 0 0.0 0.0 0 0 0 0 None Loop 16 16 6 0 0 0 1.0 0.0 0 0 0 0 None Loop 17 17 6 0 0 0 1.0 0.0 0 0 0 0 None Loop 18,19 18 6 0 0 0 0.0 0.0 0 0 0 0 None Bike Loop 21 19 6 0 0 0 3.0 0.0 0 0 0 0 None Loop 20 20 0 0 0 0 0.0 0.0 0 0 0 0 None 21 7 0 0 0 0.0 0.0 0 0 0 0 None Loop 25 22 8 0 0 0 1.5 5.0 0 0 0 0 None Loop 26 23 8 0 0 0 1.5 0.0 0 0 0 0 None Loop 28,29 24 8 0 0 0 0.0 10.0 0 0 0 0 None Loop 30,31 25 8 0 0 0 0.0 5.0 0 0 0 0 None Loop 27 26 8 0 0 0 0.0 10.0 0 0 0 0 None Loop 8,9 27 5 0 0 0 0.0 0.0 0 0 0 0 None 28 7 0 0 0 0.0 0.0 0 0 0 0 None 29 0 0 0 0 0.0 0.0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 4/20 Pg 4 of 20 3021 - OR214 @ Woodland Vehicle Detector Failure Parameters and Other Options Detector Number Description 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Volume Detector X X X X X X X X X X X X X X X X X X X X Occupancy X X X X X X X X X X X X X X X X X X X X Extend X X X X X X X X X X X X X X X X X Added Initial X X X X X X Queue Terminate Call X X X X X X X X X X X X X X X X X X Detector Number Description 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Volume Detector X X X X X X X X X X X X Occupancy X X X X X X X X X X X X Extend X X X X X X X Added Initial Queue Terminate Call X X X X X X X X Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 5/20 Pg 5 of 20 3021 - OR214 @ Woodland Overlap Parameters First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description OLA EBRT OLB WBRT Overlap Enabled Disabled Disabled Disabled Disabled DisabledDisabledDisabledDisabled Enabled Enabled Disabled Disabled Disabled Phases Included 2,8 4,6 Overlap Type Normal Normal Off Off Off Off Off Off Normal Normal Off Off Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. 2 6 Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 6/20 Pg 6 of 20 3021 - OR214 @ Woodland Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 30 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence Data Sequence Ring Sequence Data 1 1 1,2,a,8,4,b 1 2 6,5,a,b 2 1 2 2 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coordination Mode Force Off Max Mode Trans Cover Peds 1 Thanksgiving 100 90 1 Grn Auto Fixed Inh Phase 2 Christmas 100 75 1 Grn Auto Fixed Inh Phase 3 0 0 0 Yel Auto Fixed Inh Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 1 Grn Auto Fixed Max1 Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase 17 0 0 0 Yel Auto Fixed Inh Phase 18 0 0 0 Yel Auto Fixed Inh Phase 19 0 0 0 Yel Auto Fixed Inh Phase 20 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 0 0 0 0 Ring Plan # 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph X X 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 7/20 Pg 7 of 20 3021 - OR214 @ Woodland Coordination Splits Thanksgiving 1 2 3 4 5 6 7 8 Description Time 15 25 0 45 15 25 0 15 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X Ref Point X Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Christmas 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 8/20 Pg 8 of 20 3021 - OR214 @ Woodland Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 9/20 Pg 9 of 20 3021 - OR214 @ Woodland Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 10/20 Pg 10 of 20 3021 - OR214 @ Woodland Time of Day Data Day Program Schedule Program Event Day Prog Action Hour Min Description 1 1 21 0 0 Schedule 1 Day Plan 1 2 1 0 0 Description Free 3 1 0 0 Month J F M A M J J A S O N D 4 1 0 0 X X X X X X X X X X X X 5 1 0 0 Weekday S M T W T F S 6 1 0 0 X X X X X X X 7 1 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 8 1 0 0 X X X X X X X X X X X X X X X 9 1 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 10 1 0 0 X X X X X X X X X X X X X X X X 11 2 1 10 0 Coordination Schedule 2 Day Plan 2 12 2 21 18 0 Free Description Thanksgiving 13 2 0 0 Month J F M A M J J A S O N D 14 2 0 0 X X 15 2 0 0 Weekday S M T W T F S 16 2 0 0 X X X 17 2 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 2 0 0 19 2 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 20 2 0 0 X X X X X X 21 3 0 0 Schedule 3 Day Plan 3 22 3 0 0 Description Christmas Plan 23 3 0 0 Month J F M A M J J A S O N D 24 3 0 0 X 25 3 0 0 Weekday S M T W T F S 26 3 0 0 27 3 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 3 0 0 29 3 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 3 0 0 31 4 0 0 Schedule 4 Day Plan 4 32 4 0 0 Description 33 4 0 0 Month J F M A M J J A S O N D 34 4 0 0 35 4 0 0 Weekday S M T W T F S 36 4 0 0 37 4 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 38 4 0 0 39 4 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 4 0 0 41 5 0 0 Schedule 5 Day Plan 5 42 5 0 0 Description 43 5 0 0 Month J F M A M J J A S O N D 44 5 0 0 45 5 0 0 Weekday S M T W T F S 46 5 0 0 47 5 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 5 0 0 49 5 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 50 5 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 11/20 Pg 11 of 20 3021 - OR214 @ Woodland Time of Day Data Cont. Day Program Schedule Program Event Day Prog Action Hour Min Description 51 6 0 0 Schedule 6 Day Plan 6 52 6 0 0 Description 53 6 0 0 Month J F M A M J J A S O N D 54 6 0 0 55 6 0 0 Weekday S M T W T F S 56 6 0 0 57 6 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 58 6 0 0 59 6 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 60 6 0 0 61 7 0 0 Schedule 7 Day Plan 7 62 7 0 0 Description 63 7 0 0 Month J F M A M J J A S O N D 64 7 0 0 65 7 0 0 Weekday S M T W T F S 66 7 0 0 67 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 68 7 0 0 69 7 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 70 7 0 0 71 8 0 0 Schedule 8 Day Plan 8 72 8 0 0 Description 73 8 0 0 Month J F M A M J J A S O N D 74 8 0 0 75 8 0 0 Weekday S M T W T F S 76 8 0 0 77 8 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 78 8 0 0 79 8 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 80 8 0 0 81 9 0 0 Schedule 9 Day Plan 9 82 9 0 0 Description 83 9 0 0 Month J F M A M J J A S O N D 84 9 0 0 85 9 0 0 Weekday S M T W T F S 86 9 0 0 87 9 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 88 9 0 0 89 9 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 90 9 0 0 91 10 0 0 Schedule 10 Day Plan 10 92 10 0 0 Description 93 10 0 0 Month J F M A M J J A S O N D 94 10 0 0 95 10 0 0 Weekday S M T W T F S 96 10 0 0 97 10 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 98 10 0 0 99 10 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 100 10 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 12/20 Pg 12 of 20 3021 - OR214 @ Woodland Preemption Data Sequence Parameters Sequence Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVB EVC EVD Preemption Type Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Dwell Veh Ph 2,5 4 1,6 8 Dwell Ped Ph Dwell Overlap 9 10 Exit Phases Exit Type Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 8 6 8 6 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 5 5 5 5 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serial Ports Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 13/20 Pg 13 of 20 3021 - OR214 @ Woodland Advanced IO Configuration Channel Configuration Channel Control Type Ctrl Source Flash Yellow Flash Red Flash Alt MMU Channel 1 Phs Veh 1 X X 1 2 Phs Veh 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Phs Veh 5 X X 5 6 Phs Veh 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 X 9 10 Olp 10 X 10 11 Olp 11 X 11 12 Olp 12 X 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 Olp 17 17 18 Olp 18 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge 5 Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge 5 Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10 Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11 Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12 Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13 Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Preempt Input 6 37 C1-71 Preempt Input 1 14 C1-52 Preempt Input 5 38 C1-72 Preempt Input 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Preempt Input 3 16 C1-54 Not Active 0 40 C1-74 Preempt Input 4 17 C1-55 Veh Det Call 15 41 C1-75 Not Active 0 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 14/20 Pg 14 of 20 3021 - OR214 @ Woodland Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23 Not Active 0 50 C11-16 Not Active 0 58 C11-24 Not Active 0 51 C11-17 Not Active 0 59 C11-25 Not Active 0 52 C11-18 Not Active 0 60 C11-26 Not Active 0 53 C11-19 Not Active 0 61 C11-27 Not Active 0 54 C11-20 Not Active 0 62 C11-28 Not Active 0 55 C11-21 Not Active 0 63 C11-29 Not Active 0 56 C11-22 Not Active 0 64 C11-30 Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 TimingPlanA 1 2 C1-3 Chl Green Walk 14 34 C1-36 TimingPlanB 1 3 C1-4 Ch Red DWalk 4 35 C1-37 TimingPlanC 1 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 TimingPlanD 1 5 C1-6 Chl Green Walk 4 37 C1-100 Not Active 20 6 C1-7 Ch Red DWalk 3 38 C1-101 Not Active 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102 Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103 Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 20 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 20 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Ch Red DWalk 11 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Ch Yel Ped Clear 11 16 C1-18 Chl Green Walk 1 48 C1-90 Chl Green Walk 11 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Ch Red DWalk 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Ch Yel Ped Clear 9 24 C1-26 Chl Green Walk 7 56 C1-99 Chl Green Walk 9 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 5 63 C11-7 Not Active 0 32 C1-34 Chl Green Walk 5 64 C11-8 Not Active 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 15/20 Pg 15 of 20 3021 - OR214 @ Woodland Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk Clearance Walk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 16/20 Pg 16 of 20 3021 - OR214 @ Woodland User Program Configuration Program Information Program # 1 Description Stop Time Enabled Enabled Statement Result Index Delay Ext Description 1 Unit Stop Time 1 0.0 0.0 Parameter A Index Aux Switch State 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Number 2 Parameter B Index Prev Line 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 17/20 Pg 17 of 20 3021 - OR214 @ Woodland Program # 2 Description Stop Time Beep Enabled Enabled Statement Result Index Delay Ext Description 1 Global Var 100 0.0 0.0 Parameter A Index Glob Var 100 Parameter B Index Number 1 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 10 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 15 Statement Result Index Delay Ext Description 4 Global Var 101 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Glob Var 101 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 18/20 Pg 18 of 20 3021 - OR214 @ Woodland Program # 3 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 19/20 Pg 19 of 20 3021 - OR214 @ Woodland Program # 4 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 11/17/2020 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 192.168.0.1/maxtime/api/db/print?template=TimingSheet_20200303.zip 20/20 Pg 20 of 20 3021 - OR214 @ Woodland Program # 5 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- ---PAGE BREAK--- Pg 1 of 22 3026 - I5 SB Ramp @ OR214 Timing Sheet TSSU ID 3026 Intersection I5 SB Ramp @ OR214 Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Ring #1 2,a,4,b Enabled Enable Free Sequence 1 Ring #2 6,5,a,b Startup Flash 0 First All Red** 6 Start Yellow 0.0 Exit Mode Enabled Enable Red Revert 5.0 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Backup Time 600 *Manual Control Enable **Start Clear Hold Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup Min No Serve Phase 1 0 Phase Not On 0 2 EB-Thru 1 6,5 Green Walk 0 3 0 Phase Not On 0 4 SB-Dual-Left 1 Phase Not On 0 5 Dummy Phase 2 2 Phase Not On 0 6 WB-Thru 2 2 Green Walk 0 7 0 Phase Not On 0 8 0 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement EB-Thru SB-Dual-Left Dummy Phase WB-Thru Walk 0 0 0 8 0 7 0 0 Ped Clear 0 0 0 15 0 8 0 0 Minimum Green 0 10 0 5 10 10 0 0 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 0.0 6.0 0.0 2.5 2.5 4.0 0.0 0.0 Max 1 0 40 0 45 45 40 0 0 Max 2 0 0 0 0 0 0 0 0 Max 3 0 0 0 0 0 0 0 0 Yellow 3.0 4.0 3.0 4.0 4.0 4.0 3.0 3.0 Red Clearance 0.0 0.5 0.0 0.5 0.5 0.5 0.0 0.0 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Initial 0 20 0 0 0 0 0 0 Time Before Reduce 0 20 0 10 10 10 0 0 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 0 10 0 5 5 10 0 0 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 0.0 4.0 0.0 1.5 1.5 2.0 0.0 0.0 Dynamic Max Limit 0 0 0 0 0 0 0 0 Dynamic Max Step 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- Pg 2 of 22 3026 - I5 SB Ramp @ OR214 Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry X Simultaneous Gap Disable X X X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial X Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle ---PAGE BREAK--- Pg 3 of 22 I5 SB Ramp @ OR214 Detectors Global Detector Settings Vehicle No Activity 0 Max Presence 15 Erratic Count 35 Failed Recall None Global Detector Settings: Pedestrian No Activity 0 Max Presence 5 Erratic Count 60 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 1 0 0 0 0 0.0 0.0 0 0 0 0 None Loop1 2 2 0 0 0 0.0 0.0 0 0 0 30 None Loop2 3 2 0 0 0 0.0 0.0 0 0 0 30 None Loop3Bike 4 2 0 0 0 0.0 0.0 0 0 0 0 None Loop4Ramp 5 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Ph2 Ext For OLPed 6 2 0 0 0 0.0 0.0 0 0 0 0 None 7 0 0 0 0 0.0 0.0 0 0 0 0 None Loop9 8 4 0 0 0 0.0 0.0 0 0 0 30 None Loop10 9 4 0 0 0 0.0 0.0 0 0 0 30 None Loops15-16 10 4 0 0 0 0.0 0.0 0 0 0 12 None Loops11-12 11 4 0 0 0 0.0 0.0 0 0 0 12 None Loops13-14 12 4 0 0 0 0.0 0.0 0 0 0 12 None 13 0 0 0 0 0.0 0.0 0 0 0 0 None 14 0 0 0 0 0.0 0.0 0 0 0 0 None Dummy Testing Detector 15 5 9 0 0 0.0 0.0 0 0 0 0 None RadC Ph6 16 6 0 0 0 0.0 0.0 0 30 255 0 Max Recall RadC Ph6 17 6 0 0 0 0.0 0.0 0 30 255 0 Max Recall Loop19Bike 18 6 0 0 0 0.0 0.0 0 0 0 0 None Loop20Ramp 19 6 0 0 0 0.0 0.0 0 0 0 0 None 20 0 0 0 0 0.0 0.0 0 0 0 0 None Loop21 21 5 9 0 0 0.0 0.0 0 0 0 12 None Loop5 22 5 9 0 0 0.0 0.0 0 0 0 12 None Loop6 23 5 9 0 0 0.0 0.0 0 0 0 12 None Loops7-8 24 5 9 0 0 0.0 0.0 0 0 0 12 None 25 0 0 0 0 0.0 0.0 0 0 0 0 None 26 0 0 0 0 0.0 0.0 0 0 0 0 None 27 0 0 0 0 0.0 0.0 0 0 0 0 None Loops22-23 28 4 0 0 0 0.0 0.0 0 0 0 12 None 29 0 0 0 0 0.0 0.0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 4 of 22 3026 - I5 SB Ramp @ OR214 Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 41 0 0 0 0 0.0 0.0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 None 65 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop1 66 2 0 0 0 3.0 0.0 0 0 0 0 None (Dummy)Loop2 67 2 0 0 0 3.0 0.0 0 0 0 0 None (Dummy)Loop3Bike 68 2 0 0 0 5.0 0.0 0 0 0 0 None (Dummy)Loop4Ramp 69 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Ph2 Ext For OLPed 70 2 0 0 0 0.0 0.0 0 0 0 0 None 71 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop9 72 4 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loop10 73 4 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loops15-16 74 4 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loops11-12 75 4 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loops13-14 76 4 0 0 0 0.0 0.0 0 0 0 0 None 77 0 0 0 0 0.0 0.0 0 0 0 0 None 78 0 0 0 0 0.0 0.0 0 0 0 0 None 79 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)RadC Ph6 80 6 0 0 0 0.0 0.0 0 30 255 0 None (Dummy)RadC Ph6 81 6 0 0 0 0.0 0.0 0 30 255 0 None (Dummy)Loop19Bike 82 6 0 0 0 5.0 0.0 0 0 0 0 None (Dummy)Loop20Ramp 83 6 0 0 0 0.0 0.0 0 0 0 0 None 84 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop21 85 5 9 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop5 86 5 9 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loop6 87 5 9 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loops7-8 88 5 9 0 0 0.0 5.0 0 0 0 0 None 89 0 0 0 0 0.0 0.0 0 0 0 0 None 90 0 0 0 0 0.0 0.0 0 0 0 0 None 91 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loops22-23 92 4 0 0 0 0.0 0.0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 5 of 22 3026 - I5 SB Ramp @ OR214 Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 96 0 0 0 0 0.0 0.0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 6 of 22 3026 - I5 SB Ramp @ OR214 Vehicle Detector Failure Parameters and Other Options Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 1 2 X X 3 X X 4 X X 5 X X 6 X X 7 8 X X 9 X X 10 X X 11 X X 12 X X 13 14 15 X X 16 X X 17 X X 18 X X 19 X X 20 21 X X 22 X X 23 X X 24 X X 25 26 27 28 X X 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 ---PAGE BREAK--- Pg 7 of 22 3026 - I5 SB Ramp @ OR214 Vehicle Detector Failure Parameters and Other Options Cont. Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 65 66 X X X X X 67 X X X X X 68 X X X X 69 X X 70 X X X 71 72 X X X X 73 X X X X 74 X X X X 75 X X X X 76 X X X X 77 78 79 80 X X X X 81 X X X X 82 X X X X 83 X X 84 85 X X X X 86 X X X X 87 X X X X 88 X X X X 89 90 91 92 X X X X 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 ---PAGE BREAK--- Pg 8 of 22 3026 - I5 SB Ramp @ OR214 Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Ph4 Right Turn Not Ped A Ped A to cross OLA Overlap Enabled Disabled Disabled Disabled Disabled DisabledDisabledDisabledDisabled Enabled Enabled Disabled Disabled Disabled Phases Included 4,5 4,6 Overlap Type Off Off Off Off Off Off Off Off Normal Normal Ped Off Off Off Modifier Phases 5 4 Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. Neg.Ped Overlaps 10 Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 7 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 8 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call X X Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle X Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- Pg 9 of 22 3026 - I5 SB Ramp @ OR214 Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Pattern Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 30 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence Data Sequence Ring Sequence Data 1 1 2,a,4,b 1 2 6,5,a,b 2 1 2 2 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 100 0 1 Yel Actuated Fixed Inh Phase 2 0 0 1 Yel Actuated Phase Inh Phase 3 0 0 1 Yel Auto Fixed Max3 Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 0 Yel Auto Fixed Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase 17 0 0 0 Yel Auto Fixed Inh Phase 18 0 0 0 Yel Auto Fixed Inh Phase 19 0 0 0 Yel Auto Fixed Inh Phase 20 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 0 20 0 30 Ring Plan # 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun X X X X X X X X X X X X X X X X X X 3 0 0 0 0 Allow Split Overrun X X X X X X X X X X X X X X X X X X 4 0 0 0 0 Allow No Coord Ph X 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- Pg 10 of 22 3026 - I5 SB Ramp @ OR214 Coordination Splits 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 60 0 40 20 60 0 0 Min 0 0 0 0 15 15 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None Max Rcl None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- Pg 11 of 22 3026 - I5 SB Ramp @ OR214 Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB-Thru SB-Dual-Left Dummy Phase WB-Thru Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- Pg 12 of 22 3026 - I5 SB Ramp @ OR214 Time of Day Data Day Program Schedule Program Event Day Prog Action Hour Min Description 1 1 21 0 0 Free Max 1 Schedule 1 Day Plan 1 2 1 1 5 30 Coord Plan 1 Description Mon-Fri 3 1 21 8 30 Free Max 1 Month J F M A M J J A S O N D 4 1 1 11 0 Coord Plan 1 X X X X X X X X X X X X 5 1 21 19 0 Free Max 1 Weekday S M T W T F S 6 1 0 0 X X X X X 7 1 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 8 1 0 0 X X X X X X X X X X X X X X X 9 1 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 10 1 0 0 X X X X X X X X X X X X X X X X 11 2 21 0 0 Free Max 1 Schedule 2 Day Plan 2 12 2 1 9 0 Coord Plan 1 Description Sat-Sun 13 2 21 19 0 Free Max 1 Month J F M A M J J A S O N D 14 2 0 0 X X X X X X X X X X X X 15 2 0 0 Weekday S M T W T F S 16 2 0 0 X X 17 2 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 2 0 0 X X X X X X X X X X X X X X X 19 2 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 20 2 0 0 X X X X X X X X X X X X X X X X 21 3 0 0 Schedule 3 Day Plan 2 22 3 0 0 Description New Year 1 23 3 0 0 Month J F M A M J J A S O N D 24 3 0 0 X X 25 3 0 0 Weekday S M T W T F S 26 3 0 0 X X X X X X 27 3 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 3 0 0 X 29 3 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 3 0 0 31 4 0 0 Schedule 4 Day Plan 2 32 4 0 0 Description New Year 2 33 4 0 0 Month J F M A M J J A S O N D 34 4 0 0 X 35 4 0 0 Weekday S M T W T F S 36 4 0 0 X 37 4 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 38 4 0 0 X 39 4 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 4 0 0 41 5 21 0 0 Free Max 1 Schedule 5 Day Plan 2 42 5 1 5 30 Coord Plan 1 Description Memorial Day 43 5 21 8 0 Free Max 1 Month J F M A M J J A S O N D 44 5 1 10 0 Coord Plan 1 X 45 5 21 19 0 Free Max 1 Weekday S M T W T F S 46 5 0 0 X 47 5 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 5 0 0 49 5 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 50 5 0 0 X X X X X X X ---PAGE BREAK--- Pg 13 of 22 3026 - I5 SB Ramp @ OR214 Time of Day Data Cont. Day Program Schedule Program Event Day Prog Action Hour Min Description 51 6 21 0 0 Free Max 1 Schedule 6 Day Plan 2 52 6 1 9 0 Coord Plan 1 Description July 4th 1 53 6 21 19 0 Free Max 1 Month J F M A M J J A S O N D 54 6 0 0 X 55 6 0 0 Weekday S M T W T F S 56 6 0 0 X X X X X 57 6 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 58 6 0 0 X 59 6 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 60 6 0 0 61 7 0 0 Schedule 7 Day Plan 2 62 7 0 0 Description July 4th 2 63 7 0 0 Month J F M A M J J A S O N D 64 7 0 0 X 65 7 0 0 Weekday S M T W T F S 66 7 0 0 X 67 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 68 7 0 0 X 69 7 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 70 7 0 0 71 8 0 0 Schedule 8 Day Plan 2 72 8 0 0 Description Labor Day 73 8 0 0 Month J F M A M J J A S O N D 74 8 0 0 X 75 8 0 0 Weekday S M T W T F S 76 8 0 0 X 77 8 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 78 8 0 0 X X X X X X X 79 8 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 80 8 0 0 81 9 0 0 Schedule 9 Day Plan 5 82 9 0 0 Description Thanksgiving 83 9 0 0 Month J F M A M J J A S O N D 84 9 0 0 X 85 9 0 0 Weekday S M T W T F S 86 9 0 0 X 87 9 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 88 9 0 0 89 9 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 90 9 0 0 X X X X X X X 91 10 0 0 Schedule 10 Day Plan 6 92 10 0 0 Description Black Fri-Sat 93 10 0 0 Month J F M A M J J A S O N D 94 10 0 0 X 95 10 0 0 Weekday S M T W T F S 96 10 0 0 X X 97 10 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 98 10 0 0 99 10 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 100 10 0 0 X X X X X X Pg 14 of 22 3026 - I5 SB Ramp @ OR214 ---PAGE BREAK--- Preemption Data Sequence Parameters Sequence Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Description EB - EVA SB - EVB WB - EVC Preemption Type Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Dwell Veh Ph 2,5 4 6 Dwell Ped Ph Dwell Overlap 9 9 Exit Phases 2,6 4 2,6 Exit Type Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X Not Override Flash X X X Not override Next Preempt X X X Min Green 3 3 3 0 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 0 0 0 0 0 0 0 Dwell Green 3 3 3 0 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serial Ports Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 Pg 15 of 22 3026 - I5 SB Ramp @ OR214 ---PAGE BREAK--- Advanced IO Configuration Channel Configuration Channel Control Type Ctrl Source Flash Yellow Flash Red Flash Alt MMU Channel 1 Phs Veh 1 X 1 2 Phs Veh 2 X X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Phs Veh 5 X 5 6 Phs Veh 6 X X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 X 9 10 None 0 X 10 11 None 11 X 11 12 None 12 X 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Olp 10 16 17 None 0 0 18 None 0 0 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge 5 Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge 5 Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10 Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11 Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12 Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13 Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Not Active 0 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Not Active 0 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 Pg 16 of 22 3026 - I5 SB Ramp @ OR214 ---PAGE BREAK--- Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23 Not Active 0 50 C11-16 Not Active 0 58 C11-24 Not Active 0 51 C11-17 Not Active 0 59 C11-25 Not Active 0 52 C11-18 Not Active 0 60 C11-26 Not Active 0 53 C11-19 Not Active 0 61 C11-27 Not Active 0 54 C11-20 Not Active 0 62 C11-28 Not Active 0 55 C11-21 Not Active 0 63 C11-29 Not Active 0 56 C11-22 Not Active 0 64 C11-30 Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 TimingPlanA 1 2 C1-3 Chl Green Walk 14 34 C1-36 TimingPlanB 1 3 C1-4 Ch Red DWalk 4 35 C1-37 TimingPlanC 1 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 TimingPlanD 1 5 C1-6 Chl Green Walk 4 37 C1-100 Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101 Aux Function On 1 7 C1-8 Ch Yel Ped Clear 3 39 C1-102 Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103 Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 18 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 18 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Aux Function On 1 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Ch Yel Ped Clear 11 16 C1-18 Chl Green Walk 1 48 C1-90 Chl Green Walk 11 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Ch Red DWalk 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Ch Yel Ped Clear 9 24 C1-26 Chl Green Walk 7 56 C1-99 Chl Green Walk 9 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 0 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 0 63 C11-7 Not Active 0 32 C1-34 Chl Green Walk 0 64 C11-8 Not Active 0 Pg 17 of 22 3026 - I5 SB Ramp @ OR214 ---PAGE BREAK--- p @ Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk Clearance Walk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- Pg 18 of 22 3026 - I5 SB Ramp @ OR214 User Program Configuration Program Information Program # 1 Description unit stop time and Ped Service Bug FixEnabled Enabled Statement Result Index Delay Ext Description 1 Unit Stop Time 1 0.0 0.0 Parameter A Index Aux Switch State 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Number 2 Parameter B Index Prev Line 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Number 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index Number 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- Pg 19 of 22 3026 - I5 SB Ramp @ OR214 Program # 2 Description stop time beep Enabled Enabled Statement Result Index Delay Ext Description 1 Global Var 100 0.0 0.0 Parameter A Index Glob Var 100 Parameter B Index Number 1 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 10 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 15 Statement Result Index Delay Ext Description 4 Global Var 101 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Glob Var 101 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Pg 20 of 22 3026 - I5 SB Ramp @ OR214 ---PAGE BREAK--- Program # 3 Description Dummy Detector Jumpers Enabled Enabled Statement Result Index Delay Ext Description 1 Veh Det Call 65 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 1 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Veh Det Call 66 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Veh Det Call 67 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 Veh Det Call 68 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 Veh Det Call 69 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 Veh Det Call 70 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 6 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Veh Det Call 71 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 7 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Veh Det Call 72 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 8 Parameter B Index None 0 ---PAGE BREAK--- Pg 21 of 22 3026 - I5 SB Ramp @ OR214 Program # 4 Description PTR Sign during Ped Overlap Enabled Enabled Statement Result Index Delay Ext Description 1 Aux Function 1 0.0 0.0 Parameter A Index Ovl Grn 10 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Aux Function 1 0.0 0.0 Parameter A Index Ovl Yel 10 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Local Var 1 0.0 0.0 Parameter A Index Veh Det 9 Parameter B Index Veh Det 8 ---PAGE BREAK--- Pg 22 of 22 3026 - I5 SB Ramp @ OR214 Program # 5 Description Enabled Disabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:33 PM hwym26p AC+ T2-6 FTR Coil TBO1-14FTR Coil 3 1 6 4 Signals SW1 Off POLICE PANEL On 2 5 T1-7 T1-9 Coil MC2 Flash Switch 6 SW2 1 3 4 Flash Auto (Side View) 5 2 TBO2-2 DC Gnd TBO2-3 Stop Time Normal Operation Shown REMARKS INITIAL DATE REV. NO. OREGON DEPARTMENT OF TRANSPORTATION 332 CABINET WIRING DIAGRAM 1 TRAFFIC - ROADWAY SECTION REV 03/18/15 SHEET 1 2 Ped 6 Ped 4 Ped A Ped C1-67 C1-69 C1-70 C1-68 C1-55 EVA EVB EVC EVD 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 C1-75 C1-54 11 11 C1-73 C1-71 12 12 C1-72 C1-74 13 13 14 14 DRAWER PTR Channel 1 Channel 1 Channel 2 Channel 2 Assembly #2 Distribution Power Input File Input File Output File FTR-3 FTR-2 FTR-4 FTR-1 Main 50 15 Signal Bus 15 15 Equip 1515 Ph Ph 15 7 SC3 1 SC1 Sign 15 Ill Flash Bus 20 Ph Ph 2 8 SC3 SC1 Flash Flash Auto On Ped Ped 9 3 SC3 SC1 Flasher No 1 Ph Ph 10 GFI 4 SC4 SC2 Flasher No 2 Ph Ph 11 5 SC2 SC4 POWER SUPPLY FUSE Ped Ped VAC AC+ VDC DC GND +24 VDC 12 206L 6 SC2 SC4 Conflict Monitor FUSE 2 4 4 6 6 A 242 242 762 762 FTR-5 FTR-6 A1 SC5 A2 SC5 A3 SC5 A4 SC5 A5 SC5 A6 SC5 SC=Signal Circuit (Typical) Output File Auxilary 1 To Main CB 2 AC Neut 3 Bus Int Illum Sign T1-8 SERVICE PANEL 4 AC+ 5 Power Input 6 TVSS GND 7 AC- 8 EQ Gnd 9 Bus 10 TBS 11 TBO 12 (Side View) Back of Cabinet 222 222 222 222 222 222 222 222 222 222 OLA J2U Radar Equip Type 112 A 12/18 2 JS UPDATED PER TSSU 01/19 3 JS UPDATED PER R2 07/20 4 JS ADDED DIODE CARD 06/21 JS UPDATE PER R2 Contrast ENET ATC Controller USB Off On AUX C50S FRONT VIEW (TYPICAL) ACTIVE Controller Model ATC C1-56 C1-43 C1-39 C1-40 C1-44 C1-63 C1-77 C1-64 C1-76 C1-47 C1-48 C1-57 C1-58 C1-42 C1-45 C1-46 C1-41 C1-65 C1-78 C1-79 C1-66 C1-50 C1-49 C1-62 C1-59 C1-60 C1-61 MT1 MT2 MT3 MT4 MT5 MT7 MT10 MT11 MT9 MT8 MT13 MT14 MT12 MT6 MT15 MT16 MT17 MT18 MT19 MT21 MT24 MT25 MT23 MT22 MT27 MT28 MT26 MT20 HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:33 PM hwym26p Ph Ph Ph Ph Phase Flash Sense PB Common PB Common Stop Time Advance Ped PB Ped PB Ped PB Ped PB Loop No. Spare NC NC TB2 TB8 TB6 TB4 12 11 12 11 12 11 12 11 10 10 10 10 6 6 6 6 1 1 1 1 8 7 8 7 8 7 8 7 4 4 4 4 5 5 5 5 9 9 9 9 3 3 3 3 2 2 2 2 I13-D I9-K I8-D I6-K I5-D I3-K I2-D I12-J I12-D C1-80 I7-J I4-J I1-J I8-K I8-J I8-E I7-K I5-K I5-J I5-E I4-K I2-K I2-J I2-E I1-K I13-K I13-J C1-53 I12-K I7-E I7-D I4-E I4-D I1-E I1-D I9-D I6-D I3-D I9-J I6-J I3-J I9-E I6-E I3-E TB02-3 TB02-4 C1-82 C1-81 Phase Det DC GND Det DC GND RR Preempt Det+24VDC Det+24VDC Loop No. Spare Spare EVD EVB EVA EVC NC TB3 TB5 TB7 TB9 12 11 12 11 12 11 12 11 10 10 10 10 6 6 6 6 1 1 1 1 8 7 8 7 8 7 8 7 4 4 4 4 5 5 5 5 9 9 9 9 3 3 3 3 2 2 2 2 J13-J J12-E J9-K J8-D J6-K J5-D J3-K J2-D J7-J J4-J J1-J J8-K J8-J J8-E J7-K J5-K J5-J J5-E J4-K J2-K J2-J J2-E J1-K C1-52 C1-51 J13-E J13-D J12-J J12-D J12-K J7-E J7-D J4-E J4-D J1-E J1-D J9-D J6-D J3-D J9-J J6-J J3-J J11-D J9-E J6-E J3-E 3 3 3 2 2 2 2 2 2 4 4 4 4 4 4 1 1 1 6 4 7 5 7 7 5 5 8 8 8 8 8 8 6 6 6 6 6 6 SHEET 2 DC Gnd 14 14 Sp Sp W W E E K K F F D D L L TB1-1 J J Bus TB1-1 +24 VDC +24 VDC C4 Connector T3 4 3 1 2 1 1 DC Gnd DC Gnd Gnd TBO2 GND +24 GND VDC Gnd +24 VDC DC DC DC 13 13 DC Sp Sp LR D W D 2 F W 2 E E J K K Bus J F Bus L L 6 3 5 1 4 2 8-7 C1-102 8-8 9-8 8-9 9-9 T15-3"I" 9-7 74 72 68 70 Reset Reset 3 3 T15-3"J" 1 SW2-4 Flash Sense Stop Time C1-14 12 12 C1-104 Sp Sp D D W F W E E J CM Reset K K J F L L Input Gnd Input Gnd SW2-5 IR-6 CONTROLLER IR 2 4 4 9-3 8-6 8-5 9-6 9-5 9-4 8-4 71 73 67 69 UNIT 3 T15 T15 11 11 POWER Sp Sp D W W E E K K F F D L L J J 4 9-1 75 54 Phase 5 DW 10 10 Sp Sp D E F D E F K W L J K L W J 6 G W W G R R Y Y Y Y 111 110 109 105 112 108 106 107 104 103 102 101 7 C1= C1= DISTRIBUTION Sp Sp W F D D W E E J K K F 8 L L J 9 9 INPUT FILE 6-12 6-9 INPUT FILE 6-10 7-10 7-12 7-11 7-9 61 60 6-11 62 59 OUTPUT FILE 9 Field Terminals Phase 10 DW Sp Sp DW D D W W E E K K F F J 8 8 L L J W R G G W R Y Y 7-8 6-5 7-7 7-6 7-5 6-6 6-7 6-8 T4 49 50 123 119 122 115 113 120 116 114 121 124 118 117 Sp Sp D D W W E E K K F F 7 7 J L L J EQ GND BUS AC- GND EQ EQ 1 7-2 7-4 6-1 7-1 6-2 6-4 79 66 1 7-3 6-3 65 78 Phase AC NEUT BUS TBO1-5 FL1 CK1 AC- 2 2 Sp Sp D D W W E E K K F F J L L J 6 6 TB= TB= R R G R G R G ASSEMBLY G Y Y Y Y 4-10 5-12 4-11 4-9 5-11 4-12 5-10 45 TBO1-6 46 42 41 5-9 CK2 AC- FL1 131 3 3 133 127 136 134 130 129 135 125 132 128 126 Sp Sp D D W W E E J K K TBO1-7 F F FL2 L L J 5 5 SIG CK5 CK1 4 4 5-6 5-5 4-7 4-5 5-7 5-8 4-8 4-6 58 57 T16-1 TBO1-8 AC+ FL2 CK2 EQUIPMENT 5 5 Sp Sp D D W W J E E K K F F J L L 4 4 SW1-6 AC+ FTR CTL 5-3 4-2 5-1 4-1 5-4 5-2 4-3 4-4 6 6 48 47 TBO1-12 MC2 Coil TBO1-1 SIG CK1 T16 T16 Sp Sp D D W W E E K K J F F J TBO1 3 3 L L 7 7 SW2-2 10 11 13 14 12 2 3 1 8 4 5 9 6 7 3-11 2-11 2-12 3-12 2-9 2-10 77 3-10 64 76 3-9 63 TBO1-2 TB0-4 SIG Sign CK2 ILL 8 T1-5 8 T1-5 AC+ SW2-1 AC+ 1 Sp Sp D D 1 W W E E K K J F F J 2 2 L L TBO1-3 TBO1-11 SIG CK3 AC+ 9 9 3-5 2-7 3-8 2-8 2-5 3-6 AC Neut Bus 3-7 40 2-6 43 44 39 AC Neut Bus AC- AC- DS-2 2 2 SIG TBO1-4 AC+ CK4 10 10 EQ Eq Gnd Bus Sp Sp D D W W J E E J K K F F Eq Gnd Bus Gnd L L 1 1 Gnd Eq Eq 3 3 2-2 3-1 3-2 2-3 3-3 2-4 3-4 2-1 T2 T1 56 55 T2-4 T2-5 T1-1 AC Neut Bus SW1-5 DW +24 VDC TB1-1 TB8-11 TB8-10 TB1-2 T2-7 SigCk1 T2-8 SigCk2 T2-9 SigCk3 T2-10 SigCk4 T2-2 T2-3 FL1Ck1 FL1Ck2 FL2Ck1 FL2Ck2 Eq Gnd AC- CM-FF,CM-28 (AC+) T1-9 (MC2 Coil)T1-7 CM-EE,LR-1 LR-7 (Door SW)SW3-1 FTR Coil Relay Logic Isolation Relay 4 4 4 4 4 6 6 6 6 6 2 2 2 C5 Connector Phase DW W G R Y Y A102 A104 A106 A105 A103 A101 AUXILIARY OUTPUT FILE Phase DW W R G Y A112 A115 A113 A111 A116 A114 Phase R R G G Y YA125 A126 A122 A124 A123 A121 FTR Coil FL2Ck2 FL2Ck1 Eq Gnd SigCk2 SigCk1 AC- TA 6 3 7 5 1 4 2 TBO1-10 TBO1-14 TBO1-8 TBO1-7 TBO1-9 T1-4 T1-4 /TA-1 /TA-2 /TA-7 /TA-3 /TA-4 TA-5 & 6 REAR VIEW (TYPICAL) PTR T15-1"J" T15-1"I" T3-1 TB02-1 TB9-2 Aux. E.V. Det. Harness Aux GND C5-24 (+24VDC) Det DC Gnd 1 TB9-6 TB02-5 (Monitor Reset) Det+24VDC WHITE/BLUE 2 Aux EVA WHITE PAIR 2nd Det 3 A Aux EVA BLUE INPUT PANEL 3rd Det (LOCAL) B 4 C-2 Aux EVC C WHITE 2nd Det E 5 WHITE/ORANGE Aux EVC ORANGE 3rd Det PAIR 6 Aux GND Det DC Gnd 7 B E A C Aux. E.V. Det. Harness TB9-9 (MASTER) 8 C-2 Aux EVB 2nd Det INTERCONNECT CABLE 9 Aux EVB 10 3rd Det FROM MODEM Aux EVD 2nd Det 11 Aux EVD 3rd Det 12 TB10 TB1 Det+24VDC (dead front) Connector C5 Bus DC Gnd (Side View) Back of Cabinet 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 20 9 10 15, 16 11, 12 13, 14 19 4 5 6 7, 8 21 22, 23 OLA OLA OLA PED A PED A CLICK 650 C B A D `6 GND N IN L IN GND L1 N1 Power 5 Alarm 3 1 6 4 2 Link/Act Master 9 Link/Act Master 7 SP1 Labels 1 2 3 AC+ AC- GND GND N IN L IN GND L1 N1 GND N IN L IN GND L1 N1 Labels Labels Labels L1 RS930L N1 SPARE GND SPARE GND RS930L N1 RS930L 4 5 6 7 8 910111213 SP2 SP3 1FU 0.25A UPSTREAM VDSL BRACKET COMM. DIN RAIL B U H R E B I F BIKE BIKE A HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:34 PM hwym26p O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O SHEET 3 ADV ENABLE PED INHIBIT OLA YELLOW OLB YELLOW OLA GREEN OLC YELLOW NOT ASSIGN OLD YELLOW FLASH OUT NOT ASSIGN OLB GREEN Ph Ped OLA RED NOT ASSIGN NOT ASSIGN Ph Ped OLC GREEN OLD GREEN Ph Ped OLC RED Ph Ped OLB RED Stop Time RR Preempt Flash Sense OLD RED Input Gnd Input Gnd Functions Functions Functions Watchdog Assigned Assigned Assigned 4 4 3 YELLOW 8 6 3 GREEN 2 2 4 GREEN 4 1 D.WALK 5 YELLOW 8 4 DET, E 6 3 4 D.WALK 1 YELLOW 4 YELLOW 2 3 RED 6 YELLOW 2 GREEN 4 WALK 2 DET, E 5 Program Program 8 D.WALK 8 YELLOW 1 5 GREEN 4 RED 6 4 8 GREEN 8 DET, E 1 WALK Program DC Gnd 6 DET, E 6 GREEN 2 D.WALK 1 RED 8 WALK 2 7 8 8 1 6 RED 7 RED 5 RED 6 D.WALK 7 YELLOW 3 D.WALK 5 3 WALK Advance 1 GREEN 7 GREEN 6 2 WALK DC Gnd 7 2 YELLOW 3 6 WALK 8 RED 2 RED TOD/DOW TOD/DOW TOD/DOW TOD/DOW DET, C DET,E&C DET,E&C DET, C DET, C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET, C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C EVC DET,E&C DET,E&C EVA EVB EVD 8 4 2 6 100 103 104 102 101 Pin Pin Pin 55 51 50 47 84 96 45 40 80 78 74 72 71 70 69 92 91 89 88 87 86 85 83 95 93 54 53 52 49 44 43 42 41 81 66 65 64 63 62 61 59 58 57 56 79 75 68 90 98 97 94 48 67 60 46 39 82 99 77 76 73 30 26 24 18 17 15 10 37 36 35 34 31 29 25 21 20 19 16 13 11 38 33 32 28 27 23 22 14 12 5 3 2 9 8 7 6 4 1 C1 Connector C1 Connector C1 Connector DC Gnd Bus DC Gnd Bus Termination Termination Termination T15-4"J" T15-3"I" J8-1&2 I1-1&2 I5-1&2 J5-1&2 J1-1&2 I8-1&2 J4-1&2 I4-1&2 C4-37 I13-2 C5-16 C5-15 C5-11 C5-18 C5-10 C5-17 C5-14 C5-13 C5-12 J13-2 J12-2 I12-2 J11-2 C4-34 C4-33 C4-25 C4-12 C4-11 C4-23 C4-20 C4-18 C4-17 C4-15 C4-32 C4-29 C4-28 C4-26 C4-19 C4-16 C4-13 J13-1 I13-1 J12-1 C4-36 C4-35 C4-27 C4-10 C4-24 C4-22 C4-21 C4-14 I12-1 C4-31 C4-30 J11-1 I3-2 J3-2 J7-2 I9-2 C5-1 J2-2 C4-4 C4-3 C4-2 J9-2 I3-1 I2-2 I7-2 C5-8 C5-7 C5-5 C5-3 C5-2 C4-7 C4-5 C4-1 J7-1 I7-1 I2-1 J3-1 C5-9 C5-6 C5-4 I6-2 C4-6 I9-1 J9-1 C4-9 C4-8 J2-1 J6-2 J6-1 I6-1 - - - - - - F&W F&W F&W F&W F&W F&W F&W F&W Pin Pin Out 20 19 26 24 23 22 21 17 11 10 30 29 27 25 22 16 15 35 32 31 18 15 14 28 24 21 20 12 11 10 19 18 17 14 13 36 34 33 16 12 23 13 Monitor-Pin 22 W F W W W W F - F F F F F F F W W W W W F F - W W F W W F F - - F W - - 7 5 2 1 6 5 4 3 - - - 8 6 7 2 9 8 4 3 1 9 Terminals C5 Connector C4 Connector TB1-1 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 In In 8 - DE&JK DE&JK DE&JK 8 8 6 6 8 - - - 8 6 6 DE&JK 8 8 8 8 - 8 - - 6 DE&JK DE&JK 6 DE&JK DE&JK 8 8 8 8 8 8 6 6 - 6 6 8 6 6 6 6 6 6 6 6 8 D&E D&E D&E D&E D&E D&E D&E D&E D&E D&E J&K J&K J&K J&K J&K J&K J&K J&K J&K J&K In Switch Pack Switch Pack D D D D - - D J - - J J - - J J Position Position Input Files A3-DW A6-DW 12-DW A3-W A6-W A2-R A5-R A4-R A2-G A1-R A1-G A5-Y 3-DW A5-G A3-Y A1-Y 9-DW A4-G A2-Y 6-DW A4-Y A6-Y 10-R 12-W 11-R 10-G 12-Y 10-Y 11-Y 11-G 3-W 2-R 6-W 9-W 4-R 7-R 1-R 8-R 5-R 5-G 3-Y 2-Y 2-G 5-Y 1-Y 1-G 4-G 8-Y 8-G 7-G 6-Y 9-Y 7-Y 4-Y NC NC NC NC NC - - - All TB2-1,2&3,4 TB5-1,2&3,4 TB3-1,2&3,4 TB4-1,2&3,4 TB5-5,6&7,8 TB4-5,6&7,8 TB7-5,6&7,8 TB6-5,6&7,8 TB2-11&12 TB5-11&12 TB3-11&12 TB4-11&12 TB6-11&12 TB7-11&12 TB5-9&10 TB6-9&10 TB3-9&10 TB4-9&10 TB2-9&10 TB7-9&10 TB7-3&4 TB3-7&8 TB2-5&6 TB7-1&2 TB2-7&8 TB3-5&6 TB6-3&4 TB6-1&2 Terminals TB9-10 TB8-10 TB9-11 TB8-11 TB8-2 TB9-7 TB9-4 TB9-8 TB9-5 TB8-1 TB8-5 TB8-4 TB9-1 TB8-8 TB8-7 Out Out Field 3 5 5 3 3 3 3 5 5 3 3 7 7 - - - 5 5 5 7 3 3 7 7 7 5 7 9 3 3 3 3 7 7 5 5 5 5 7 - - - 7 5 3 7 5 3 7 3 7 - 7 7 5 5 3 3 - 7 7 5 5 - +24VDC A123 A125 A124 A121 A126 Term. Term. A122 A115 A114 A106 A105 A103 A102 A101 A104 A113 A111 A116 Field Field A112 101 136 130 123 118 120 121 119 113 102 131 134 109 112 114 124 115 117 116 125 128 103 106 105 110 111 127 126 129 104 133 132 135 108 122 107 - - - - - - - - LOAD 1 AC+ CG MODEL 204 FLASHER 11 7 9 (TYPICAL) 10 12 8 AC- LOAD 2 NA RED GRN CGB YEL NA NA MODEL 200 LOAD SWITCH 12 10 2 6 4 8 (TYPICAL) CONT DC- OUT AC+ 11 5 1 3 7 9 AC+ NA RED GRN +24 VDC YEL T&B = Tied and Bundled PROGRAM PIN ASSIGNMENTS 6PED 4PED 2PED (NON-TYPICAL) ASSIGNMENTS CHANNEL HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:34 PM hwym26p TIME STOP FLASH AUTO for either option Use #12 AWG wire SIGNAL CABLE 10 CONDUCTOR SHEET 4 L 8 INPUT FILE TERM BLOCK "14", POSITION TBS PDA W/GFI MC FR WDT FTR DR SW CB-1 TR IR LR IFI-14D FU1 * R FLASHER UNIT ONE MERCURY CONTACTOR WIRE SIZE, IF NOT INDICATED SHALL BE # 14 AWG POWER DISTRIBUTION ASSEMBLY EQUIPMENT GROUND TERMINAL BLOCK-SERVICE SURGE PROTECTORS DC GROUND RELAY CONTACT, NORMALLY OPEN RELAY CONTACT, NORMALLY CLOSED WITH GROUND FAULT INTERRUPTER DUPLEX RECEPTACLE CIRCUIT BREAKER RELAY COIL-* RELAY NAME LOGIC RELAY ISOLATION RELAY TRANSFER RELAY SIGNAL CIRCUIT BREAKER 1 (SECONDARY) DOOR SWITCH, SHOWN WITH DOOR OPEN PDA FLASH ON DISPLAY LAMP FLASH TRANSFER RELAY WATCHDOG TIMER FLASH RELAY Door Switch 10 3 2 7 5 8 9 6 4 1 Ch3-In DC Gnd Input Gnd + 24VDC Input Gnd Ch1-Out Ch4-In Ch2-Out Ch1-In Eq Gnd Ch2-In Ch4-In Input Gnd Ch3-Out Ch3-In AC+ Ch4-Out Ch1-In Reset AC- Ch2-In Input Gnd (SW3) POLICE PANEL WITH AUXILIARY SWITCH *SIX 1P-15A, 120 VAC Open N/U TB0-1 TB0-3 N/U N/U TB0-2 N/U N/U OFF TB01-11 LOGIC RELAY SWITCH T16 Traffic Signal Cabinet Traffic Signal Cabinet DOOR TB02-2 Eq Gnd Closed (Front View) 3 ON AC- A 2 SPARE SPARE AC- (Neutral) AC+ (120 Vac) Ped. Clearance (PCOI) Ped. Clearance (PCOI) Supervision Veh. Clearance (VCOI) Supervision Veh. Clearance (VCOI) TB01-12 AC+ Monitor In Place 1 INPUT FILE - TYPICAL WIRING DETAILS F Energized DC Gnd AUTO F E R T D Z S P B W V U A X H C N M Y K L J +24 VDC 1 TB01-13 24 LR MU MC2 Coil L LR CONTROLLER 25 FLASH MU Slot 1 thru Slot 14 UNIT W E X F K D * B H C M A N L J 14 A (Front View) 2 14 ONE LINE DIAGRAM 120 VAC MAIN 24 VDC 1 4 1 P R U V T S 7 Y Z CIRCUIT BREAKER 2 S 3 1 P Coil PURPLE ORANGE YELLOW 14 BLACK 14 BLUE PINK RED TAN 2 INDIVIDUAL WIRES 1P-50A 5 S 4 6 P B MC 14 IR R FLASH SENSE (PDA 14 3 +24VDC W D E F K X B M A H C L N J 7 8 S 3 9 P 0R P U Y R 14 S 8 Z V T 8 8 8 ORANGE/BLACK . WHITE/BLACK GREEN/BLACK 14 TB02-1 AC+ TB02-2 RED/BLACK 4 TB02-4 . 10 11 12 S P ORANGE TB01-10 GREEN BLACK WHITE TBS 14 BLUE . 14 IR RED 120 VAC 14 1P-15A 5 EQUIP MC A2 A1 A3 4 S P ISOLATION RELAY 14 Reset 3 14 6 DC Gnd DC Gnd A5 A4 Flash A6 Sense 2 FTR S 14 P (ILL. SIGNS) +24VDC T1-8 AC W/GFI 10 1 14 R T15 - (Front View) TERMINALS Normal Operation Ch2-Input Ch2-Input Ch2-Output Terminals T1 thru T14 Equip Gnd Ch1-Input Ch1-Input Ch1-Output Spare De-energized FIELD 14 10 SUPPLY POWER FTR 8 7 3 6 14 14 Coil RC 14 (Rear View) OUTPUT FILE(S) PCR Railroad Cabinet VCR U F 1 FUSEHOLDER 2 14 115 VAC 120 VAC +24 VDC R F 2 U +24 VDC FTR 1-AMP Coil 14 120 VAC FLASH FUSE 2P-20A "Flash BUS 1/SP Relay" F4 Sense 5/E 3/W 2/F 4/D 7/K 6/J 8/L TCBX TCBX TCNX TCNX TB01-14 SWITCH REAR DOOR CONTROL FAN & TEMP. FILE(S) INPUT FTR-2 FTR-1 FTR-4 FTR-3 FTR's De-energized Flash Input Normal Operation 8 7 SP SP SP SP SP SP OUTPUT FILE - TYPICAL WIRING DETAILS 6 5 3 4 Coil 2 1 (Red Flash Shown) Output Terminals 115VAC TBO1-14 R AC- Y G AC+ (Front View) +24 VDC May Be Programmed To Flash Red or Yellow R G Y 11 9 7 5 3 1 SP SP 12 10 4 8 6 2 Field Terminals EQ Gnd R G Y +24VDC DC Inputs (C4) AC+ R G Y 11 5 3 9 7 1 SP SP 12 10 8 4 2 6 Eq Gnd R G Y (Yellow Flash Shown) Output Terminals DC Inputs (C4) R Y G RAILROAD INTERCONNECT WIRING (TYPICAL) FIXTURE LIGHT IN-LINE Monitor Interlock Switchpacks 1, 2, 4, 5, 7, 8, 10, & 11 Input Gnd IF-1F VEH. Ph.1 S10 1 IF-2F Ph.2 VEH. 2 S11 1 IF-5F VEH. Ph.3 2 S12 1 IF-6F VEH. Ph.4 2 S13 1 JF-1F VEH. Ph.5 DETECTOR TEST PANEL 2 S14 1 JF-2F VEH. Ph.6 2 S15 1 JF-5F VEH. Ph.7 2 S16 1 JF-6F VEH. Ph.8 2 S17 1 IF-12F PED. Ph.2 2 S18 1 IF-12W PED. Ph.4 2 S19 1 IF-13F Ph.6 PED. 2 S20 1 IF-13W PED. Ph.8 2 S21 1 2 DCG HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- 1 2 3 4 8 7 14 13 15 16 19 20 12 11 6 21 22 23 N 5 9 10 4 NORMAL PHASE ROTATION 2 6 A Ped A A Ped A) Ped A) Ped A Ph. 2 Ph. 6 PHASE 2 & 5 CHANNEL A PHASE 4 CHANNEL B FIRE PREEMPTION OPERATION Ph. 4 OLA OLA = 4+5 OLA PHASE 6 CHANNEL C 5 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:34 PM hwym26p SHEET 5 S.B. On Ramp S.B. Off Ramp S.B. On Ramp OR 214 R-F A C 6A 19 `6 `6 `2 `2 `4 `4 OLA PED A PED 4 PED 6 EVA EVB EVC HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- 03026_I-5SB_OR214.dgn Default 6/3/2021 2:42:34 PM hwym26p 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 2-14 2-15 2-16 3-4 3-5 3-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 3-15 3-16 4-5 4-6 4-7 4-8 4-9 4-10 4-11 4-12 4-13 4-14 4-15 4-16 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 6-7 6-8 6-10 6-11 6-12 6-13 6-14 6-15 6-16 7-8 7-9 7-10 7-11 7-12 7-13 7-14 7-15 7-16 8-9 8-10 8-11 8-12 8-13 8-14 8-15 8-16 9-16 9-15 9-14 9-13 9-12 9-11 9-10 15-16 14-16 14-15 13-16 13-15 13-14 12-16 12-15 12-14 12-13 6-9 11-16 11-15 11-14 11-13 11-12 10-16 10-15 10-14 10-13 10-12 10-11 2 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 13-16 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 2-14 2-15 2-16 3-4 3-5 3-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 3-15 3-16 4-5 4-6 4-7 4-8 4-9 4-10 4-11 4-12 4-13 4-14 4-15 4-16 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 6-7 6-8 6-10 6-11 6-12 6-13 6-14 6-15 6-16 7-8 7-9 7-10 7-11 7-12 7-13 7-14 7-15 7-16 8-9 8-10 8-11 8-12 8-13 8-14 8-15 8-16 9-16 9-15 9-14 9-13 9-12 9-11 9-10 15-16 14-16 14-15 13-15 13-14 12-16 12-15 12-14 12-13 6-9 11-16 11-15 11-14 11-13 11-12 10-16 10-15 10-14 10-13 10-12 10-11 2 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 YELLOW INHIBIT JUMPERS DIODES - Diode Removed Makes Movement Allowable (Diode IN4148) CONFLICT MONITOR DIODE CARD CHANNEL ASSIGNMENT DIODES - Diode Removed Makes Movement Allowable (Diode IN4148) YELLOW INHIBIT JUMPERS CONFLICT MONITOR DIODE CARD CHANNEL ASSIGNMENT Ch.1 Ch.2 Ch.3 Ch.4 Ch.5 Ch.6 Ch.7 Ch.8 Ch.9 Ch.11 Ch.12 Ch.13 Ch.14 Ch.15 Ch.10 Ch.16 Ch.1 Ch.2 Ch.3 Ch.4 Ch.5 Ch.6 Ch.7 Ch.8 Ch.9 Ch.11 Ch.12 Ch.13 Ch.14 Ch.15 Ch.10 Ch.16 Ph 2 Ph 4 Ph 6 NU NU Ped 2 Ped 4 NU NU NU NU NU NU NU Ped A OLA HWY#: TSSU ID#: INTERSECTION: I-5 SB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03026 36.72 ---PAGE BREAK--- Pg 1 of 22 3024 - OR214 @ I5 NB Ramp Timing Sheet TSSU ID 3024 Intersection OR214 @ I5 NB Ramp Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Ring #1 2,a,b Enabled Enable Free Sequence 1 Ring #2 6,a,8,b Startup Flash 0 First All Red** 6 Start Yellow 0.0 Exit Mode Enabled Enable Red Revert 5.0 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Backup Time 600 *Manual Control Enable **Start Clear Hold Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup Min No Serve Phase 1 0 Phase Not On 0 2 EB 1 6 Green Walk 0 3 0 Phase Not On 0 4 0 Phase Not On 0 5 0 Phase Not On 0 6 WB 2 2 Green Walk 0 7 0 Phase Not On 0 8 NB 2 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement EB WB NB Walk 0 7 0 0 0 0 0 8 Ped Clear 0 17 0 0 0 0 0 23 Minimum Green 5 10 0 0 0 10 0 6 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 0.0 4.0 0.0 0.0 0.0 6.0 0.0 2.5 Max 1 0 40 0 0 0 40 0 45 Max 2 0 40 0 0 0 40 0 55 Max 3 0 0 0 0 0 0 0 0 Yellow 0.0 4.0 0.0 0.0 0.0 4.0 0.0 4.7 Red Clearance 0.0 0.5 0.0 0.0 0.0 0.5 0.0 0.7 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Max Initial 0 0 0 0 0 20 0 0 Time Before Reduce 0 10 0 0 0 10 0 10 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 0 10 0 0 0 10 0 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 0.0 2.0 0.0 0.0 0.0 4.0 0.0 1.5 Dynamic Max Limit 0 50 0 0 0 50 0 60 Dynamic Max Step 0.0 5.0 0.0 0.0 0.0 5.0 0.0 5.0 Advace Walk 0 0 0 0 0 0 0 7 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- Pg 2 of 22 3024 - OR214 @ I5 NB Ramp Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry X Simultaneous Gap Disable X X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial X Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle ---PAGE BREAK--- Pg 3 of 22 OR214 @ I5 NB Ramp Detectors Global Detector Settings Vehicle No Activity 0 Max Presence 10 Erratic Count 35 Failed Recall None Global Detector Settings: Pedestrian No Activity 0 Max Presence 5 Erratic Count 60 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 1 0 0 0 0 0.0 0.0 0 0 0 0 None RadA Ph2 Advance1 2 2 0 0 0 0.0 0.0 0 20 255 0 Max Recall RadA Ph2 Advance2? 3 2 0 0 0 0.0 0.0 0 20 255 0 Max Recall Loop 3 Bike 4 2 0 0 0 0.0 0.0 0 0 0 0 None 5 0 0 0 0 0.0 0.0 0 0 0 0 None 6 0 0 0 0 0.0 0.0 0 0 0 0 None Loop 8 NB OnRamp Count Only 7 6 0 0 0 0.0 0.0 0 0 0 0 None Loop 15, 16 8 8 0 0 0 0.0 0.0 0 0 0 12 None Loop 17, 18 9 8 0 0 0 0.0 0.0 0 0 0 12 None Loop 19, 20 10 8 0 0 0 0.0 0.0 0 0 0 12 None Loop 21, 22, 23 11 8 0 0 0 0.0 0.0 0 0 0 0 None 12 0 0 0 0 0.0 0.0 0 0 0 0 None 13 0 0 0 0 0.0 0.0 0 0 0 0 None 14 0 0 0 0 0.0 0.0 0 0 0 0 None 15 0 0 0 0 0.0 0.0 0 0 0 0 None Loop 5 16 6 0 0 0 0.0 0.0 0 0 0 25 None Loop 6 17 6 0 0 0 0.0 0.0 0 0 0 25 None Loop 7 Bike 18 6 0 0 0 0.0 0.0 0 0 0 0 None 19 0 0 0 0 0.0 0.0 0 0 0 0 None 20 0 0 0 0 0.0 0.0 0 0 0 0 None Loop 4 NBOnRamp Count Only 21 2 0 0 0 0.0 0.0 0 0 0 0 None Loop 9 22 8 0 0 0 0.0 0.0 0 0 0 25 None Loop 10 23 8 0 0 0 0.0 0.0 0 0 0 25 None Loop 11 24 8 0 0 0 0.0 0.0 0 0 0 25 None Loop 12, 13, 14 25 8 0 0 0 0.0 0.0 0 0 0 25 None 26 0 0 0 0 0.0 0.0 0 0 0 0 None 27 0 0 0 0 0.0 0.0 0 0 0 0 None 28 0 0 0 0 0.0 0.0 0 0 0 0 None 29 0 0 0 0 0.0 0.0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 4 of 22 3024 - OR214 @ I5 NB Ramp Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 41 0 0 0 0 0.0 0.0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 None 65 0 0 0 0 0.0 0.0 0 0 0 0 None 66 0 0 0 0 0.0 0.0 0 0 0 0 None 67 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 3 Bike 68 2 0 0 0 3.0 0.0 0 0 0 0 None 69 0 0 0 0 0.0 0.0 0 0 0 0 None 70 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 8 NB OnRamp Count Only 71 6 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 15, 16 72 8 0 0 0 0.0 5.0 0 0 0 0 None (Dummy)Loop 17, 18 73 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 19, 20 74 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 21, 22, 23?? 75 8 0 0 0 0.0 0.0 0 0 0 0 None 76 0 0 0 0 0.0 0.0 0 0 0 0 None 77 0 0 0 0 0.0 0.0 0 0 0 0 None 78 0 0 0 0 0.0 0.0 0 0 0 0 None 79 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 5 80 6 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 6 81 6 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 7 Bike 82 6 0 0 0 3.0 0.0 0 0 0 0 None 83 0 0 0 0 0.0 0.0 0 0 0 0 None 84 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 4 NBOnRamp Count Only 85 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 9 86 8 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loop 10 87 8 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loop 11 88 8 0 0 0 2.0 0.0 0 0 0 0 None (Dummy)Loop 12, 13, 14 89 8 0 0 0 2.0 0.0 0 0 0 0 None 90 0 0 0 0 0.0 0.0 0 0 0 0 None 91 0 0 0 0 0.0 0.0 0 0 0 0 None 92 0 0 0 0 0.0 0.0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 5 of 22 3024 - OR214 @ I5 NB Ramp Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 96 0 0 0 0 0.0 0.0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- Pg 6 of 22 3024 - OR214 @ I5 NB Ramp Vehicle Detector Failure Parameters and Other Options Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 1 2 X X X X 3 X X X X 4 X X 5 6 7 X X 8 X X 9 X X 10 X X 11 X X 12 13 14 15 16 X X 17 X X 18 X X 19 20 21 X X 22 X X 23 X X 24 X X 25 X X 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 ---PAGE BREAK--- Pg 7 of 22 3024 - OR214 @ I5 NB Ramp Vehicle Detector Failure Parameters and Other Options Cont. Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 65 66 67 68 X X X X 69 70 71 X X 72 X X X X 73 X X X X 74 X X X X 75 X X X X 76 77 78 79 80 X X X X X 81 X X X X X 82 X X X X 83 84 85 X X 86 X X X X 87 X X X X 88 X X X X 89 X X X X 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 ---PAGE BREAK--- Pg 8 of 22 3024 - OR214 @ I5 NB Ramp Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Overlap Enabled Disabled Disabled Disabled Disabled DisabledDisabledDisabledDisabled Disabled Disabled Disabled Disabled Disabled Phases Included Overlap Type Off Off Off Off Off Off Off Off Off Off Off Off Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- Pg 9 of 22 3024 - OR214 @ I5 NB Ramp Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 20 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence Data Sequence Ring Sequence Data 1 1 2,a,b 1 2 6,a,8,b 2 1 2 2 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 AM Peak 100 90 1 Yel Auto Float Inh Phase 2 0 0 1 Yel Auto Fixed Inh Phase 3 0 0 1 Yel Auto Fixed Inh Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 0 Yel Auto Fixed Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase 17 0 0 0 Yel Auto Fixed Inh Phase 18 0 0 0 Yel Auto Fixed Inh Phase 19 0 0 0 Yel Auto Fixed Inh Phase 20 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 0 20 0 20 Ring Plan # 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph 5 0 0 0 0 Coord Now 6 0 0 0 0 Pg 10 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Coordination Splits AM Peak 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 60 0 0 0 60 0 40 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped X FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None Max Rcl None None None Max Rcl None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Pg 11 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description EB WB NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Pg 12 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Time of Day Data Day Program Schedule Program Event Day Prog Action Hour Min Description 1 1 1 5 30 AM Peak Schedule 1 Day Plan 1 2 1 21 8 0 Free Description Monday - Friday 3 1 1 11 0 PM Peak Month J F M A M J J A S O N D 4 1 21 19 0 Free X X X X X X X X X X X X 5 1 0 0 0 Weekday S M T W T F S 6 1 0 0 X X X X X 7 1 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 8 1 0 0 X X X X X X X X X X X X X X X 9 1 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 10 1 0 0 X X X X X X X X X X X X X X X X 11 2 1 9 0 Weekend Schedule 2 Day Plan 2 12 2 21 19 0 Free Description Saturday - Sunday 13 2 0 0 Month J F M A M J J A S O N D 14 2 0 0 X X X X X X X X X X X X 15 2 0 0 Weekday S M T W T F S 16 2 0 0 X X 17 2 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 2 0 0 X X X X X X X X X X X X X X X 19 2 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 20 2 0 0 X X X X X X X X X X X X X X X X 21 3 0 0 Schedule 3 Day Plan 2 22 3 0 0 Description New Years 23 3 0 0 Month J F M A M J J A S O N D 24 3 0 0 X X 25 3 0 0 Weekday S M T W T F S 26 3 0 0 X X X X X 27 3 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 3 0 0 29 3 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 3 0 0 31 4 0 0 Schedule 4 Day Plan 2 32 4 0 0 Description New Years 33 4 0 0 Month J F M A M J J A S O N D 34 4 0 0 X 35 4 0 0 Weekday S M T W T F S 36 4 0 0 X 37 4 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 38 4 0 0 39 4 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 4 0 0 41 5 0 0 Schedule 5 Day Plan 2 42 5 0 0 Description Memorial Day 43 5 0 0 Month J F M A M J J A S O N D 44 5 0 0 X 45 5 0 0 Weekday S M T W T F S 46 5 0 0 X 47 5 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 5 0 0 49 5 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 50 5 0 0 X X X X X X X Pg 13 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Time of Day Data Cont. Day Program Schedule Program Event Day Prog Action Hour Min Description 51 6 0 0 Schedule 6 Day Plan 2 52 6 0 0 Description July 4th 53 6 0 0 Month J F M A M J J A S O N D 54 6 0 0 X 55 6 0 0 Weekday S M T W T F S 56 6 0 0 X X X X X 57 6 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 58 6 0 0 59 6 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 60 6 0 0 61 7 0 0 Schedule 7 Day Plan 2 62 7 0 0 Description July 4th 63 7 0 0 Month J F M A M J J A S O N D 64 7 0 0 X 65 7 0 0 Weekday S M T W T F S 66 7 0 0 X 67 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 68 7 0 0 69 7 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 70 7 0 0 71 8 0 0 Schedule 8 Day Plan 2 72 8 0 0 Description Labor Day 73 8 0 0 Month J F M A M J J A S O N D 74 8 0 0 X 75 8 0 0 Weekday S M T W T F S 76 8 0 0 X 77 8 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 78 8 0 0 79 8 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 80 8 0 0 81 9 0 0 Schedule 9 Day Plan 2 82 9 0 0 Description Thanksgiving 83 9 0 0 Month J F M A M J J A S O N D 84 9 0 0 X 85 9 0 0 Weekday S M T W T F S 86 9 0 0 X 87 9 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 88 9 0 0 89 9 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 90 9 0 0 X X X X X X X 91 10 0 0 Schedule 10 Day Plan 2 92 10 0 0 Description Christmas 93 10 0 0 Month J F M A M J J A S O N D 94 10 0 0 95 10 0 0 Weekday S M T W T F S 96 10 0 0 X X X X X 97 10 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 98 10 0 0 99 10 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 100 10 0 0 X Pg 14 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Preemption Data Sequence Parameters Sequence Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Disabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVC EVD Preemption Type Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Emergency Veh Dwell Veh Ph 2 6 8 Dwell Ped Ph Dwell Overlap Exit Phases 2 6 8 Exit Type Exit Phases Exit Coord Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 255 255 255 255 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 3 3 3 3 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serial Ports Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 Pg 15 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Advanced IO Configuration Channel Configuration Channel Control Type Ctrl Source Flash Yellow Flash Red Flash Alt MMU Channel 1 Phs Veh 1 X X 1 2 Phs Veh 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Phs Veh 5 X X 5 6 Phs Veh 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 9 10 Olp 10 10 11 Olp 11 11 12 Olp 12 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 None 0 17 18 None 0 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge 5 Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge 5 Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10 Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11 Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12 Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13 Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Preempt Input 1 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Not Active 0 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 Pg 16 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23 Not Active 0 50 C11-16 Not Active 0 58 C11-24 Not Active 0 51 C11-17 Not Active 0 59 C11-25 Not Active 0 52 C11-18 Not Active 0 60 C11-26 Not Active 0 53 C11-19 Not Active 0 61 C11-27 Not Active 0 54 C11-20 Not Active 0 62 C11-28 Not Active 0 55 C11-21 Not Active 0 63 C11-29 Not Active 0 56 C11-22 Not Active 0 64 C11-30 Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 Not Active 13 2 C1-3 Chl Green Walk 14 34 C1-36 Not Active 15 3 C1-4 Ch Red DWalk 4 35 C1-37 Not Active 14 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 Not Active 16 5 C1-6 Chl Green Walk 4 37 C1-100 Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101 Ch Yel Ped Clear 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102 Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103 Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 18 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 18 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Ch Red DWalk 11 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Ch Yel Ped Clear 11 16 C1-18 Chl Green Walk 1 48 C1-90 Chl Green Walk 11 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Ch Red DWalk 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Ch Yel Ped Clear 9 24 C1-26 Chl Green Walk 7 56 C1-99 Chl Green Walk 9 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 5 63 C11-7 Not Active 0 32 C1-34 Chl Green Walk 5 64 C11-8 Not Active 0 Pg 17 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- @ p Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk Clearance Walk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- Pg 18 of 22 3024 - OR214 @ I5 NB Ramp User Program Configuration Program Information Program # 1 Description Unit Stop Time Enabled Enabled Statement Result Index Delay Ext Description 1 Unit Stop Time 1 0.0 0.0 Parameter A Index Aux Switch State 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Number 2 Parameter B Index Prev Line 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index Number 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- Pg 19 of 22 3024 - OR214 @ I5 NB Ramp Program # 2 Description Stop Time Beep Enabled Enabled Statement Result Index Delay Ext Description 1 Global Var 100 0.0 0.0 Parameter A Index Glob Var 100 Parameter B Index Number 1 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 10 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 15 Statement Result Index Delay Ext Description 4 Global Var 101 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Glob Var 101 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Pg 20 of 22 3024 - OR214 @ I5 NB Ramp ---PAGE BREAK--- Program # 3 Description Dummy Detector Jumpers Enabled Enabled Statement Result Index Delay Ext Description 1 Veh Det Call 65 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 1 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Veh Det Call 66 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Veh Det Call 67 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 Veh Det Call 68 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 Veh Det Call 69 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 Veh Det Call 70 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 6 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Veh Det Call 71 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 7 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Veh Det Call 72 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 8 Parameter B Index None 0 ---PAGE BREAK--- Pg 21 of 22 3024 - OR214 @ I5 NB Ramp Program # 4 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- Pg 22 of 22 3024 - OR214 @ I5 NB Ramp Program # 5 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:01 PM hwym26p AC+ T2-6 FTR Coil TBO1-14FTR Coil 3 1 6 4 Signals SW1 Off POLICE PANEL On 2 5 T1-7 T1-9 Coil MC2 Flash Switch 6 SW2 1 3 4 Flash Auto (Side View) 5 2 TBO2-2 DC Gnd TBO2-3 Stop Time FTR-5 FTR-6 A1 SC5 A2 SC5 A3 SC5 A4 SC5 A5 SC5 A6 SC5 SC=Signal Circuit (Typical) Normal Operation Shown REMARKS INITIAL DATE REV. NO. OREGON DEPARTMENT OF TRANSPORTATION 332 CABINET WIRING DIAGRAM Output File Auxilary 1 TRAFFIC - ROADWAY SECTION REV 03/18/15 SHEET 1 2 Ped 6 Ped 4 Ped 8 Ped C1-56 C1-43 C1-39 C1-63 C1-76 C1-47 C1-58 C1-45 C1-41 C1-65 C1-78 C1-49 C1-62 C1-60 C1-67 C1-69 C1-70 C1-68 C1-55 C1-40 C1-44 C1-77 C1-64 C1-48 C1-57 C1-42 C1-46 C1-79 C1-66 C1-50 C1-59 C1-61 EVA EVB EVC EVD 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 C1-75 C1-54 11 11 C1-73 C1-71 12 12 C1-72 C1-74 13 13 14 14 DRAWER Channel 1 Channel 1 Channel 2 Channel 2 Assembly #2 Distribution Power Input File Input File Output File FTR-3 FTR-2 FTR-4 FTR-1 Main 50 15 Signal Bus 15 15 Equip 1515 Ph Ph 15 7 SC3 1 SC1 Sign 15 Ill Flash Bus 20 Ph Ph 2 8 SC3 SC1 Flash Flash Auto On Ped Ped 9 3 SC3 SC1 Flasher No 1 Ph Ph 10 GFI 4 SC4 SC2 Flasher No 2 Ph Ph 11 5 SC2 SC4 POWER SUPPLY FUSE Ped Ped VAC AC+ VDC DC GND +24 VDC 12 206L 6 SC2 SC4 Conflict Monitor FUSE 2 2 6 8 8 242 242 762 762 1 To Main CB 2 AC Neut 3 Bus Int Illum Sign T1-8 SERVICE PANEL 4 AC+ 5 Power Input 6 TVSS GND 7 AC- 8 EQ Gnd 9 Bus 10 TBS 11 TBO 12 (Side View) Back of Cabinet 222 222 222 222 222 222 222 222 06/15 CLL NEW SIGNAL I2U Radar Equip Type 222 112 A NOT USED 12/18 2 JS UPDATED PER TSSU 07/20 3 JS ADDED DIODE CARD MT1 MT2 MT3 MT4 MT5 MT7 MT10 MT11 MT9 MT8 MT13 MT14 MT12 MT6 MT15 MT16 MT17 MT18 MT19 MT21 MT24 MT25 MT23 MT22 MT27 MT28 MT26 MT20 Contrast ENET ATC Controller USB Off On AUX C50S FRONT VIEW (TYPICAL) ACTIVE Controller Model ATC 06/21 4 JS UPDATE PER R2 HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:01 PM hwym26p Ph Ph Ph Ph Phase Flash Sense PB Common PB Common Stop Time Advance Ped PB Ped PB Ped PB Ped PB Loop No. Spare NC NC TB2 TB8 TB6 TB4 12 11 12 11 12 11 12 11 10 10 10 10 6 6 6 6 1 1 1 1 8 7 8 7 8 7 8 7 4 4 4 4 5 5 5 5 9 9 9 9 3 3 3 3 2 2 2 2 I13-D I9-K I8-D I6-K I5-D I3-K I2-D I12-J I12-D C1-80 I7-J I4-J I1-J I8-K I8-J I8-E I7-K I5-K I5-J I5-E I4-K I2-K I2-J I2-E I1-K I13-K I13-J C1-53 I12-K I7-E I7-D I4-E I4-D I1-E I1-D I9-D I6-D I3-D I9-J I6-J I3-J I9-E I6-E I3-E TB02-3 TB02-4 C1-82 C1-81 Phase Det DC GND Det DC GND RR Preempt Det+24VDC Det+24VDC Loop No. Spare Spare EVD EVB EVA EVC NC TB3 TB5 TB7 TB9 12 11 12 11 12 11 12 11 10 10 10 10 6 6 6 6 1 1 1 1 8 7 8 7 8 7 8 7 4 4 4 4 5 5 5 5 9 9 9 9 3 3 3 3 2 2 2 2 J13-J J12-E J9-K J8-D J6-K J5-D J3-K J2-D J7-J J4-J J1-J J8-K J8-J J8-E J7-K J5-K J5-J J5-E J4-K J2-K J2-J J2-E J1-K C1-52 C1-51 J13-E J13-D J12-J J12-D J12-K J7-E J7-D J4-E J4-D J1-E J1-D J9-D J6-D J3-D J9-J J6-J J3-J J11-D J9-E J6-E J3-E C5 Connector Phase DW W G R Y Y A102 A104 A106 A105 A103 A101 AUXILIARY OUTPUT FILE Phase DW W R G Y Y A112 A115 A113 A111 A116 A114 Phase R R G G Y YA125 A126 A122 A124 A123 A121 FTR Coil FL2Ck2 FL2Ck1 Eq Gnd SigCk2 SigCk1 AC- TA 6 3 7 5 1 4 2 TBO1-10 TBO1-14 TBO1-8 TBO1-7 TBO1-9 T1-4 T1-4 3 3 2 2 2 2 2 2 4 4 1 1 1 7 5 7 5 5 8 8 8 8 8 8 6 6 6 6 6 6 SHEET 2 DC Gnd 14 14 Sp Sp W W E E K K F F D D L L TB1-1 J J Bus TB1-1 +24 VDC +24 VDC C4 Connector T3 4 3 1 2 1 1 DC Gnd DC Gnd Gnd TBO2 GND +24 GND VDC Gnd +24 VDC DC DC DC 13 13 DC Sp Sp LR D W D 2 F W 2 E E J K K Bus J F Bus L L 6 3 5 1 4 2 8-7 C1-102 8-8 9-8 8-9 9-9 T15-3"I" 9-7 74 72 68 70 Reset Reset 3 3 T15-3"J" 1 SW2-4 Flash Sense Stop Time C1-14 12 12 C1-104 Sp Sp D D W F W E E J CM Reset K K J F L L Input Gnd Input Gnd SW2-5 IR-6 CONTROLLER IR 2 4 4 9-3 8-6 8-5 9-6 9-5 9-4 8-4 71 73 67 69 UNIT 3 T15 T15 11 11 POWER Sp Sp D W W E E K K F F D L L J J 4 9-1 75 54 Phase 5 DW 10 10 Sp Sp D E F D E F K W L J K L W J 6 G W W G R R Y Y Y Y 111 110 109 105 112 108 106 107 104 103 102 101 7 C1= C1= DISTRIBUTION Sp Sp W F D D W E E J K K F 8 L L J 9 9 INPUT FILE 6-12 6-9 INPUT FILE 6-10 7-10 7-12 7-11 7-9 61 60 6-11 62 59 OUTPUT FILE 9 Field Terminals Phase 10 DW Sp Sp DW D D W W E E K K F F J 8 8 L L J W R G G W R Y Y 7-8 6-5 7-7 7-6 7-5 6-6 6-7 6-8 T4 49 50 123 119 122 115 113 120 116 114 121 124 118 117 Sp Sp D D W W E E K K F F 7 7 J L L J EQ GND BUS AC- GND EQ EQ 1 7-2 7-4 6-1 7-1 6-2 6-4 79 66 1 7-3 6-3 65 78 Phase AC NEUT BUS TBO1-5 FL1 CK1 AC- 2 2 Sp Sp D D W W E E K K F F J L L J 6 6 TB= TB= R R G R G R G ASSEMBLY G Y Y Y Y 4-10 5-12 4-11 4-9 5-11 4-12 5-10 45 TBO1-6 46 42 41 5-9 CK2 AC- FL1 131 3 3 133 127 136 134 130 129 135 125 132 128 126 Sp Sp D D W W E E J K K TBO1-7 F F FL2 L L J 5 5 SIG CK5 CK1 4 4 5-6 5-5 4-7 4-5 5-7 5-8 4-8 4-6 58 57 T16-1 TBO1-8 AC+ FL2 CK2 EQUIPMENT 5 5 Sp Sp D D W W J E E K K F F J L L 4 4 SW1-6 AC+ FTR CTL 5-3 4-2 5-1 4-1 5-4 5-2 4-3 4-4 6 6 48 47 TBO1-12 MC2 Coil TBO1-1 SIG CK1 T16 T16 Sp Sp D D W W E E K K J F F J TBO1 3 3 L L 7 7 SW2-2 10 11 13 14 12 2 3 1 8 4 5 9 6 7 3-11 2-11 2-12 3-12 2-9 2-10 77 3-10 64 76 3-9 63 TBO1-2 TB0-4 SIG Sign CK2 ILL 8 T1-5 8 T1-5 AC+ SW2-1 AC+ 1 Sp Sp D D 1 W W E E K K J F F J 2 2 L L TBO1-3 TBO1-11 SIG CK3 AC+ 9 9 3-5 2-7 3-8 2-8 2-5 3-6 AC Neut Bus 3-7 40 2-6 43 44 39 AC Neut Bus AC- AC- DS-2 2 2 SIG TBO1-4 AC+ CK4 10 10 EQ Eq Gnd Bus Sp Sp D D W W J E E J K K F F Eq Gnd Bus Gnd L L 1 1 Gnd Eq Eq 3 3 2-2 3-1 3-2 2-3 3-3 2-4 3-4 2-1 T2 T1 56 55 T2-4 T2-5 T1-1 AC Neut Bus SW1-5 DW +24 VDC TB1-1 TB8-11 TB8-10 TB1-2 T2-7 SigCk1 T2-8 SigCk2 T2-9 SigCk3 T2-10 SigCk4 T2-2 T2-3 FL1Ck1 FL1Ck2 FL2Ck1 FL2Ck2 Eq Gnd AC- CM-FF,CM-28 (AC+) T1-9 (MC2 Coil)T1-7 CM-EE,LR-1 LR-7 (Door SW)SW3-1 FTR Coil Relay Logic Isolation Relay 8 8 8 8 8 2 2 6 6 6 2 2 2 /TA-1 /TA-2 /TA-7 /TA-3 /TA-4 TA-5 & 6 REAR VIEW (TYPICAL) T15-1"J" T15-1"I" T3-1 TB02-1 TB9-2 Aux. E.V. Det. Harness Aux GND C5-24 (+24VDC) Det DC Gnd 1 TB9-6 TB02-5 (Monitor Reset) Det+24VDC WHITE/BLUE 2 Aux EVA WHITE PAIR 2nd Det 3 A Aux EVA BLUE INPUT PANEL 3rd Det (LOCAL) B 4 C-2 Aux EVC C WHITE 2nd Det E 5 WHITE/ORANGE Aux EVC ORANGE 3rd Det PAIR 6 Aux GND Det DC Gnd 7 B E A C Aux. E.V. Det. Harness TB9-9 (MASTER) 8 C-2 Aux EVB 2nd Det INTERCONNECT CABLE 9 Aux EVB 10 3rd Det FROM MODEM Aux EVD 2nd Det 11 Aux EVD 3rd Det 12 TB10 TB1 Det+24VDC (dead front) Connector C5 Bus DC Gnd (Side View) Back of Cabinet 1 2 3 4 5 6 7 8 9 10 11 12 CLICK 650 C B A D 2 8 3 4 5 6 7 8 9 10 11 12,13,14 15,16 17,18 19,20 21,22,23 8 8 8 8 8 8 Ø2 GND N IN L IN GND L1 N1 Power 5 Alarm 3 1 6 4 2 Link/Act Master 9 Link/Act Master 7 SP1 Labels 1 2 3 AC+ AC- GND GND N IN L IN GND L1 N1 GND N IN L IN GND L1 N1 Labels Labels Labels L1 RS930L N1 SPARE GND SPARE GND RS930L N1 RS930L 4 5 6 7 8 910111213 SP2 SP3 1FU 0.25A UPSTREAM VDSL BRACKET COMM. DIN RAIL B U H R E BI F HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:01 PM hwym26p O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O (TYPICAL) ASSIGNMENTS CHANNEL SHEET 3 ADV ENABLE PED INHIBIT OLA YELLOW OLB YELLOW OLA GREEN OLC YELLOW NOT ASSIGN OLD YELLOW FLASH OUT NOT ASSIGN OLB GREEN Ph Ped OLA RED NOT ASSIGN NOT ASSIGN Ph Ped OLC GREEN OLD GREEN Ph Ped OLC RED Ph Ped OLB RED Stop Time RR Preempt Flash Sense OLD RED Input Gnd Input Gnd Functions Functions Functions Watchdog Assigned Assigned Assigned 4 4 3 YELLOW 8 6 3 GREEN 2 2 4 GREEN 4 1 D.WALK 5 YELLOW 8 4 DET, E 6 3 4 D.WALK 1 YELLOW 4 YELLOW 2 3 RED 6 YELLOW 2 GREEN 4 WALK 2 DET, E 5 Program Program 8 D.WALK 8 YELLOW 1 5 GREEN 4 RED 6 4 8 GREEN 8 DET, E 1 WALK Program DC Gnd 6 DET, E 6 GREEN 2 D.WALK 1 RED 8 WALK 2 7 8 8 1 6 RED 7 RED 5 RED 6 D.WALK 7 YELLOW 3 D.WALK 5 3 WALK Advance 1 GREEN 7 GREEN 6 2 WALK DC Gnd 7 2 YELLOW 3 6 WALK 8 RED 2 RED TOD/DOW TOD/DOW TOD/DOW TOD/DOW DET, C DET,E&C DET,E&C DET, C DET, C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C DET, C DET,E&C DET,E&C DET,E&C DET,E&C DET,E&C EVC DET,E&C DET,E&C EVA EVB EVD 8 4 2 6 100 103 104 102 101 Pin Pin Pin 55 51 50 47 84 96 45 40 80 78 74 72 71 70 69 92 91 89 88 87 86 85 83 95 93 54 53 52 49 44 43 42 41 81 66 65 64 63 62 61 59 58 57 56 79 75 68 90 98 97 94 48 67 60 46 39 82 99 77 76 73 30 26 24 18 17 15 10 37 36 35 34 31 29 25 21 20 19 16 13 11 38 33 32 28 27 23 22 14 12 5 3 2 9 8 7 6 4 1 C1 Connector C1 Connector C1 Connector DC Gnd Bus DC Gnd Bus Termination Termination Termination T15-4"J" T15-3"I" J8-1&2 I1-1&2 I5-1&2 J5-1&2 J1-1&2 I8-1&2 J4-1&2 I4-1&2 C4-37 I13-2 C5-16 C5-15 C5-11 C5-18 C5-10 C5-17 C5-14 C5-13 C5-12 J13-2 J12-2 I12-2 J11-2 C4-34 C4-33 C4-25 C4-12 C4-11 C4-23 C4-20 C4-18 C4-17 C4-15 C4-32 C4-29 C4-28 C4-26 C4-19 C4-16 C4-13 J13-1 I13-1 J12-1 C4-36 C4-35 C4-27 C4-10 C4-24 C4-22 C4-21 C4-14 I12-1 C4-31 C4-30 J11-1 I3-2 J3-2 J7-2 I9-2 C5-1 J2-2 C4-4 C4-3 C4-2 J9-2 I3-1 I2-2 I7-2 C5-8 C5-7 C5-5 C5-3 C5-2 C4-7 C4-5 C4-1 J7-1 I7-1 I2-1 J3-1 C5-9 C5-6 C5-4 I6-2 C4-6 I9-1 J9-1 C4-9 C4-8 J2-1 J6-2 J6-1 I6-1 - - - - - - F&W F&W F&W F&W F&W F&W F&W F&W Pin Pin Out 20 19 26 24 23 22 21 17 11 10 30 29 27 25 22 16 15 35 32 31 18 15 14 28 24 21 20 12 11 10 19 18 17 14 13 36 34 33 16 12 23 13 Monitor-Pin 22 W F W W W W F - F F F F F F F W W W W W F F - W W F W W F F - - F W - - 7 5 2 1 6 5 4 3 - - - 8 6 7 2 9 8 4 3 1 9 Terminals C5 Connector C4 Connector TB1-1 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 In In 8 - DE&JK DE&JK DE&JK 8 8 6 6 8 - - - 8 6 6 DE&JK 8 8 8 8 - 8 - - 6 DE&JK DE&JK 6 DE&JK DE&JK 8 8 8 8 8 8 6 6 - 6 6 8 6 6 6 6 6 6 6 6 8 D&E D&E D&E D&E D&E D&E D&E D&E D&E D&E J&K J&K J&K J&K J&K J&K J&K J&K J&K J&K In Switch Pack Switch Pack D D D D - - D J - - J J - - J J Position Position Input Files A3-DW A6-DW 12-DW A3-W A6-W A2-R A5-R A4-R A2-G A1-R A1-G A5-Y 3-DW A5-G A3-Y A1-Y 9-DW A4-G A2-Y 6-DW A4-Y A6-Y 10-R 12-W 11-R 10-G 12-Y 10-Y 11-Y 11-G 3-W 2-R 6-W 9-W 4-R 7-R 1-R 8-R 5-R 5-G 3-Y 2-Y 2-G 5-Y 1-Y 1-G 4-G 8-Y 8-G 7-G 6-Y 9-Y 7-Y 4-Y NC NC NC NC NC - - - All TB2-1,2&3,4 TB5-1,2&3,4 TB3-1,2&3,4 TB4-1,2&3,4 TB5-5,6&7,8 TB4-5,6&7,8 TB7-5,6&7,8 TB6-5,6&7,8 TB2-11&12 TB5-11&12 TB3-11&12 TB4-11&12 TB6-11&12 TB7-11&12 TB5-9&10 TB6-9&10 TB3-9&10 TB4-9&10 TB2-9&10 TB7-9&10 TB7-3&4 TB3-7&8 TB2-5&6 TB7-1&2 TB2-7&8 TB3-5&6 TB6-3&4 TB6-1&2 Terminals TB9-10 TB8-10 TB9-11 TB8-11 TB8-2 TB9-7 TB9-4 TB9-8 TB9-5 TB8-1 TB8-5 TB8-4 TB9-1 TB8-8 TB8-7 Out Out Field 3 5 5 3 3 3 3 5 5 3 3 7 7 - - - 5 5 5 7 3 3 7 7 7 5 7 9 3 3 3 3 7 7 5 5 5 5 7 - - - 7 5 3 7 5 3 7 3 7 - 7 7 5 5 3 3 - 7 7 5 5 - +24VDC A123 A125 A124 A121 A126 Term. Term. A122 A115 A114 A106 A105 A103 A102 A101 A104 A113 A111 A116 Field Field A112 101 136 130 123 118 120 121 119 113 102 131 134 109 112 114 124 115 117 116 125 128 103 106 105 110 111 127 126 129 104 133 132 135 108 122 107 - - - - - - - - LOAD 1 AC+ CG MODEL 204 FLASHER 11 7 9 (TYPICAL) 10 12 8 AC- LOAD 2 NA RED GRN CGB YEL NA NA MODEL 200 LOAD SWITCH 12 10 2 6 4 8 (TYPICAL) CONT DC- OUT AC+ 11 5 1 3 7 9 AC+ NA RED GRN +24 VDC YEL T&B = Tied and Bundled PROGRAM PIN ASSIGNMENTS 8PED 6PED 4PED 2PED HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:01 PM hwym26p TIME STOP FLASH AUTO for either option Use #12 AWG wire SIGNAL CABLE 10 CONDUCTOR SHEET 4 L 8 INPUT FILE TERM BLOCK "14", POSITION TBS PDA W/GFI MC FR WDT FTR DR SW CB-1 TR IR LR IFI-14D FU1 * R FLASHER UNIT ONE MERCURY CONTACTOR WIRE SIZE, IF NOT INDICATED SHALL BE # 14 AWG POWER DISTRIBUTION ASSEMBLY EQUIPMENT GROUND TERMINAL BLOCK-SERVICE SURGE PROTECTORS DC GROUND RELAY CONTACT, NORMALLY OPEN RELAY CONTACT, NORMALLY CLOSED WITH GROUND FAULT INTERRUPTER DUPLEX RECEPTACLE CIRCUIT BREAKER RELAY COIL-* RELAY NAME LOGIC RELAY ISOLATION RELAY TRANSFER RELAY SIGNAL CIRCUIT BREAKER 1 (SECONDARY) DOOR SWITCH, SHOWN WITH DOOR OPEN PDA FLASH ON DISPLAY LAMP FLASH TRANSFER RELAY WATCHDOG TIMER FLASH RELAY Door Switch 10 3 2 7 5 8 9 6 4 1 Ch3-In DC Gnd Input Gnd + 24VDC Input Gnd Ch1-Out Ch4-In Ch2-Out Ch1-In Eq Gnd Ch2-In Ch4-In Input Gnd Ch3-Out Ch3-In AC+ Ch4-Out Ch1-In Reset AC- Ch2-In Input Gnd (SW3) POLICE PANEL WITH AUXILIARY SWITCH *SIX 1P-15A, 120 VAC Open N/U TB0-1 TB0-3 N/U N/U TB0-2 N/U N/U OFF TB01-11 LOGIC RELAY SWITCH T16 Traffic Signal Cabinet Traffic Signal Cabinet DOOR TB02-2 Eq Gnd Closed (Front View) 3 ON AC- A 2 SPARE SPARE AC- (Neutral) AC+ (120 Vac) Ped. Clearance (PCOI) Ped. Clearance (PCOI) Supervision Veh. Clearance (VCOI) Supervision Veh. Clearance (VCOI) TB01-12 AC+ Monitor In Place 1 INPUT FILE - TYPICAL WIRING DETAILS F Energized DC Gnd AUTO F E R T D Z S P B W V U A X H C N M Y K L J +24 VDC 1 TB01-13 24 LR MU MC2 Coil L LR CONTROLLER 25 FLASH MU Slot 1 thru Slot 14 UNIT W E X F K D * B H C M A N L J 14 A (Front View) 2 14 ONE LINE DIAGRAM 120 VAC MAIN 24 VDC 1 4 1 P R U V T S 7 Y Z CIRCUIT BREAKER 2 S 3 1 P Coil PURPLE ORANGE YELLOW 14 BLACK 14 BLUE PINK RED TAN 2 INDIVIDUAL WIRES 1P-50A 5 S 4 6 P B MC 14 IR R FLASH SENSE (PDA 14 3 +24VDC W D E F K X B M A H C L N J 7 8 S 3 9 P 0R P U Y R 14 S 8 Z V T 8 8 8 ORANGE/BLACK . WHITE/BLACK GREEN/BLACK 14 TB02-1 AC+ TB02-2 RED/BLACK 4 TB02-4 . 10 11 12 S P ORANGE TB01-10 GREEN BLACK WHITE TBS 14 BLUE . 14 IR RED 120 VAC 14 1P-15A 5 EQUIP MC A2 A1 A3 4 S P ISOLATION RELAY 14 Reset 3 14 6 DC Gnd DC Gnd A5 A4 Flash A6 Sense 2 FTR S 14 P (ILL. SIGNS) +24VDC T1-8 AC W/GFI 10 1 14 R T15 - (Front View) TERMINALS Normal Operation Ch2-Input Ch2-Input Ch2-Output Terminals T1 thru T14 Equip Gnd Ch1-Input Ch1-Input Ch1-Output Spare De-energized FIELD 14 10 SUPPLY POWER FTR 8 7 3 6 14 14 Coil RC 14 (Rear View) OUTPUT FILE(S) PCR Railroad Cabinet VCR U F 1 FUSEHOLDER 2 14 115 VAC 120 VAC +24 VDC R F 2 U +24 VDC FTR 1-AMP Coil 14 120 VAC FLASH FUSE 2P-20A "Flash BUS 1/SP Relay" F4 Sense 5/E 3/W 2/F 4/D 7/K 6/J 8/L TCBX TCBX TCNX TCNX TB01-14 SWITCH REAR DOOR CONTROL FAN & TEMP. FILE(S) INPUT FTR-2 FTR-1 FTR-4 FTR-3 FTR's De-energized Flash Input Normal Operation 8 7 SP SP SP SP SP SP OUTPUT FILE - TYPICAL WIRING DETAILS 6 5 3 4 Coil 2 1 (Red Flash Shown) Output Terminals 115VAC TBO1-14 R AC- Y G AC+ (Front View) +24 VDC May Be Programmed To Flash Red or Yellow R G Y 11 9 7 5 3 1 SP SP 12 10 4 8 6 2 Field Terminals EQ Gnd R G Y +24VDC DC Inputs (C4) AC+ R G Y 11 5 3 9 7 1 SP SP 12 10 8 4 2 6 Eq Gnd R G Y (Yellow Flash Shown) Output Terminals DC Inputs (C4) R Y G RAILROAD INTERCONNECT WIRING (TYPICAL) FIXTURE LIGHT IN-LINE Monitor Interlock Switchpacks 1, 2, 4, 5, 7, 8, 10, & 11 Input Gnd IF-1F VEH. Ph.1 S10 1 IF-2F Ph.2 VEH. 2 S11 1 IF-5F VEH. Ph.3 2 S12 1 IF-6F VEH. Ph.4 2 S13 1 JF-1F VEH. Ph.5 DETECTOR TEST PANEL 2 S14 1 JF-2F VEH. Ph.6 2 S15 1 JF-5F VEH. Ph.7 2 S16 1 JF-6F VEH. Ph.8 2 S17 1 IF-12F PED. Ph.2 2 S18 1 IF-12W PED. Ph.4 2 S19 1 IF-13F Ph.6 PED. 2 S20 1 IF-13W PED. Ph.8 2 S21 1 2 DCG HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:02 PM hwym26p SHEET 5 OR 214 NORMAL PHASE ROTATION 2 6 8 Ph. 2 Ph. 6 PHASE 2 & 5 CHANNEL A PHASE 1 & 6 CHANNEL C PHASE 8 CHANNEL D FIRE PREEMPTION OPERATION Ph. 8 N.B. Off Ramp N.B. On Ramp N 3 4 5 6 7 8 10 11 13 14 20 18 17 19 15 C 16 9 12 21 22 23 R-F A 2A 9 Ø2 Ø2 Ø8 Ø6 Ø6 Ø8 Ø8 8 PED 2 PED EVA EVD EVC HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 03024_I-5NB_OR214.dgn Default 6/3/2021 2:32:02 PM hwym26p 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 2-14 2-15 2-16 3-4 3-5 3-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 3-15 3-16 4-5 4-6 4-7 4-8 4-9 4-10 4-11 4-12 4-13 4-14 4-15 4-16 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 6-7 6-8 6-10 6-11 6-12 6-13 6-14 6-15 6-16 7-8 7-9 7-10 7-11 7-12 7-13 7-14 7-15 7-16 8-9 8-10 8-11 8-12 8-13 8-14 8-15 8-16 9-16 9-15 9-14 9-13 9-12 9-11 9-10 15-16 14-16 14-15 13-16 13-15 13-14 12-16 12-15 12-14 12-13 6-9 11-16 11-15 11-14 11-13 11-12 10-16 10-15 10-14 10-13 10-12 10-11 2 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 13-16 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 2-14 2-15 2-16 3-4 3-5 3-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 3-15 3-16 4-5 4-6 4-7 4-8 4-9 4-10 4-11 4-12 4-13 4-14 4-15 4-16 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 6-7 6-8 6-10 6-11 6-12 6-13 6-14 6-15 6-16 7-8 7-9 7-10 7-11 7-12 7-13 7-14 7-15 7-16 8-9 8-10 8-11 8-12 8-13 8-14 8-15 8-16 9-16 9-15 9-14 9-13 9-12 9-11 9-10 15-16 14-16 14-15 13-15 13-14 12-16 12-15 12-14 12-13 6-9 11-16 11-15 11-14 11-13 11-12 10-16 10-15 10-14 10-13 10-12 10-11 2 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 YELLOW INHIBIT JUMPERS DIODES - Diode Removed Makes Movement Allowable (Diode IN4148) CONFLICT MONITOR DIODE CARD CHANNEL ASSIGNMENT DIODES - Diode Removed Makes Movement Allowable (Diode IN4148) YELLOW INHIBIT JUMPERS CONFLICT MONITOR DIODE CARD CHANNEL ASSIGNMENT Ch.1 Ch.2 Ch.3 Ch.4 Ch.5 Ch.6 Ch.7 Ch.8 Ch.9 Ch.11 Ch.12 Ch.13 Ch.14 Ch.15 Ch.10 Ch.16 Ch.1 Ch.2 Ch.3 Ch.4 Ch.5 Ch.6 Ch.7 Ch.8 Ch.9 Ch.11 Ch.12 Ch.13 Ch.14 Ch.15 Ch.10 Ch.16 Ph 2 Ph 6 Ph 8 NU NU Ped 2 Ped 8 NU NU NU NU NU NU NU NU NU HWY#: TSSU ID#: INTERSECTION: I-5 NB RAMPS HILLSBORO-SILVERTON HWY @ WOODBURN 140 03024 36.86 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 1/22 Pg 1 of 22 3027 - OR214 @ Evergreen Rd Timing Sheet TSSU ID 3027 Intersection OR214 @ Evergreen Rd Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Ring #1 1,2,a,4,8,b Enabled Enable Free Sequence 1 Ring #2 5,6,a,b Startup Flash 0 First All Red** 6 Start Yellow 0.0 Exit Mode Enabled Enable Red Revert 5.0 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Backup Time 600 *Manual Control Enable **Start Clear Hold Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup Min No Serve Phase 1 WBL 1 5,6 Phase Not On 0 2 EB 1 5,6 Green Walk 0 3 NBL 0 Phase Not On 0 4 SB 1 Phase Not On 0 5 EBL 2 1,2 Phase Not On 0 6 WB 2 1,2 Green Walk 0 7 SBL 0 Phase Not On 0 8 NB 1 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement WBL EB NBL SB EBL WB SBL NB Walk 0 7 0 7 0 7 0 7 Ped Clear 0 17 0 22 0 17 0 22 Minimum Green 3 10 5 7 3 10 5 7 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 2.5 6.2 2.5 2.5 2.5 6.2 2.5 2.5 Max 1 25 45 25 35 25 45 25 35 Max 2 25 45 25 35 25 45 25 35 Max 3 25 50 0 25 25 50 0 30 Yellow 3.5 4.0 4.0 4.0 3.5 4.0 4.0 4.0 Red Clearance 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 Max Initial 0 19 0 0 0 19 0 0 Time Before Reduce 5 10 5 5 5 10 0 5 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 5 10 5 5 5 10 0 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 1.0 4.2 1.0 1.0 1.0 4.2 1.0 1.0 Dynamic Max Limit 0 0 30 0 0 0 30 0 Dynamic Max Step 0.0 0.0 5.0 0.0 0.0 0.0 5.0 0.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 2/22 Pg 2 of 22 3027 - OR214 @ Evergreen Rd Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry Simultaneous Gap Disable X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 3/22 Pg 3 of 22 OR214 @ Evergreen Rd Detectors Global Detector Settings Vehicle No Activity 0 Max Presence 10 Erratic Count 35 Failed Recall None Global Detector Settings: Pedestrian No Activity 0 Max Presence 0 Erratic Count 60 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall Loop 17 1 1 0 0 0 0.0 0.0 0 0 0 0 None Loop 1 2 2 0 0 0 0.0 0.0 0 0 0 25 None Loop 2 3 2 0 0 0 0.0 0.0 0 0 0 25 None Loop 3 Bike 4 2 0 0 0 0.0 0.0 0 0 0 0 None Loop 4 5 2 0 0 0 0.0 0.0 0 0 0 0 None 6 2 0 0 0 0.0 0.0 0 0 0 0 None Loop 26 RT Lane Count Only 7 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 8 8 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 9 9 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 10-11 10 4 0 0 0 0.0 0.0 0 0 0 12 None Loop 12-13 11 4 0 0 0 0.0 0.0 0 0 0 12 None 12 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 18,19 13 1 0 0 0 0.0 0.0 0 0 0 12 None 14 3 0 0 0 0.0 0.0 0 0 0 0 None Loop 5 15 5 0 0 0 0.0 0.0 0 0 0 0 None Loop 15 16 6 0 0 0 0.0 0.0 0 0 0 25 None Loop 16 17 6 0 0 0 0.0 0.0 0 0 0 25 None 18 6 0 0 0 0.0 0.0 0 0 0 0 None 19 6 0 0 0 0.0 0.0 0 0 0 0 None 20 6 0 0 0 0.0 0.0 0 0 0 0 None Loop 14 RT Lane Count Only 21 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 20 22 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 21 23 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 22, 23 24 8 0 0 0 0.0 0.0 0 0 0 12 None Loop 24, 25 25 8 0 0 0 0.0 0.0 0 0 0 12 None 26 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 6, 7 27 5 0 0 0 0.0 0.0 0 0 0 12 None 28 0 0 0 0 0.0 0.0 0 0 0 0 None 29 0 0 0 0 0.0 0.0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 4/22 Pg 4 of 22 3027 - OR214 @ Evergreen Rd Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 41 0 0 0 0 0.0 0.0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 17 65 1 0 0 0 1.5 3.0 0 0 0 0 None (Dummy)Loop 1 66 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 2 67 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 3 Bike 68 2 0 0 0 3.0 0.0 0 0 0 0 None (Dummy)Loop 4 69 2 0 0 0 0.0 0.0 0 0 0 0 None 70 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 26 RT Lane Count Only 71 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 8 72 4 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 9 73 4 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 10-11 74 4 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 12-13 75 4 0 0 0 0.0 3.0 0 0 0 0 None 76 4 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 18,19 77 1 0 0 0 0.0 5.0 0 0 0 0 None 78 3 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 5 79 5 0 0 0 1.5 3.0 0 0 0 0 None (Dummy)Loop 15 80 6 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 16 81 6 0 0 0 0.0 0.0 0 0 0 0 None 82 6 0 0 0 0.0 0.0 0 0 0 0 None 83 6 0 0 0 0.0 0.0 0 0 0 0 None 84 6 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 14 RT Lane Count Only 85 4 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 20 86 8 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 21 87 8 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 22, 23 88 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 24, 25 89 8 0 0 0 0.0 3.0 0 0 0 0 None 90 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 6, 7 91 5 0 0 0 0.0 5.0 0 0 0 0 None 92 0 0 0 0 0.0 0.0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 5/22 Pg 5 of 22 3027 - OR214 @ Evergreen Rd Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 96 0 0 0 0 0.0 0.0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 6/22 Pg 6 of 22 3027 - OR214 @ Evergreen Rd Vehicle Detector Failure Parameters and Other Options Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 1 X X 2 X X 3 X X 4 X X 5 X X 6 X X 7 X X 8 X X 9 X X 10 X X 11 X X 12 X X 13 X X 14 X X 15 X X 16 X X 17 X X 18 X X 19 X X 20 X X 21 X X 22 X X 23 X X 24 X X 25 X X 26 X X 27 X X 28 X X 29 X X 30 X X 31 X X 32 X X 33 X X 34 X X 35 X X 36 X X 37 X X 38 X X 39 X X 40 X X 41 X X 42 X X 43 X X 44 X X 45 X X 46 X X 47 X X 48 X X 49 X X 50 X X 51 X X 52 X X 53 X X 54 X X 55 X X 56 X X 57 X X 58 X X 59 X X 60 X X 61 X X 62 X X 63 X X 64 X X ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 7/22 Pg 7 of 22 3027 - OR214 @ Evergreen Rd Vehicle Detector Failure Parameters and Other Options Cont. Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 65 X X X X 66 X X X X X 67 X X X X X 68 X X X X 69 X X 70 X X X X 71 X X 72 X X X X 73 X X X X 74 X X X X 75 X X X X 76 X X X X 77 X X X X 78 X X X X 79 X X X X 80 X X X X X 81 X X X X X 82 X X X X 83 X X X X 84 X X X X 85 X X 86 X X X X 87 X X X X 88 X X X X 89 X X X X 90 X X X X 91 X X X X 92 X X X X 93 X X X X 94 X X X X 95 X X X X 96 X X X X 97 X X X X 98 X X X X 99 X X X X 100 X X X X 101 X X X X 102 X X X X 103 X X X X 104 X X X X 105 X X X X 106 X X X X 107 X X X X 108 X X X X 109 X X X X 110 X X X X 111 X X X X 112 X X X X 113 X X X X 114 X X X X 115 X X X X 116 X X X X 117 X X X X 118 X X X X 119 X X X X 120 X X X X 121 X X X X 122 X X X X 123 X X X X 124 X X X X 125 X X X X 126 X X X X 127 X X X X 128 X X X X ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 8/22 Pg 8 of 22 3027 - OR214 @ Evergreen Rd Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Ph 1 FYA Ph2 Thru ped Ph 5 FYA Ph 6 Thru Ped Overlap Enabled Enabled Enabled Disabled Disabled Enabled Enabled DisabledDisabled Disabled Disabled Disabled Disabled Disabled Phases Included 2 2 6 6 Overlap Type FYA - 4 Sec Thru FYA Ped Off Off FYA - 4 Sec Thru FYA Ped Off Off Off Off Off Off Off Modifier Phases 1 5 Modifier Overlaps 1 5 Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. 2 6 Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 3 10 0 0 3 10 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 9/22 Pg 9 of 22 3027 - OR214 @ Evergreen Rd Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 30 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence Data Sequence Ring Sequence Data 1 1 1,2,a,4,8,b 1 2 5,6,a,b 2 1 2,1,a,4,8,b 2 2 5,6,a,b 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 Midday - PM Peak 100 60 2 Yel Auto Phase Inh Phase 2 0 0 0 Yel Auto Fixed Inh Phase 3 0 0 0 Yel Auto Fixed Inh Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 Midday - PM Peak (No FYA) 100 60 2 Yel Auto Phase Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase 17 0 0 0 Yel Auto Fixed Inh Phase 18 0 0 0 Yel Auto Fixed Inh Phase 19 0 0 0 Yel Auto Fixed Inh Phase 20 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 0 0 0 0 Ring Plan # 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 10/22 Pg 10 of 22 3027 - OR214 @ Evergreen Rd Coordination Splits Midday - PM Peak 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 18 37 0 20 18 37 0 25 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 11/22 Pg 11 of 22 3027 - OR214 @ Evergreen Rd Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 12/22 Pg 12 of 22 3027 - OR214 @ Evergreen Rd Time of Day Data Day Program Schedule Program Event Day Prog Action Hour Min Description 1 1 1 5 30 Mid-day/Weekend Schedule 1 Day Plan 1 2 1 21 8 0 Free Max 1 Description Monday - Friday 3 1 1 11 0 Mid-day/Weekend Month J F M A M J J A S O N D 4 1 11 15 0 Mid-day+No FYA X X X X X X X X X X X X 5 1 21 18 0 Free Max 1 Weekday S M T W T F S 6 1 0 0 X X X X X 7 1 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 8 1 0 0 X X X X X X X X X X X X X X X 9 1 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 10 1 0 0 X X X X X X X X X X X X X X X X 11 2 1 9 0 Mid-day/Weekend Schedule 2 Day Plan 2 12 2 21 19 0 Free Max 1 Description Saturday - Sunday 13 2 0 0 Month J F M A M J J A S O N D 14 2 0 0 X X X X X X X X X X X X 15 2 0 0 Weekday S M T W T F S 16 2 0 0 X X 17 2 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 2 0 0 X X X X X X X X X X X X X X X 19 2 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 20 2 0 0 X X X X X X X X X X X X X X X X 21 3 0 0 Schedule 3 Day Plan 2 22 3 0 0 Description New Year 23 3 0 0 Month J F M A M J J A S O N D 24 3 0 0 X X 25 3 0 0 Weekday S M T W T F S 26 3 0 0 X X X X X 27 3 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 3 0 0 X 29 3 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 3 0 0 31 4 0 0 Schedule 4 Day Plan 2 32 4 0 0 Description New Year 33 4 0 0 Month J F M A M J J A S O N D 34 4 0 0 X 35 4 0 0 Weekday S M T W T F S 36 4 0 0 X 37 4 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 38 4 0 0 X 39 4 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 4 0 0 41 5 0 0 Schedule 5 Day Plan 2 42 5 0 0 Description Memorial Day 43 5 0 0 Month J F M A M J J A S O N D 44 5 0 0 X 45 5 0 0 Weekday S M T W T F S 46 5 0 0 X 47 5 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 5 0 0 49 5 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 50 5 0 0 X X X X X X X Pg 13 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 13/22 @ g Time of Day Data Cont. Day Program Schedule Program Event Day Prog Action Hour Min Description 51 6 0 0 Schedule 6 Day Plan 2 52 6 0 0 Description July 4th 53 6 0 0 Month J F M A M J J A S O N D 54 6 0 0 X 55 6 0 0 Weekday S M T W T F S 56 6 0 0 X X X X X 57 6 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 58 6 0 0 X 59 6 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 60 6 0 0 61 7 0 0 Schedule 7 Day Plan 2 62 7 0 0 Description July 4th 63 7 0 0 Month J F M A M J J A S O N D 64 7 0 0 X 65 7 0 0 Weekday S M T W T F S 66 7 0 0 X 67 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 68 7 0 0 X 69 7 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 70 7 0 0 71 8 0 0 Schedule 8 Day Plan 2 72 8 0 0 Description Labor Day 73 8 0 0 Month J F M A M J J A S O N D 74 8 0 0 X 75 8 0 0 Weekday S M T W T F S 76 8 0 0 X 77 8 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 78 8 0 0 X X X X X X 79 8 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 80 8 0 0 81 9 0 0 Schedule 9 Day Plan 2 82 9 0 0 Description Thanksgiving 83 9 0 0 Month J F M A M J J A S O N D 84 9 0 0 X 85 9 0 0 Weekday S M T W T F S 86 9 0 0 X 87 9 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 88 9 0 0 89 9 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 90 9 0 0 X X X X X X X 91 10 0 0 Schedule 10 Day Plan 2 92 10 0 0 Description Christmas 93 10 0 0 Month J F M A M J J A S O N D 94 10 0 0 95 10 0 0 Weekday S M T W T F S 96 10 0 0 X X X X X 97 10 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 98 10 0 0 99 10 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 100 10 0 0 X Pg 14 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 14/22 Preemption Data Sequence Parameters Sequence Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVB EVC EVD Preemption Type Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Dwell Veh Ph 2,5 4 1,6 8 Dwell Ped Ph Dwell Overlap 2,5 1,6 Exit Phases 2,5 4 1,6 8 Exit Type Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 255 255 255 255 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 3 3 3 3 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serial Ports Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 Pg 15 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 15/22 Advanced IO Configuration Channel Configuration Channel Control Type Ctrl Source Flash Yellow Flash Red Flash Alt MMU Channel 1 Olp 1 X X 1 2 Olp 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Olp 5 X X 5 6 Olp 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 X 9 10 Olp 10 X 10 11 Olp 11 X 11 12 Olp 12 X 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 None 0 17 18 None 0 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10 Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11 Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12 Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13 Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Not Active 1 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Clock Reset 1 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 Pg 16 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 16/22 Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23 Not Active 0 50 C11-16 Not Active 0 58 C11-24 Not Active 0 51 C11-17 Not Active 0 59 C11-25 Not Active 0 52 C11-18 Not Active 0 60 C11-26 Not Active 0 53 C11-19 Not Active 0 61 C11-27 Not Active 0 54 C11-20 Not Active 0 62 C11-28 Not Active 0 55 C11-21 Not Active 0 63 C11-29 Not Active 0 56 C11-22 Not Active 0 64 C11-30 Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 Not Active 1 2 C1-3 Chl Green Walk 14 34 C1-36 Not Active 5 3 C1-4 Ch Red DWalk 4 35 C1-37 Not Active 14 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 Not Active 16 5 C1-6 Chl Green Walk 4 37 C1-100 Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101 Ch Yel Ped Clear 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102 Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103 Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 0 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 0 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Not Active 11 15 C1-17 Overlap Yellow 1 47 C1-89 Not Active 11 16 C1-18 Phase Green 1 48 C1-90 Overlap Green 5 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 0 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 0 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Not Active 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Not Active 9 24 C1-26 Chl Green Walk 7 56 C1-99 Overlap Green 1 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Overlap Yellow 5 63 C11-7 Not Active 0 32 C1-34 Phase Green 5 64 C11-8 Not Active 0 Pg 17 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 17/22 @ g Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk Clearance Walk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 18/22 Pg 18 of 22 3027 - OR214 @ Evergreen Rd User Program Configuration Program Information Program # 1 Description Unit Stop Time Enabled Enabled Statement Result Index Delay Ext Description 1 Unit Stop Time 1 0.0 0.0 Parameter A Index Aux Switch State 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Number 2 Parameter B Index Prev Line 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Omit FYA during preempt if already red Parameter A Index Number 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Dummy Detector Jumpers Parameter A Index Number 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 19/22 Pg 19 of 22 3027 - OR214 @ Evergreen Rd Program # 2 Description Stop Time Beep Enabled Enabled Statement Result Index Delay Ext Description 1 Global Var 100 0.0 0.0 Parameter A Index Glob Var 100 Parameter B Index Number 1 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 10 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 15 Statement Result Index Delay Ext Description 4 Global Var 101 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Glob Var 101 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Pg 20 of 22 3027 - OR214 @ Evergreen Rd ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 20/22 Program # 3 Description Gap Dependent FYA Enabled Enabled Statement Result Index Delay Ext Description 1 Local Var 20 0.0 0.0 Parameter A Index Ch Red 1 Parameter B Index Ph Green 2 Statement Result Index Delay Ext Description 2 Local Var 21 0.0 0.0 Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Local Var 22 0.0 0.0 Parameter A Index Pre Input 1 Parameter B Index Loc Var 21 Statement Result Index Delay Ext Description 4 Olp Omit 1 0.0 0.0 Parameter A Index Loc Var 20 Parameter B Index Loc Var 22 Statement Result Index Delay Ext Description 5 Local Var 60 0.0 0.0 Parameter A Index Ch Red 5 Parameter B Index Ph Green 6 Statement Result Index Delay Ext Description 6 Local Var 61 0.0 0.0 Parameter A Index Veh Det 16 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Local Var 62 0.0 0.0 Parameter A Index Pre Input 3 Parameter B Index Loc Var 61 Statement Result Index Delay Ext Description 8 Olp Omit 5 0.0 0.0 Parameter A Index Loc Var 60 Parameter B Index Loc Var 62 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 21/22 Pg 21 of 22 3027 - OR214 @ Evergreen Rd Program # 4 Description Dummy Detector Jumpers Enabled Enabled Statement Result Index Delay Ext Description 1 Veh Det Call 65 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 1 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Veh Det Call 66 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Veh Det Call 67 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 Veh Det Call 68 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 Veh Det Call 69 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 Veh Det Call 70 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 6 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Veh Det Call 71 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 7 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Veh Det Call 72 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 8 Parameter B Index None 0 ---PAGE BREAK--- 10/1/21, 8:22 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 22/22 Pg 22 of 22 3027 - OR214 @ Evergreen Rd Program # 5 Description Enabled Enabled Statement Result Index Delay Ext Description 1 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 1/22 Pg 1 of 22 3029 - OR214 @ Oregon Way-Country Club Timing Sheet TSSU ID 3029 Intersection OR214 @ Oregon Way-Country Club Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Ring #1 1,2,a,3,4,b Enabled Enable Free Sequence 1 Ring #2 5,6,a,7,8,b Startup Flash 0 First All Red** 6 Start Yellow 0.0 Exit Mode Enabled Enable Red Revert 5.0 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Backup Time 600 *Manual Control Enable **Start Clear Hold Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup Min No Serve Phase 1 WBL 1 5,6 Phase Not On 0 2 EB 1 5,6 Green Walk 0 3 NBL 1 7,8 Phase Not On 0 4 SB 1 7,8 Phase Not On 0 5 EBL 2 1,2 Phase Not On 0 6 WB 2 1,2 Green Walk 0 7 SBL 2 3,4 Phase Not On 0 8 NB 2 3,4 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement WBL EB NBL SB EBL WB SBL NB Walk 0 7 0 8 0 7 0 7 Ped Clear 0 17 0 25 0 17 0 24 Minimum Green 3 10 3 5 3 10 3 5 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 2.5 6.2 2.5 2.5 2.5 6.2 2.5 2.5 Max 1 20 40 20 20 20 40 20 20 Max 2 20 50 25 25 20 50 25 25 Max 3 0 0 0 0 0 0 0 0 Yellow 3.5 4.0 3.5 3.5 3.5 4.0 3.5 3.5 Red Clearance 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 Max Initial 0 20 0 0 0 20 0 0 Time Before Reduce 5 15 5 5 5 15 5 5 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 5 10 5 5 5 10 5 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 1.0 4.2 1.0 1.0 1.0 4.2 1.0 1.0 Dynamic Max Limit 0 0 0 0 0 0 0 0 Dynamic Max Step 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 2/22 Pg 2 of 22 3029 - OR214 @ Oregon Way-Country Club Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X X X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry X X Simultaneous Gap Disable X X X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 3/22 Pg 3 of 22 OR214 @ Oregon Way-Country Club Detectors Global Detector Settings Vehicle No Activity 0 Max Presence 10 Erratic Count 35 Failed Recall None Global Detector Settings: Pedestrian No Activity 0 Max Presence 0 Erratic Count 60 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall Loop 14 1 1 0 0 0 0.0 0.0 0 0 0 0 None Loop 1 2 2 0 0 0 0.0 0.0 0 0 0 25 None Loop 2 3 2 0 0 0 0.0 0.0 0 0 0 25 None 4 2 0 0 0 0.0 0.0 0 0 0 0 None 5 2 0 0 0 0.0 0.0 0 0 0 0 None 6 2 0 0 0 0.0 0.0 0 0 0 0 None Loop 20 7 3 0 0 0 0.0 0.0 0 0 0 0 None Loop 6 8 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 7, 8 9 4 0 0 0 0.0 0.0 0 0 0 12 None 10 4 0 0 0 0.0 0.0 0 0 0 0 None 11 4 0 0 0 0.0 0.0 0 0 0 0 None 12 4 0 0 0 0.0 0.0 0 0 0 0 None Loop 15,16 13 1 0 0 0 0.0 0.0 0 0 0 12 None Loop 21, 22 14 3 0 0 0 0.0 0.0 0 0 0 12 None Loop 3 15 5 0 0 0 0.0 0.0 0 0 0 0 None Loop 12 16 6 0 0 0 0.0 0.0 0 0 0 25 None Loop 13 17 6 0 0 0 0.0 0.0 0 0 0 25 None 18 6 0 0 0 0.0 0.0 0 0 0 0 None 19 6 0 0 0 0.0 0.0 0 0 0 0 None 20 6 0 0 0 0.0 0.0 0 0 0 0 None Loop 9 21 7 0 0 0 0.0 0.0 0 0 0 0 None Loop 17 22 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 18, 19 23 8 0 0 0 0.0 0.0 0 0 0 12 None 24 8 0 0 0 0.0 0.0 0 0 0 0 None 25 8 0 0 0 0.0 0.0 0 0 0 0 None 26 8 0 0 0 0.0 0.0 0 0 0 0 None Loop 4, 5 27 5 0 0 0 0.0 0.0 0 0 0 12 None Loop 10, 11 28 7 0 0 0 0.0 0.0 0 0 0 12 None 29 0 0 0 0 0.0 0.0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 4/22 Pg 4 of 22 3029 - OR214 @ Oregon Way-Country Club Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 41 0 0 0 0 0.0 0.0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 14 65 1 0 0 0 1.5 3.0 0 0 0 0 None (Dummy)Loop 1 66 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 2 67 2 0 0 0 0.0 0.0 0 0 0 0 None 68 2 0 0 0 0.0 0.0 0 0 0 0 None 69 2 0 0 0 0.0 0.0 0 0 0 0 None 70 2 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 20 71 3 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 6 72 4 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 7, 8 73 4 0 0 0 0.0 0.0 0 0 0 0 None 74 4 0 0 0 0.0 0.0 0 0 0 0 None 75 4 0 0 0 0.0 0.0 0 0 0 0 None 76 4 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 15,16 77 1 0 0 0 0.0 10.0 0 0 0 0 None (Dummy)Loop 21, 22 78 3 0 0 0 0.0 3.0 0 0 0 0 None (Dummy)Loop 3 79 5 0 0 0 1.5 3.0 0 0 0 0 None (Dummy)Loop 12 80 6 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 13 81 6 0 0 0 0.0 0.0 0 0 0 0 None 82 6 0 0 0 0.0 0.0 0 0 0 0 None 83 6 0 0 0 0.0 0.0 0 0 0 0 None 84 6 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 9 85 7 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 17 86 8 0 0 0 1.5 0.0 0 0 0 0 None (Dummy)Loop 18, 19 87 8 0 0 0 0.0 0.0 0 0 0 0 None 88 8 0 0 0 0.0 0.0 0 0 0 0 None 89 8 0 0 0 0.0 0.0 0 0 0 0 None 90 8 0 0 0 0.0 0.0 0 0 0 0 None (Dummy)Loop 4, 5 91 5 0 0 0 0.0 10.0 0 0 0 0 None (Dummy)Loop 10, 11 92 7 0 0 0 0.0 3.0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 5/22 Pg 5 of 22 3029 - OR214 @ Oregon Way-Country Club Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Yellow Lock Red Lock No Activity Max Pres. Erratic Count Fail Time Failed Recall 96 0 0 0 0 0.0 0.0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 None ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 6/22 Pg 6 of 22 3029 - OR214 @ Oregon Way-Country Club Vehicle Detector Failure Parameters and Other Options Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 1 X X 2 X X 3 X X 4 X X 5 X X 6 X X 7 X X 8 X X 9 X X 10 X X 11 X X 12 X X 13 X X 14 X X 15 X X 16 X X 17 X X 18 X X 19 X X 20 X X 21 X X 22 X X 23 X X 24 X X 25 X X 26 X X 27 X X 28 X X 29 X X 30 X X 31 X X 32 X X 33 X X 34 X X 35 X X 36 X X 37 X X 38 X X 39 X X 40 X X 41 X X 42 X X 43 X X 44 X X 45 X X 46 X X 47 X X 48 X X 49 X X 50 X X 51 X X 52 X X 53 X X 54 X X 55 X X 56 X X 57 X X 58 X X 59 X X 60 X X 61 X X 62 X X 63 X X 64 X X ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 7/22 Pg 7 of 22 3029 - OR214 @ Oregon Way-Country Club Vehicle Detector Failure Parameters and Other Options Cont. Det Volume Detector Occupancy Extend Added Initial Queue Terminate Call Min Green 2 65 X X X X 66 X X X X X 67 X X X X X 68 X X X X 69 X X X X 70 X X X X 71 X X X X 72 X X X X 73 X X X X 74 X X X X 75 X X X X 76 X X X X 77 X X X X 78 X X X X 79 X X X X 80 X X X X X 81 X X X X X 82 X X X X 83 X X X X 84 X X X X 85 X X X X 86 X X X X 87 X X X X 88 X X X X 89 X X X X 90 X X X X 91 X X X X 92 X X X X 93 X X X X 94 X X X X 95 X X X X 96 X X X X 97 X X X X 98 X X X X 99 X X X X 100 X X X X 101 X X X X 102 X X X X 103 X X X X 104 X X X X 105 X X X X 106 X X X X 107 X X X X 108 X X X X 109 X X X X 110 X X X X 111 X X X X 112 X X X X 113 X X X X 114 X X X X 115 X X X X 116 X X X X 117 X X X X 118 X X X X 119 X X X X 120 X X X X 121 X X X X 122 X X X X 123 X X X X 124 X X X X 125 X X X X 126 X X X X 127 X X X X 128 X X X X ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 8/22 Pg 8 of 22 3029 - OR214 @ Oregon Way-Country Club Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Ph 1 FYA Ph 2 Thru Ped Ph 5 FYA Ph 2 Thru Ped Overlap Enabled Enabled Enabled Disabled Disabled Enabled Enabled DisabledDisabled Disabled Disabled Disabled Disabled Disabled Phases Included 2 2 6 6 Overlap Type FYA - 4 Sec Thru FYA Ped Off Off FYA - 4 Sec Thru FYA Ped Off Off Off Off Off Off Off Modifier Phases 1 5 Modifier Overlaps 1 5 Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. 2 6 Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 3 10 0 0 3 10 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 9/22 Pg 9 of 22 3029 - OR214 @ Oregon Way-Country Club Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 30 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence Data Sequence Ring Sequence Data 1 1 1,2,a,3,4,b 1 2 5,6,a,7,8,b 2 1 1,2,a,4,3,b 2 2 6,5,a,8,7,b 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 All Peaks 100 60 2 Yel Auto Phase Inh Phase 2 0 0 0 Yel Auto Fixed Inh Phase 3 0 0 0 Yel Auto Fixed Inh Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 0 Yel Auto Phase Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase 17 0 0 0 Yel Auto Fixed Inh Phase 18 0 0 0 Yel Auto Fixed Inh Phase 19 0 0 0 Yel Auto Fixed Inh Phase 20 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 0 5 0 5 Ring Plan # 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 10/22 Pg 10 of 22 3029 - OR214 @ Oregon Way-Country Club Coordination Splits All Peaks 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 15 45 20 20 15 45 20 20 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None Max Rcl None None None Max Rcl None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Fix Flt Flt Flt Fix Flt Ph Mode None Max Rcl None None None Max Rcl None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 11/22 Pg 11 of 22 3029 - OR214 @ Oregon Way-Country Club Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 12/22 Pg 12 of 22 3029 - OR214 @ Oregon Way-Country Club Time of Day Data Day Program Schedule Program Event Day Prog Action Hour Min Description 1 1 1 5 30 All Peaks Schedule 1 Day Plan 1 2 1 22 8 0 Free Max 2 Description Monday - Friday 3 1 1 11 0 All Peaks Month J F M A M J J A S O N D 4 1 22 18 0 Free Max 2 X X X X X X X X X X X X 5 1 21 20 0 Free Max 1 Weekday S M T W T F S 6 1 0 0 X X X X X 7 1 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 8 1 0 0 X X X X X X X X X X X X X X X 9 1 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 10 1 0 0 X X X X X X X X X X X X X X X X 11 2 1 9 0 All Peaks Schedule 2 Day Plan 2 12 2 21 19 0 Free Max 1 Description Saturday - Sunday 13 2 0 0 Month J F M A M J J A S O N D 14 2 0 0 X X X X X X X X X X X X 15 2 0 0 Weekday S M T W T F S 16 2 0 0 X X 17 2 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 2 0 0 X X X X X X X X X X X X X X X 19 2 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 20 2 0 0 X X X X X X X X X X X X X X X X 21 3 0 0 Schedule 3 Day Plan 2 22 3 0 0 Description New Year 23 3 0 0 Month J F M A M J J A S O N D 24 3 0 0 X X 25 3 0 0 Weekday S M T W T F S 26 3 0 0 X X X X X 27 3 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 3 0 0 X 29 3 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 3 0 0 31 4 0 0 Schedule 4 Day Plan 2 32 4 0 0 Description New Year 33 4 0 0 Month J F M A M J J A S O N D 34 4 0 0 X 35 4 0 0 Weekday S M T W T F S 36 4 0 0 X 37 4 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 38 4 0 0 X 39 4 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 4 0 0 41 5 0 0 Schedule 5 Day Plan 2 42 5 0 0 Description Memorial Day 43 5 0 0 Month J F M A M J J A S O N D 44 5 0 0 X 45 5 0 0 Weekday S M T W T F S 46 5 0 0 X 47 5 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 5 0 0 49 5 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 50 5 0 0 X X X X X X X Pg 13 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 13/22 @ g y y Time of Day Data Cont. Day Program Schedule Program Event Day Prog Action Hour Min Description 51 6 0 0 Schedule 6 Day Plan 2 52 6 0 0 Description July 4th 53 6 0 0 Month J F M A M J J A S O N D 54 6 0 0 X 55 6 0 0 Weekday S M T W T F S 56 6 0 0 X X X X X 57 6 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 58 6 0 0 X 59 6 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 60 6 0 0 61 7 0 0 Schedule 7 Day Plan 2 62 7 0 0 Description July 4th 63 7 0 0 Month J F M A M J J A S O N D 64 7 0 0 X 65 7 0 0 Weekday S M T W T F S 66 7 0 0 X 67 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 68 7 0 0 X 69 7 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 70 7 0 0 71 8 0 0 Schedule 8 Day Plan 2 72 8 0 0 Description Labor Day 73 8 0 0 Month J F M A M J J A S O N D 74 8 0 0 X 75 8 0 0 Weekday S M T W T F S 76 8 0 0 X 77 8 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 78 8 0 0 X X X X X X X 79 8 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 80 8 0 0 81 9 0 0 Schedule 9 Day Plan 2 82 9 0 0 Description Thanksgiving 83 9 0 0 Month J F M A M J J A S O N D 84 9 0 0 X 85 9 0 0 Weekday S M T W T F S 86 9 0 0 X 87 9 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 88 9 0 0 89 9 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 90 9 0 0 X X X X X X X 91 10 0 0 Schedule 10 Day Plan 2 92 10 0 0 Description Chrismas 93 10 0 0 Month J F M A M J J A S O N D 94 10 0 0 95 10 0 0 Weekday S M T W T F S 96 10 0 0 X X X X X 97 10 0 0 Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 98 10 0 0 99 10 0 0 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 100 10 0 0 X Pg 14 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 14/22 Preemption Data Sequence Parameters Sequence Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVB EVC EVD Preemption Type Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Dwell Veh Ph 2,5 4,7 1,6 3,8 Dwell Ped Ph Dwell Overlap 1,2,5 1,5,6 Exit Phases 2,5 4,7 1,6 3,8 Exit Type Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 255 255 255 255 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 3 3 3 3 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serial Ports Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 Pg 15 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 15/22 Advanced IO Configuration Channel Configuration Channel Control Type Ctrl Source Flash Yellow Flash Red Flash Alt MMU Channel 1 Olp 1 X X 1 2 Olp 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Olp 5 X X 5 6 Olp 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 9 10 Olp 10 10 11 Olp 11 11 12 Olp 12 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 None 17 17 18 None 18 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10 Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11 Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12 Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13 Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Not Active 1 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Clock Reset 1 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 Pg 16 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 16/22 Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23 Not Active 0 50 C11-16 Not Active 0 58 C11-24 Not Active 0 51 C11-17 Not Active 0 59 C11-25 Not Active 0 52 C11-18 Not Active 0 60 C11-26 Not Active 0 53 C11-19 Not Active 0 61 C11-27 Not Active 0 54 C11-20 Not Active 0 62 C11-28 Not Active 0 55 C11-21 Not Active 0 63 C11-29 Not Active 0 56 C11-22 Not Active 0 64 C11-30 Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 Not Active 1 2 C1-3 Chl Green Walk 14 34 C1-36 Not Active 5 3 C1-4 Ch Red DWalk 4 35 C1-37 Not Active 14 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 Not Active 16 5 C1-6 Chl Green Walk 4 37 C1-100 Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101 Ch Yel Ped Clear 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102 Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103 Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 18 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 18 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Not Active 11 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Not Active 11 16 C1-18 Phase Green 1 48 C1-90 Overlap Green 5 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Not Active 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Not Active 9 24 C1-26 Chl Green Walk 7 56 C1-99 Overlap Green 1 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 5 63 C11-7 Not Active 0 32 C1-34 Phase Green 5 64 C11-8 Not Active 0 Pg 17 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 17/22 @ g y y Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk Clearance Walk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 18/22 Pg 18 of 22 3029 - OR214 @ Oregon Way-Country Club User Program Configuration Program Information Program # 1 Description Unit Stop Time Enabled Enabled Statement Result Index Delay Ext Description 1 Unit Stop Time 1 0.0 0.0 Parameter A Index Aux Switch State 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Number 2 Parameter B Index Prev Line 0 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Number 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 None 0 0.0 0.0 Parameter A Index Number 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Number 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 19/22 Pg 19 of 22 3029 - OR214 @ Oregon Way-Country Club Program # 2 Description Stop Time Beep Enabled Enabled Statement Result Index Delay Ext Description 1 Global Var 100 0.0 0.0 Parameter A Index Glob Var 100 Parameter B Index Number 1 Statement Result Index Delay Ext Description 2 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 10 Statement Result Index Delay Ext Description 3 None 0 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 15 Statement Result Index Delay Ext Description 4 Global Var 101 0.0 0.0 Parameter A Index Prev Line 0 Parameter B Index Number 0 Statement Result Index Delay Ext Description 5 None 0 0.0 0.0 Parameter A Index Glob Var 101 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 None 0 0.0 0.0 Parameter A Index None 0 Parameter B Index None 0 Pg 20 of 22 3029 - OR214 @ Oregon Way-Country Club ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 20/22 Program # 3 Description Gap Dependent FYA Enabled Enabled Statement Result Index Delay Ext Description 1 Local Var 20 0.0 0.0 Ph 1 red and Ph 2 green check Parameter A Index Ch Red 1 Parameter B Index Ph Green 2 Statement Result Index Delay Ext Description 2 Local Var 21 0.0 0.0 Ph 2 detector input check Parameter A Index Veh Det 2 Parameter B Index Veh Det 3 Statement Result Index Delay Ext Description 3 Local Var 22 0.0 0.0 Preempt 1 check and combine above Parameter A Index Pre Input 1 Parameter B Index Loc Var 21 Statement Result Index Delay Ext Description 4 Olp Omit 1 0.0 0.0 Omit Ph 1 FYA Parameter A Index Loc Var 20 Parameter B Index Loc Var 22 Statement Result Index Delay Ext Description 5 Local Var 60 0.0 0.0 Ph 5 red and Ph 6 green check Parameter A Index Ch Red 5 Parameter B Index Ph Green 6 Statement Result Index Delay Ext Description 6 Local Var 61 0.0 0.0 Ph 6 detector input check Parameter A Index Veh Det 16 Parameter B Index Veh Det 17 Statement Result Index Delay Ext Description 7 Local Var 62 0.0 0.0 Preempt 3 check and combine above Parameter A Index Pre Input 3 Parameter B Index Loc Var 61 Statement Result Index Delay Ext Description 8 Olp Omit 5 0.0 0.0 Omit Ph 5 FYA Parameter A Index Loc Var 60 Parameter B Index Loc Var 62 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 21/22 Pg 21 of 22 3029 - OR214 @ Oregon Way-Country Club Program # 4 Description Dummy Detector Jumpers Enabled Enabled Statement Result Index Delay Ext Description 1 Veh Det Call 65 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 1 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Veh Det Call 66 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Veh Det Call 67 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 Veh Det Call 68 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 Veh Det Call 69 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 Veh Det Call 70 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 6 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Veh Det Call 71 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 7 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Veh Det Call 72 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 8 Parameter B Index None 0 ---PAGE BREAK--- 10/1/21, 8:27 AM 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 192.168.0.1/maxtime/api/db/print?template=ExtraDetectors_TimingSheet_20201112.zip 22/22 Pg 22 of 22 3029 - OR214 @ Oregon Way-Country Club Program # 5 Description Enabled Enabled Statement Result Index Delay Ext Description 1 Veh Det Call 65 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 1 Parameter B Index None 0 Statement Result Index Delay Ext Description 2 Veh Det Call 66 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 2 Parameter B Index None 0 Statement Result Index Delay Ext Description 3 Veh Det Call 67 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 3 Parameter B Index None 0 Statement Result Index Delay Ext Description 4 Veh Det Call 68 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 4 Parameter B Index None 0 Statement Result Index Delay Ext Description 5 Veh Det Call 69 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 5 Parameter B Index None 0 Statement Result Index Delay Ext Description 6 Veh Det Call 70 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 6 Parameter B Index None 0 Statement Result Index Delay Ext Description 7 Veh Det Call 71 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 7 Parameter B Index None 0 Statement Result Index Delay Ext Description 8 Veh Det Call 72 0.0 0.0 Dummy Detector Jumper Parameter A Index Veh Det 8 Parameter B Index None 0 ---PAGE BREAK--- ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 1/24 Pg 1 of 24 3028 - OR214 @ Settlemeier-BoonesFry Timing Sheet TSSU ID 3028 Intersection OR214 @ Settlemeier-BoonesFry Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Sequence 1 Sequence 2 Sequence 3 Free Sequence 1 Ring #1 1,2,a,3,4,b Ring #1 Ring #1 Startup Flash 0 Ring #2 5,6,a,7,8,b Ring #2 Ring #2 Red Revert 5.0 First All Red** 6 Start Yellow 0.0 Exit Mode Enable Backup Time 600 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup MinNo Serve Phase 1 WBL 1 5,6 Phase Not On 0 2 EB 1 5,6 Green Walk 0 3 NBL 1 7,8 Phase Not On 0 4 SB 1 7,8 Phase Not On 0 5 EBL 2 1,2 Phase Not On 0 6 WB 2 1,2 Green Walk 0 7 SBL 2 3,4 Phase Not On 0 8 NB 2 3,4 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement WBL EB NBL SB EBL WB SBL NB Walk 0 7 0 7 0 7 0 7 Ped Clear 0 18 0 19 0 17 0 17 Minimum Green 5 10 5 5 5 10 5 5 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 Max 1 20 55 25 25 20 55 25 25 Max 2 25 65 35 30 25 65 25 30 Max 3 25 75 35 35 25 75 25 35 Yellow 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Red Clearance 0.5 1.0 0.5 1.0 0.5 1.0 0.5 1.0 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 2.7 0.0 0.0 0.0 2.7 0.0 0.0 Max Initial 0 21 0 0 0 21 0 0 Time Before Reduce 5 10 5 10 5 10 0 10 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 5 10 5 5 5 10 0 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 1.0 2.8 1.0 1.0 1.0 2.8 1.0 1.0 Dynamic Max Limit 0 65 30 35 0 65 30 35 Dynamic Max Step 0.0 5.0 5.0 5.0 0.0 5.0 5.0 5.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 2/24 Pg 2 of 24 3028 - OR214 @ Settlemeier-BoonesFry Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X X X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry X X Simultaneous Gap Disable X X X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle X X Global Detector Settings Vehicle No Activity 0 Max Presence 10 Erratic Count 35 Failed Recall None Pedestrian No Activity 0 Max Presence 5 Erratic Count 60 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 3/24 Pg 3 of 24 OR214 @ Settlemeier-BoonesFry Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Queue Limit No Activity Max Pres. Erratic Count Fail Time Failed Recall Loop 21 1 1 0 0 0 0.0 0.0 0 0 0 0 0 None Video adv thru 2 2 0 0 0 0.0 0.0 0 0 0 0 0 None Video adv RT 3 2 0 0 0 0.0 0.0 0 0 0 0 0 None Video adv 4 5 0 0 0 0.0 0.0 0 0 0 0 0 None Video presence 5 5 0 0 0 0.0 0.0 0 0 0 0 0 None Video bike 6 2 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 32 7 3 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 7 8 4 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 8 9 4 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 11, 12 10 4 0 0 0 0.0 0.0 0 0 0 0 12 None Loop 13, 14 Bike 11 4 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 9, 10 12 4 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 22, 23 13 1 0 0 0 0.0 0.0 0 0 0 0 12 None Loop 33, 34 14 3 0 0 0 0.0 0.0 0 0 0 0 12 None 15 5 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 18 16 6 0 0 0 0.0 0.0 0 0 0 0 25 None Loop 19 17 6 0 0 0 0.0 0.0 0 0 0 0 0 None 18 6 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 20 Bike 19 6 0 0 0 0.0 0.0 0 0 0 0 0 None 20 6 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 15 21 7 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 24 22 8 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 25 23 8 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 28, 29 24 8 0 0 0 0.0 0.0 0 0 0 0 12 None Loop 30, 31 Bike 25 8 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 26, 27 26 8 0 0 0 0.0 0.0 0 0 0 0 0 None Loops 5-6 27 5 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 16, 17 28 7 0 0 0 0.0 0.0 0 0 0 0 12 None 29 1 0 0 0 0.0 0.0 0 0 0 0 0 None 30 1 0 0 0 0.0 0.0 0 0 0 0 0 None 31 2 0 0 0 0.0 0.0 0 0 0 0 0 None 32 3 0 0 0 0.0 0.0 0 0 0 0 0 None 33 3 0 0 0 0.0 0.0 0 0 0 0 0 None 34 4 0 0 0 0.0 0.0 0 0 0 0 0 None 35 5 0 0 0 0.0 0.0 0 0 0 0 0 None 36 5 0 0 0 0.0 0.0 0 0 0 0 0 None 37 6 0 0 0 0.0 0.0 0 0 0 0 0 None 38 7 0 0 0 0.0 0.0 0 0 0 0 0 None 39 7 0 0 0 0.0 0.0 0 0 0 0 0 None 40 8 0 0 0 0.0 0.0 0 0 0 0 0 None 41 0 0 0 0 0.0 0.0 0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 0 None ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 4/24 Pg 4 of 24 3028 - OR214 @ Settlemeier-BoonesFry Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Queue Limit No Activity Max Pres. Erratic Count Fail Time Failed Recall Dummy Loop 21 65 1 0 0 0 0.0 0.0 0 0 0 0 0 None 66 2 0 0 0 1.0 0.0 0 0 0 0 0 None 67 2 0 0 0 0.0 0.0 0 0 0 0 0 None 68 2 0 0 0 0.0 0.0 0 0 0 0 0 None 69 2 0 0 0 0.0 0.0 0 0 0 0 0 None 70 2 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 32 71 3 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 7 72 4 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 8 73 4 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 11, 12 74 4 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 13, 14 Bike 75 4 0 0 0 3.0 0.0 0 0 0 0 0 None Dummy Loop 9, 10 76 4 0 0 0 0.0 5.0 0 0 0 0 0 None Dummy Loop 22, 23 77 1 0 0 0 0.0 3.0 0 0 0 0 0 None Dummy Loop 33, 34 78 3 0 0 0 0.0 3.0 0 0 0 0 0 None 79 5 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 18 80 6 0 0 0 1.0 0.0 0 0 0 0 0 None Dummy Loop 19 81 6 0 0 0 0.0 0.0 0 0 0 0 0 None 82 6 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 20 Bike 83 6 0 0 0 3.0 0.0 0 0 0 0 0 None 84 6 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 15 85 7 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 24 86 8 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 25 87 8 0 0 0 1.5 0.0 0 0 0 0 0 None Dummy Loop 28, 29 88 8 0 0 0 3.0 0.0 0 0 0 0 0 None Dummy Loop 30, 31 Bike 89 8 0 0 0 3.0 0.0 0 0 0 0 0 None Dummy Loop 26, 27 90 8 0 0 0 0.0 5.0 0 0 0 0 0 None Dummy Loops 5-6 91 5 0 0 0 0.0 0.0 0 0 0 0 0 None Dummy Loop 16, 17 92 7 0 0 0 0.0 3.0 0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 0 None 96 0 0 0 0 0.0 0.0 0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 0 None ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 5/24 Pg 5 of 24 3028 - OR214 @ Settlemeier-BoonesFry Vehicle Detector Failure Parameters and Other Options Description Det Vol Det Occ Det Call Extend Added Initial QueueYellow Lock Red Lock Min Green 2 Loop 21 1 X X Video adv thru 2 X X X X Video adv RT 3 X X X X Video adv 4 X X X X Video presence 5 X X X X Video bike 6 X X X X Loop 32 7 X X Loop 7 8 X X Loop 8 9 X X Loop 11, 12 10 X X Loop 13, 14 Bike 11 X X Loop 9, 10 12 X X Loop 22, 23 13 X X Loop 33, 34 14 X X 15 X X Loop 18 16 X X X Loop 19 17 X X 18 X X Loop 20 Bike 19 X X 20 X X Loop 15 21 X X Loop 24 22 X X Loop 25 23 X X Loop 28, 29 24 X X Loop 30, 31 Bike 25 X X Loop 26, 27 26 X X Loops 5-6 27 X X Loop 16, 17 28 X X 29 X X 30 X X 31 X X 32 X X 33 X X 34 X X 35 X X 36 X X 37 X X 38 X X 39 X X 40 X X 41 X X 42 X X 43 X X 44 X X 45 X X 46 X X 47 X X 48 X X 49 X X 50 X X 51 X X 52 X X 53 X X 54 X X 55 X X 56 X X 57 X X 58 X X 59 X X 60 X X 61 X X 62 X X 63 X X 64 X X ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 6/24 Pg 6 of 24 3028 - OR214 @ Settlemeier-BoonesFry Vehicle Detector Failure Parameters and Other Options Cont. Description Det Vol Det Occ Det Call Extend Added Initial QueueYellow Lock Red Lock Min Green 2 Dummy Loop 21 65 X X X X 66 X X X X 67 X X X X 68 X X X X 69 X X X X 70 X X X X Dummy Loop 32 71 X X X X Dummy Loop 7 72 X X X X Dummy Loop 8 73 X X X X Dummy Loop 11, 12 74 X X X X Dummy Loop 13, 14 Bike 75 X X X X Dummy Loop 9, 10 76 X X X X Dummy Loop 22, 23 77 X X X X Dummy Loop 33, 34 78 X X X X 79 X X X X Dummy Loop 18 80 X X X X Dummy Loop 19 81 X X X X 82 X X X X Dummy Loop 20 Bike 83 X X X X 84 X X X X Dummy Loop 15 85 X X X X Dummy Loop 24 86 X X X X Dummy Loop 25 87 X X X X Dummy Loop 28, 29 88 X X X X Dummy Loop 30, 31 Bike 89 X X X X Dummy Loop 26, 27 90 X X X X Dummy Loops 5-6 91 X X X X Dummy Loop 16, 17 92 X X X X 93 X X X X 94 X X X X 95 X X X X 96 X X X X 97 X X X X 98 X X X X 99 X X X X 100 X X X X 101 X X X X 102 X X X X 103 X X X X 104 X X X X 105 X X X X 106 X X X X 107 X X X X 108 X X X X 109 X X X X 110 X X X X 111 X X X X 112 X X X X 113 X X X X 114 X X X X 115 X X X X 116 X X X X 117 X X X X 118 X X X X 119 X X X X 120 X X X X 121 X X X X 122 X X X X 123 X X X X 124 X X X X 125 X X X X 126 X X X X 127 X X X X 128 X X X X ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 7/24 Pg 7 of 24 3028 - OR214 @ Settlemeier-BoonesFry Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters: Plan 1 First 8 Overlaps Should Be Reserved for FYA Overlaps 1 2 3 4 5 6 7 8 9 10 11 12 13 Description OLA OLB OLC OLD Overlap Enabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Enabled Enabled Enabled Enabled Disabled Phases Included 2,3 4,5 6,7 1,8 Overlap Type Off Off Off Off Off Off Off Off Normal Normal Normal Normal Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. 2 4 6 8 Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 3 3 3 3 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 8/24 Pg 8 of 24 3028 - OR214 @ Settlemeier-BoonesFry Overlap Parameters: Plan 2 First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Overlap Enabled EnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabled Enabled Enabled Phases Included Overlap Type Off Off Off Off Off Off Off Off Off Off Off Off Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear Custom Overlap Rules Rule Custom Overlap Incl. Phase State Modifier Phase State Modifer Overlap State Negative Phase State Custom Output Flash 1 Disable Any Any Any Not Set Not Set 2 Disable Any Any Any Not Set Not Set 3 Disable Any Any Any Not Set Not Set 4 Disable Any Any Any Not Set Not Set 5 Disable Any Any Any Not Set Not Set ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 9/24 Pg 9 of 24 3028 - OR214 @ Settlemeier-BoonesFry Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 20 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence DataSequence Ring Sequence Data 1 1 1,2,a,3,4,b 1 2 5,6,a,7,8,b 2 1 2 2 3 1 3 2 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 0 0 0 Grn Auto Phase Inh Phase 2 0 0 0 Grn Auto Phase Inh Phase 3 0 0 0 Yel Auto Fixed Inh Phase 4 0 0 0 Yel Auto Fixed Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 0 Yel Auto Fixed Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 Max 3 with Ped Plan 2 0 0 1 Grn Auto Phase Max3 Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase Free Coord Plans 21 Free - Max 1 0 0 1 Grn Auto Phase Max1 Phase 22 Free - Max 2 0 0 1 Grn Auto Phase Max2 Phase 23 Free - Max 3 0 0 1 Grn Auto Phase Max3 Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 # # # # 15 # # # 1 0 0 0 0 Ring Plan # 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 10/24 Pg 10 of 24 3028 - OR214 @ Settlemeier-BoonesFry Coordination Splits 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 11/24 Pg 11 of 24 3028 - OR214 @ Settlemeier-BoonesFry Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description WBL EB NBL SB EBL WB SBL NB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 12/24 Pg 12 of 24 3028 - OR214 @ Settlemeier-BoonesFry Time of Day Data Day Program Schedule Program Day Prog Event Action Hour Min Description 1 1 22 6 0 Max 2 Free Schedule 1 Day Plan 1 1 2 21 8 0 Max 1 Free Description Monday - Friday 1 3 22 10 0 Max 2 Free Month J F MA MJ J A S ON D 1 4 23 14 30 Max 3 Free X X X X X X X X X X X X 1 5 13 15 0 Max 3 Phase Plan 2Weekday S MT WT F S 1 6 23 15 45 Max 3 Free X X X X X 1 7 22 18 0 Max 2 Free Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 1 8 21 19 0 Max 1 Free X X X X X X X X X X X X X X X 1 9 0 0 # # # # # # # 23 # # # # 28 # # # 1 10 0 0 X X X X X X X X X X X X X X X X 2 1 22 9 0 Free Max 2 Schedule 2 Day Plan 2 2 2 21 19 0 Free Max 1 Description Saturday - Sunday 2 3 0 0 Month J F MA MJ J A S ON D 2 4 0 0 X X X X X X X X X X X X 2 5 0 0 Weekday S MT WT F S 2 6 0 0 X X 2 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 2 8 0 0 X X X X X X X X X X X X X X X 2 9 0 0 # # # # # # # 23 # # # # 28 # # # 2 10 0 0 X X X X X X X X X X X X X X X X 3 1 0 0 Schedule 3 Day Plan 2 3 2 0 0 Description New Year 3 3 0 0 Month J F MA MJ J A S ON D 3 4 0 0 X 3 5 0 0 Weekday S MT WT F S 3 6 0 0 X X X X X 3 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 3 8 0 0 X 3 9 0 0 # # # # # # # 23 # # # # 28 # # # 3 10 0 0 4 1 0 0 Schedule 4 Day Plan 2 4 2 0 0 Description New Year 4 3 0 0 Month J F MA MJ J A S ON D 4 4 0 0 X 4 5 0 0 Weekday S MT WT F S 4 6 0 0 X 4 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 4 8 0 0 X 4 9 0 0 # # # # # # # 23 # # # # 28 # # # 4 10 0 0 5 1 0 0 Schedule 5 Day Plan 2 5 2 0 0 Description Memorial Day 5 3 0 0 Month J F MA MJ J A S ON D 5 4 0 0 X 5 5 0 0 Weekday S MT WT F S 5 6 0 0 X 5 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 5 8 0 0 5 9 0 0 # # # # # # # 23 # # # # 28 # # # 5 10 0 0 X X X X X X X ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 13/24 Pg 13 of 24 3028 - OR214 @ Settlemeier-BoonesFry Time of Day Data Cont. Day Program Schedule Program Day Prog Event Action Hour Min Description 6 1 0 0 Schedule 6 Day Plan 2 6 2 0 0 Description July 4th 6 3 0 0 Month J F MA MJ J A S ON D 6 4 0 0 X 6 5 0 0 Weekday S MT WT F S 6 6 0 0 X X X X X 6 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 6 8 0 0 X 6 9 0 0 # # # # # # # 23 # # # # 28 # # # 6 10 0 0 7 1 0 0 Schedule 7 Day Plan 2 7 2 0 0 Description July 4th 7 3 0 0 Month J F MA MJ J A S ON D 7 4 0 0 X 7 5 0 0 Weekday S MT WT F S 7 6 0 0 X 7 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 7 8 0 0 X 7 9 0 0 # # # # # # # 23 # # # # 28 # # # 7 10 0 0 8 1 0 0 Schedule 8 Day Plan 2 8 2 0 0 Description Labor Day 8 3 0 0 Month J F MA MJ J A S ON D 8 4 0 0 X 8 5 0 0 Weekday S MT WT F S 8 6 0 0 X 8 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 8 8 0 0 X X X X X X X 8 9 0 0 # # # # # # # 23 # # # # 28 # # # 8 10 0 0 9 1 0 0 Schedule 9 Day Plan 2 9 2 0 0 Description Thanksgiving 9 3 0 0 Month J F MA MJ J A S ON D 9 4 0 0 X 9 5 0 0 Weekday S MT WT F S 9 6 0 0 X 9 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 9 8 0 0 9 9 0 0 # # # # # # # 23 # # # # 28 # # # 9 10 0 0 X X X X X X X 10 1 0 0 Schedule 10 Day Plan 2 10 2 0 0 Description Christmas 10 3 0 0 Month J F MA MJ J A S ON D 10 4 0 0 X 10 5 0 0 Weekday S MT WT F S 10 6 0 0 X X X X X 10 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 10 8 0 0 10 9 0 0 # # # # # # # 23 # # # # 28 # # # 10 10 0 0 X ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 14/24 Pg 14 of 24 3028 - OR214 @ Settlemeier-BoonesFry Action Parameters Action Pattern Aux1Aux2Aux3SP1 SP2 SP3 SP4 SP5 SP6 SP7 SP8 SP9 SP10SP11SP12SP13SP14SP15 SP16 1 Pattern 1 2 Pattern 2 3 None 4 None 5 None 6 None 7 None 8 None 9 None 10 None 11 None 21 Pattern 21 22 Pattern 22 23 Pattern 23 24 None Preemption Data Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVB EVC EVD Preemption Type Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Dwell Veh Ph 2,5 4,7 1,6 3,8 Dwell Ped Ph Dwell Overlap 9 10 11 12 Exit Phases 2,5 4,7 1,6 3,8 Exit Type Exit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 255 255 255 255 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 3 3 3 3 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pg 15 of 24 3028 - OR214 @ Settlemeier-BoonesFry ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 15/24 Advanced IO Configuration Channel Configuration Channel Control Type Ctrl SourceFlash Yellow Flash RedFlash Alt MMU Channel 1 Phs Veh 1 X X 1 2 Phs Veh 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Phs Veh 5 X X 5 6 Phs Veh 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 Olp 9 X 9 10 Olp 10 X 10 11 Olp 11 X 11 12 Olp 12 X 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 None 0 17 18 None 0 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Not Active 1 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Not Active 0 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 16/24 Pg 16 of 24 3028 - OR214 @ Settlemeier-BoonesFry Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23Not Active 0 50 C11-16 Not Active 0 58 C11-24Not Active 0 51 C11-17 Not Active 0 59 C11-25Not Active 0 52 C11-18 Not Active 0 60 C11-26Not Active 0 53 C11-19 Not Active 0 61 C11-27Not Active 0 54 C11-20 Not Active 0 62 C11-28Not Active 0 55 C11-21 Not Active 0 63 C11-29Not Active 0 56 C11-22 Not Active 0 64 C11-30Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 Not Active 13 2 C1-3 Chl Green Walk 14 34 C1-36 Not Active 15 3 C1-4 Ch Red DWalk 4 35 C1-37 Not Active 14 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 Not Active 16 5 C1-6 Chl Green Walk 4 37 C1-100Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101Ch Yel Ped Clear 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 18 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 18 11 C1-12 Ch Red DWalk 2 43 C1-85 Overlap Red 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Overlap Yellow 12 13 C1-15 Chl Green Walk 2 45 C1-87 Overlap Green 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Overlap Red 11 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Overlap Yellow 11 16 C1-18 Chl Green Walk 1 48 C1-90 Overlap Green 11 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Overlap Red 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Overlap Yellow 10 21 C1-23 Chl Green Walk 8 53 C1-96 Overlap Green 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Overlap Red 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Overlap Yellow 9 24 C1-26 Chl Green Walk 7 56 C1-99 Overlap Green 9 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 5 63 C11-7 Not Active 0 32 C1-34 Chl Green Walk 5 64 C11-8 Not Active 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 17/24 Pg 17 of 24 3028 - OR214 @ Settlemeier-BoonesFry Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk ClearanceWalk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 18/24 Pg 18 of 24 3028 - OR214 @ Settlemeier-BoonesFry User Program Configuration Program # 1 Description: Unit Stop Time Enabled: Enabled 1 Result Unit Stop Time Index: 1 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Aux Switch State Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: Run A if B Delay 0.0 Ext 0.0 Parameter A Number Index: 2 Description: Parameter B Prev Line Index: 0 3 Result None Index: 0 Operation: Run A Delay 0.0 Ext 0.0 Parameter A Number Index: 3 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: Run A Delay 0.0 Ext 0.0 Parameter A Number Index: 4 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: Run A Delay 0.0 Ext 0.0 Parameter A Number Index: 5 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 19/24 Pg 19 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 2 Description: Stop Time Beep Enabled: Enabled 1 Result Global Var Index: 100 Operation: R=(A + B) Delay 0.0 Ext 0.0 Parameter A Glob Var Index: 100 Description: Parameter B Number Index: 1 2 Result None Index: 0 Operation: R=(A / B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 10 3 Result None Index: 0 Operation: R=(A mod B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 15 4 Result Global Var Index: 101 Operation: R=(A B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 0 5 Result None Index: 0 Operation: Beep If A Delay 0.0 Ext 0.0 Parameter A Glob Var Index: 101 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 20/24 Pg 20 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 3 Description: Dummy Detector Jumpers Enabled: Enabled 1 Result Veh Det Call Index: 65 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 1 Description: Dummy Detector Jumper Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: not used Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: not used Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: not used Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: not used Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: not used Parameter B None Index: 0 7 Result Veh Det Call Index: 71 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 7 Description: Dummy Detector Jumper Parameter B None Index: 0 8 Result Veh Det Call Index: 72 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 8 Description: Dummy Detector Jumper Parameter B None Index: 0 9 Result Veh Det Call Index: 73 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 9 Description: Dummy Detector Jumper Parameter B None Index: 0 10 Result Veh Det Call Index: 74 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 10 Description: Dummy Detector Jumper Parameter B None Index: 0 11 Result Veh Det Call Index: 75 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 11 Description: Dummy Detector Jumper Parameter B None Index: 0 12 Result Veh Det Call Index: 76 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 12 Description: Dummy Detector Jumper Parameter B None Index: 0 13 Result Veh Det Call Index: 77 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 13 Description: Dummy Detector Jumper Parameter B None Index: 0 14 Result Veh Det Call Index: 78 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 14 Description: Dummy Detector Jumper Parameter B None Index: 0 15 Result Veh Det Call Index: 79 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 15 Description: Dummy Detector Jumper Parameter B None Index: 0 16 Result Veh Det Call Index: 80 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 16 Description: Dummy Detector Jumper Parameter B None Index: 0 17 Result Veh Det Call Index: 81 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 17 Description: Dummy Detector Jumper Parameter B None Index: 0 18 Result Veh Det Call Index: 82 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Veh Det Index: 18 Description: Dummy Detector Jumper Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 21/24 Pg 21 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 4 Description: Delay overlap reservice after ped Enabled: Enabled 1 Result None Index: 0 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Ch Yel Index: 13 Description: Parameter B None Index: 0 2 Result Olp Omit Index: 9 Operation: R=A Delay 0.0 Ext 5.0 Parameter A Prev Line Index: 1 Description: Delay OLA for 5 sec after ped 2 Parameter B None Index: 0 3 Result None Index: 0 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Ch Yel Index: 14 Description: Parameter B None Index: 0 4 Result Olp Omit Index: 10 Operation: R=A Delay 0.0 Ext 5.0 Parameter A Prev Line Index: 1 Description: Delay OLB for 5 sec after ped 4 Parameter B None Index: 0 5 Result None Index: 0 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Ch Yel Index: 15 Description: Parameter B None Index: 0 6 Result Olp Omit Index: 11 Operation: R=A Delay 0.0 Ext 5.0 Parameter A Prev Line Index: 1 Description: Delay OLC for 5 sec after ped 6 Parameter B None Index: 0 7 Result None Index: 0 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Ch Yel Index: 16 Description: Parameter B None Index: 0 8 Result Olp Omit Index: 12 Operation: R=A Delay 0.0 Ext 5.0 Parameter A Prev Line Index: 1 Description: Delay OLD for 5 sec after ped 8 Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 22/24 Pg 22 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 5 Description: Omit overlaps exiting preempts Enabled: Enabled 1 Result Olp Omit Index: 9 Operation: R=A Delay 0.0 Ext 4.0 Parameter A Pre Input Index: 4 Description: Parameter B None Index: 0 2 Result Olp Omit Index: 10 Operation: R=A Delay 0.0 Ext 4.0 Parameter A Pre Input Index: 1 Description: Parameter B None Index: 0 3 Result Olp Omit Index: 11 Operation: R=A Delay 0.0 Ext 4.0 Parameter A Pre Input Index: 2 Description: Parameter B None Index: 0 4 Result Olp Omit Index: 12 Operation: R=A Delay 0.0 Ext 4.0 Parameter A Pre Input Index: 3 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 23/24 Pg 23 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 6 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 3/11/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 24/24 Pg 24 of 24 3028 - OR214 @ Settlemeier-BoonesFry Program # 7 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 1/24 Pg 1 of 24 3025 - OR99E @ OR214/OR211 Timing Sheet TSSU ID 3025 Intersection OR99E @ OR214/OR211 Unit Startup Parameters, Phase Configuration, Security, Sequence, Initialization MCE Sequence* 1 Sequence 1 Sequence 2 Sequence 3 Free Sequence 1 Ring #1 1,2,a,4,3,b Ring #1 2,1,a,4,3,b Ring #1 1,2,a,3,4,b Startup Flash 0 Ring #2 5,6,a,8,7,b Ring #2 5,6,a,8,7,b Ring #2 5,6,a,7,8,b Red Revert 5.0 First All Red** 6 Start Yellow 0.0 Exit Mode Enable Backup Time 600 Auto Ped Clear Enable Grn Flash Freq 60 Yel Flash Freq 60 Phase Configuration for Startup Phase Description Ring Concurrent Ph. Startup Startup MinNo Serve Phase 1 NBL 1 5,6 Phase Not On 0 2 SB 1 5,6 Green Walk 0 3 EBL 1 8,7 Phase Not On 0 4 WB 1 8,7 Phase Not On 0 5 SBL 2 1,2 Phase Not On 0 6 NB 2 1,2 Green Walk 0 7 WBL 2 4,3 Phase Not On 0 8 EB 2 4,3 Phase Not On 0 Phase Parameters Phase Timing (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Movement NBL SB EBL WB SBL NB WBL EB Walk 0 7 0 10 0 11 0 11 Ped Clear 0 21 0 27 0 19 0 29 Minimum Green 4 10 4 6 4 10 4 6 Minimum Green 2 0 0 0 0 0 0 0 0 Passage 3.0 5.2 3.0 3.5 3.0 5.2 3.0 3.5 Max 1 25 45 30 30 20 45 30 30 Max 2 25 45 30 30 20 45 30 30 Max 3 0 0 0 0 0 0 0 0 Yellow 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Red Clearance 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Add Red Clearance 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial (Sec Per Act) 0.0 1.2 0.0 0.0 0.0 1.2 0.0 0.0 Max Initial 0 21 0 0 0 21 0 0 Time Before Reduce 5 15 8 8 8 15 8 8 Cars Before Reduce 0 0 0 0 0 0 0 0 Time To Reduce 5 8 5 5 5 8 5 5 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 1.0 2.2 1.0 1.0 1.0 2.2 1.0 1.0 Dynamic Max Limit 0 60 0 45 0 60 0 45 Dynamic Max Step 0.0 5.0 0.0 5.0 0.0 5.0 0.0 5.0 Advace Walk 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 Alt Ped Clear Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 2/24 Pg 2 of 24 3025 - OR99E @ OR214/OR211 Phase Options Per Phase Functions (Phase Plan 1) Parameter 1 2 3 4 5 6 7 8 Phases Enabled X X X X X X X X Auto Flash Entry X X Auto Flash Exit X X Non Actuated #1 Non Actuated #2 Non Lock Detector Memory* X X X X X X X X *AKA: Yellow Lock - When disabled the call is locked at the beginning of yellow interval. When enabled the call locking is dependent on the detector options Min Vehicle Recall X X Max Vehicle Recall Ped Recall Soft Vehicle Recall Dual Entry X X Simultaneous Gap Disable X X X X X X Guaranteed Passage Actuated Rest In Walk Conditional Service Enable Add Initial Ped Clear During Yellow Ped Clear During Red Condition Reservice Yellow Min Override No Startup Veh Call Advanced Warning Flasher No Ped Startup Call Ped Clear Overlap Trail Grn Flash Exit Veh Call Flah Exit Ped Call Min Green #2 Enabled Max Green #2 Enabled Max Green #3 Enabled Ped Timing #2 Enabled Ped Clear During Pre-Clear Ped NA+Mode Red Rest Serve Every Other Even Serve Every Other Odd Ped Recycle X X Global Detector Settings Vehicle No Activity 0 Max Presence 10 Erratic Count 35 Failed Recall None Pedestrian No Activity 0 Max Presence 10 Erratic Count 0 Volume Occupancy Data Collection Data Collection (Seconds) Number of Periods 15 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 3/24 Pg 3 of 24 OR99E @ OR214/OR211 Vehicle Detector Parameters Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Queue Limit No Activity Max Pres. Erratic Count Fail Time Failed Recall Loops 24-25 1 1 0 0 0 1.5 0.0 0 0 0 0 0 None Loop 1 2 2 0 0 0 2.2 0.0 0 0 0 0 30 None Loop 2 3 2 0 0 0 2.2 0.0 0 0 0 0 30 None Loops 3-4 4 2 0 0 0 2.2 0.0 0 0 0 0 30 None Loop 5 bike 5 2 0 0 0 0.0 0.0 0 0 0 0 0 None 6 0 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 34 7 3 0 0 0 1.5 0.0 0 0 0 0 0 None Loop 9 8 4 0 0 0 2.2 0.0 0 0 0 0 0 None Loop 10 9 4 0 0 0 2.2 0.0 0 0 0 0 0 None Loops 13-14 10 4 0 0 0 0.0 0.0 0 0 0 0 25 None Loops 11-12 11 4 0 0 0 0.0 0.0 0 0 0 0 25 None 12 0 0 0 0 0.0 0.0 0 0 0 0 0 None Loops 26-29 13 1 0 0 0 0.0 3.0 0 0 0 0 20 None Loops 35-36 14 3 0 0 0 0.0 0.0 0 0 0 0 25 None Loop 6 15 5 0 0 0 1.5 0.0 0 0 0 0 0 None Loop 18 16 6 0 0 0 2.2 0.0 0 0 0 0 30 None Loop 19 17 6 0 0 0 2.2 0.0 0 0 0 0 30 None Loops 20-22 18 6 0 0 0 2.2 0.0 0 0 0 0 30 None Loop 23 bike 19 6 0 0 0 0.0 0.0 0 0 0 0 0 None 20 0 0 0 0 0.0 0.0 0 0 0 0 0 None Loop 15 21 7 0 0 0 1.5 0.0 0 0 0 0 0 None Loop 30 22 8 0 0 0 2.2 0.0 0 0 0 0 0 None Loop 31 23 8 0 0 0 2.2 0.0 0 0 0 0 0 None Loops 32-33 24 8 0 0 0 0.0 0.0 0 0 0 0 25 None 25 0 0 0 0 0.0 0.0 0 0 0 0 0 None 26 0 0 0 0 0.0 0.0 0 0 0 0 0 None Loops 7-8 27 5 0 0 0 0.0 3.0 0 0 0 0 20 None Loops 16-17 28 7 0 0 0 0.0 0.0 0 0 0 0 25 None 29 0 0 0 0 0.0 0.0 0 0 0 0 0 None 30 0 0 0 0 0.0 0.0 0 0 0 0 0 None 31 0 0 0 0 0.0 0.0 0 0 0 0 0 None 32 0 0 0 0 0.0 0.0 0 0 0 0 0 None 33 0 0 0 0 0.0 0.0 0 0 0 0 0 None 34 0 0 0 0 0.0 0.0 0 0 0 0 0 None 35 0 0 0 0 0.0 0.0 0 0 0 0 0 None 36 0 0 0 0 0.0 0.0 0 0 0 0 0 None 37 0 0 0 0 0.0 0.0 0 0 0 0 0 None 38 0 0 0 0 0.0 0.0 0 0 0 0 0 None 39 0 0 0 0 0.0 0.0 0 0 0 0 0 None 40 0 0 0 0 0.0 0.0 0 0 0 0 0 None 41 0 0 0 0 0.0 0.0 0 0 0 0 0 None 42 0 0 0 0 0.0 0.0 0 0 0 0 0 None 43 0 0 0 0 0.0 0.0 0 0 0 0 0 None 44 0 0 0 0 0.0 0.0 0 0 0 0 0 None 45 0 0 0 0 0.0 0.0 0 0 0 0 0 None 46 0 0 0 0 0.0 0.0 0 0 0 0 0 None 47 0 0 0 0 0.0 0.0 0 0 0 0 0 None 48 0 0 0 0 0.0 0.0 0 0 0 0 0 None 49 0 0 0 0 0.0 0.0 0 0 0 0 0 None 50 0 0 0 0 0.0 0.0 0 0 0 0 0 None 51 0 0 0 0 0.0 0.0 0 0 0 0 0 None 52 0 0 0 0 0.0 0.0 0 0 0 0 0 None 53 0 0 0 0 0.0 0.0 0 0 0 0 0 None 54 0 0 0 0 0.0 0.0 0 0 0 0 0 None 55 0 0 0 0 0.0 0.0 0 0 0 0 0 None 56 0 0 0 0 0.0 0.0 0 0 0 0 0 None 57 0 0 0 0 0.0 0.0 0 0 0 0 0 None 58 0 0 0 0 0.0 0.0 0 0 0 0 0 None 59 0 0 0 0 0.0 0.0 0 0 0 0 0 None 60 0 0 0 0 0.0 0.0 0 0 0 0 0 None 61 0 0 0 0 0.0 0.0 0 0 0 0 0 None 62 0 0 0 0 0.0 0.0 0 0 0 0 0 None 63 0 0 0 0 0.0 0.0 0 0 0 0 0 None 64 0 0 0 0 0.0 0.0 0 0 0 0 0 None ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 4/24 Pg 4 of 24 3025 - OR99E @ OR214/OR211 Vehicle Detector Parameters (Continued) Description Det Call Phase Call Overlap Call Ped Switch Phase Extend Delay Queue Limit No Activity Max Pres. Erratic Count Fail Time Failed Recall 65 0 0 0 0 0.0 0.0 0 0 0 0 0 None 66 0 0 0 0 0.0 0.0 0 0 0 0 0 None 67 0 0 0 0 0.0 0.0 0 0 0 0 0 None 68 0 0 0 0 0.0 0.0 0 0 0 0 0 None 69 0 0 0 0 0.0 0.0 0 0 0 0 0 None 70 0 0 0 0 0.0 0.0 0 0 0 0 0 None 71 0 0 0 0 0.0 0.0 0 0 0 0 0 None 72 0 0 0 0 0.0 0.0 0 0 0 0 0 None 73 0 0 0 0 0.0 0.0 0 0 0 0 0 None 74 0 0 0 0 0.0 0.0 0 0 0 0 0 None 75 0 0 0 0 0.0 0.0 0 0 0 0 0 None 76 0 0 0 0 0.0 0.0 0 0 0 0 0 None 77 0 0 0 0 0.0 0.0 0 0 0 0 0 None 78 0 0 0 0 0.0 0.0 0 0 0 0 0 None 79 0 0 0 0 0.0 0.0 0 0 0 0 0 None 80 0 0 0 0 0.0 0.0 0 0 0 0 0 None 81 0 0 0 0 0.0 0.0 0 0 0 0 0 None 82 0 0 0 0 0.0 0.0 0 0 0 0 0 None 83 0 0 0 0 0.0 0.0 0 0 0 0 0 None 84 0 0 0 0 0.0 0.0 0 0 0 0 0 None 85 0 0 0 0 0.0 0.0 0 0 0 0 0 None 86 0 0 0 0 0.0 0.0 0 0 0 0 0 None 87 0 0 0 0 0.0 0.0 0 0 0 0 0 None 88 0 0 0 0 0.0 0.0 0 0 0 0 0 None 89 0 0 0 0 0.0 0.0 0 0 0 0 0 None 90 0 0 0 0 0.0 0.0 0 0 0 0 0 None 91 0 0 0 0 0.0 0.0 0 0 0 0 0 None 92 0 0 0 0 0.0 0.0 0 0 0 0 0 None 93 0 0 0 0 0.0 0.0 0 0 0 0 0 None 94 0 0 0 0 0.0 0.0 0 0 0 0 0 None 95 0 0 0 0 0.0 0.0 0 0 0 0 0 None 96 0 0 0 0 0.0 0.0 0 0 0 0 0 None 97 0 0 0 0 0.0 0.0 0 0 0 0 0 None 98 0 0 0 0 0.0 0.0 0 0 0 0 0 None 99 0 0 0 0 0.0 0.0 0 0 0 0 0 None 100 0 0 0 0 0.0 0.0 0 0 0 0 0 None 101 0 0 0 0 0.0 0.0 0 0 0 0 0 None 102 0 0 0 0 0.0 0.0 0 0 0 0 0 None 103 0 0 0 0 0.0 0.0 0 0 0 0 0 None 104 0 0 0 0 0.0 0.0 0 0 0 0 0 None 105 0 0 0 0 0.0 0.0 0 0 0 0 0 None 106 0 0 0 0 0.0 0.0 0 0 0 0 0 None 107 0 0 0 0 0.0 0.0 0 0 0 0 0 None 108 0 0 0 0 0.0 0.0 0 0 0 0 0 None 109 0 0 0 0 0.0 0.0 0 0 0 0 0 None 110 0 0 0 0 0.0 0.0 0 0 0 0 0 None 111 0 0 0 0 0.0 0.0 0 0 0 0 0 None 112 0 0 0 0 0.0 0.0 0 0 0 0 0 None 113 0 0 0 0 0.0 0.0 0 0 0 0 0 None 114 0 0 0 0 0.0 0.0 0 0 0 0 0 None 115 0 0 0 0 0.0 0.0 0 0 0 0 0 None 116 0 0 0 0 0.0 0.0 0 0 0 0 0 None 117 0 0 0 0 0.0 0.0 0 0 0 0 0 None 118 0 0 0 0 0.0 0.0 0 0 0 0 0 None 119 0 0 0 0 0.0 0.0 0 0 0 0 0 None 120 0 0 0 0 0.0 0.0 0 0 0 0 0 None 121 0 0 0 0 0.0 0.0 0 0 0 0 0 None 122 0 0 0 0 0.0 0.0 0 0 0 0 0 None 123 0 0 0 0 0.0 0.0 0 0 0 0 0 None 124 0 0 0 0 0.0 0.0 0 0 0 0 0 None 125 0 0 0 0 0.0 0.0 0 0 0 0 0 None 126 0 0 0 0 0.0 0.0 0 0 0 0 0 None 127 0 0 0 0 0.0 0.0 0 0 0 0 0 None 128 0 0 0 0 0.0 0.0 0 0 0 0 0 None ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 5/24 Pg 5 of 24 3025 - OR99E @ OR214/OR211 Vehicle Detector Failure Parameters and Other Options Description Det Vol Det Occ Det Call Extend Added Initial QueueYellow Lock Red Lock Min Green 2 Loops 24-25 1 X X X X Loop 1 2 X X X X X Loop 2 3 X X X X X Loops 3-4 4 X X X X Loop 5 bike 5 X X X X 6 X X X X Loop 34 7 X X X X Loop 9 8 X X X X Loop 10 9 X X X X Loops 13-14 10 X X X X Loops 11-12 11 X X X X 12 X X X X Loops 26-29 13 X X X X Loops 35-36 14 X X X X Loop 6 15 X X X X Loop 18 16 X X X X X Loop 19 17 X X X X X Loops 20-22 18 X X X X Loop 23 bike 19 X X X X 20 X X X X Loop 15 21 X X X X Loop 30 22 X X X X Loop 31 23 X X X X Loops 32-33 24 X X X X 25 X X X X 26 X X X X Loops 7-8 27 X X X X Loops 16-17 28 X X X X 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 6/24 Pg 6 of 24 3025 - OR99E @ OR214/OR211 Vehicle Detector Failure Parameters and Other Options Cont. Description Det Vol Det Occ Det Call Extend Added Initial QueueYellow Lock Red Lock Min Green 2 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 7/24 Pg 7 of 24 3025 - OR99E @ OR214/OR211 Pedestrian Detector Options and Failure Parameters Det Call Phase Call Overlap Add. Call Ph Walk 2 Time Ped Clear 2 Time No Activity Max Presence Erratic Count 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Overlap Parameters: Plan 1 First 8 Overlaps Should Be Reserved for FYA Overlaps 1 2 3 4 5 6 7 8 9 10 11 12 13 Description Overlap Enabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Phases Included Overlap Type Off Off Off Off Off Off Off Off Off Off Off Off Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 8/24 Pg 8 of 24 3025 - OR99E @ OR214/OR211 Overlap Parameters: Plan 2 First 8 Overlaps Should Be Reserved for FYA Overlaps 1(A) 2(B) 3(C) 4(D) 5(E) 6(F) 7(G) 8(H) 9(I) 10(J) 11(K) 12(L) 13(M) Description Overlap Enabled EnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabledEnabled Enabled Enabled Phases Included Overlap Type Off Off Off Off Off Off Off Off Off Off Off Off Off Modifier Phases Modifier Overlaps Inhibit Negative Ph. Negative Veh Ph. Negative Ped Ph. Neg.Ped Overlaps Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Trail Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Rest Off Off Off Off Off Off Off Off Off Off Off Off Off Alt Walk Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clear Time* 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Green Ext 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flash Inactive Off Off Off Off Off Off Off Off Off Off Off Off Off Flash Alt Rate Off Off Off Off Off Off Off Off Off Off Off Off Off Startup Call Recall Disable Veh Reservice No Hold On TrailExit Ped Recycle Disable Yellow Prot Disable Bridging LRT Prepare To Go Call For Service Allow Trail Green Bridge FYA During Red Clear Custom Overlap Rules Rule Custom Overlap Incl. Phase State Modifier Phase State Modifer Overlap State Negative Phase State Custom Output Flash 1 Disable Any Any Any Not Set Not Set 2 Disable Any Any Any Not Set Not Set 3 Disable Any Any Any Not Set Not Set 4 Disable Any Any Any Not Set Not Set 5 Disable Any Any Any Not Set Not Set ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 9/24 Pg 9 of 24 3025 - OR99E @ OR214/OR211 Coordination Data Coordination Patterns, Mode, and Transition Parameters Operational Mode Automatic Coordination Mode Auto Permissive Max Mode Per Pattern Correction Mode Shortway (Auto) Force Mode Per Pattern Max Cycle Limit % 30 Min Cycle Limit % 30 Max Dwell 0 Trans. Cover Peds Pattern Sequence Parameters Sequence Ring Sequence DataSequence Ring Sequence Data 1 1 1,2,a,4,3,b 1 2 5,6,a,8,7,b 2 1 2,1,a,4,3,b 2 2 5,6,a,8,7,b 3 1 1,2,a,3,4,b 3 2 5,6,a,7,8,b 4 1 4 2 5 1 5 2 Pattern Parameters Plan Coord Plan Cycle Length Offset Time Seq Number Reference Coord. Mode Force Off Max Mode Trans Cover Peds 1 Coordination AM 105 25 3 Yel Auto Phase Inh Phase 2 Coordination PM 125 62 3 Yel Auto Phase Inh Phase 3 Coordination weekend/midday 100 46 2 Yel Auto Phase Inh Phase 4 Evacuation 145 71 3 Yel Auto Phase Inh Phase 5 0 0 0 Yel Auto Fixed Inh Phase 6 0 0 0 Yel Auto Fixed Inh Phase 7 0 0 0 Yel Auto Fixed Inh Phase 8 0 0 0 Yel Auto Fixed Inh Phase 9 0 0 0 Yel Auto Fixed Inh Phase 10 0 0 0 Yel Auto Fixed Inh Phase 11 0 0 0 Yel Auto Fixed Inh Phase 12 0 0 0 Yel Auto Fixed Inh Phase 13 0 0 0 Yel Auto Fixed Inh Phase 14 0 0 0 Yel Auto Fixed Inh Phase 15 0 0 0 Yel Auto Fixed Inh Phase 16 0 0 0 Yel Auto Fixed Inh Phase Free Coord Plans 21 Free - Max 1 0 0 3 Grn Auto Phase Max1 Phase 22 Free - Max 2 0 0 1 Grn Auto Phase Max2 Phase 23 0 0 0 Yel Auto Fixed Inh Phase Ring #1 Ring #2 Pattern Ring Plan Offset Early Coord Gap Out Offset Early Coord Gap Out 1 2 3 4 5 6 7 8 9 10 # # # # 15 # # # 1 0 5 0 5 Ring Plan # 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 Allow Split Underrun 3 0 0 0 0 Allow Split Overrun 4 0 0 0 0 Allow No Coord Ph 5 0 0 0 0 Coord Now 6 0 0 0 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 10/24 Pg 10 of 24 3025 - OR99E @ OR214/OR211 Coordination Splits Coordination AM 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 20 30 25 30 20 30 25 30 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Fix Flt Fix Flt Fix Flt Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Coordination PM 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 21 41 25 38 26 36 28 35 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Fix Flt Fix Flt Fix Flt Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Coordination weekend/midday 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 20 30 17 33 18 32 22 28 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 Evacuation 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 20 80 25 20 18 82 20 25 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph X X Ref Point X X Cover Ped FO Mode Flt Flt Flt Flt Flt Flt Flt Flt Ph Mode None Max Rcl None None None Max Rcl None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 11/24 Pg 11 of 24 3025 - OR99E @ OR214/OR211 Coordination Splits (cont.) 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 Description NBL SB EBL WB SBL NB WBL EB Time 0 0 0 0 0 0 0 0 Min 0 0 0 0 0 0 0 0 Max 0 0 0 0 0 0 0 0 Coord Ph Ref Point Cover Ped FO Mode Fix Fix Fix Fix Fix Fix Fix Fix Ph Mode None None None None None None None None Prioritor Min 0 0 0 0 0 0 0 0 Prioritor Max 0 0 0 0 0 0 0 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 12/24 Pg 12 of 24 3025 - OR99E @ OR214/OR211 Time of Day Data Day Program Schedule Program Day Prog Event Action Hour Min Description 1 1 21 0 0 Max 1 Free Schedule 1 Day Plan 1 1 2 1 5 30 Coord AM Description Monday - Friday 1 3 2 9 0 Coord PM Month J F MA MJ J A S ON D 1 4 21 19 30 Max 1 Free X X X X X X X X X X X X 1 5 0 0 Weekday S MT WT F S 1 6 0 0 X X X X X 1 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 1 8 0 0 X X X X X X X X X X X X X X X 1 9 0 0 # # # # # # # 23 # # # # 28 # # # 1 10 0 0 X X X X X X X X X X X X X X X X 2 1 21 0 0 Free Max 1 Schedule 2 Day Plan 2 2 2 2 9 0 Coord PM Description Saturday - Sunday 2 3 21 20 0 Free Max 1 Month J F MA MJ J A S ON D 2 4 0 0 X X X X X X X X X X X X 2 5 0 0 Weekday S MT WT F S 2 6 0 0 X X 2 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 2 8 0 0 X X X X X X X X X X X X X X X 2 9 0 0 # # # # # # # 23 # # # # 28 # # # 2 10 0 0 X X X X X X X X X X X X X X X X 3 1 0 0 Schedule 3 Day Plan 2 3 2 0 0 Description New Year 3 3 0 0 Month J F MA MJ J A S ON D 3 4 0 0 X 3 5 0 0 Weekday S MT WT F S 3 6 0 0 X X X X X 3 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 3 8 0 0 X 3 9 0 0 # # # # # # # 23 # # # # 28 # # # 3 10 0 0 4 1 0 0 Schedule 4 Day Plan 2 4 2 0 0 Description New Year 4 3 0 0 Month J F MA MJ J A S ON D 4 4 0 0 X 4 5 0 0 Weekday S MT WT F S 4 6 0 0 X 4 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 4 8 0 0 X 4 9 0 0 # # # # # # # 23 # # # # 28 # # # 4 10 0 0 5 1 0 0 Schedule 5 Day Plan 2 5 2 0 0 Description Memorial Day 5 3 0 0 Month J F MA MJ J A S ON D 5 4 0 0 X 5 5 0 0 Weekday S MT WT F S 5 6 0 0 X 5 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 5 8 0 0 5 9 0 0 # # # # # # # 23 # # # # 28 # # # 5 10 0 0 X X X X X X X ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 13/24 Pg 13 of 24 3025 - OR99E @ OR214/OR211 Time of Day Data Cont. Day Program Schedule Program Day Prog Event Action Hour Min Description 6 1 0 0 Schedule 6 Day Plan 2 6 2 0 0 Description July 4th 6 3 0 0 Month J F MA MJ J A S ON D 6 4 0 0 X 6 5 0 0 Weekday S MT WT F S 6 6 0 0 X X X X X 6 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 6 8 0 0 X 6 9 0 0 # # # # # # # 23 # # # # 28 # # # 6 10 0 0 7 1 0 0 Schedule 7 Day Plan 2 7 2 0 0 Description July 4th 7 3 0 0 Month J F MA MJ J A S ON D 7 4 0 0 X 7 5 0 0 Weekday S MT WT F S 7 6 0 0 X 7 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 7 8 0 0 X 7 9 0 0 # # # # # # # 23 # # # # 28 # # # 7 10 0 0 8 1 0 0 Schedule 8 Day Plan 2 8 2 0 0 Description Labor Day 8 3 0 0 Month J F MA MJ J A S ON D 8 4 0 0 X 8 5 0 0 Weekday S MT WT F S 8 6 0 0 X 8 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 8 8 0 0 X X X X X X X 8 9 0 0 # # # # # # # 23 # # # # 28 # # # 8 10 0 0 9 1 0 0 Schedule 9 Day Plan 2 9 2 0 0 Description Thanksgiving 9 3 0 0 Month J F MA MJ J A S ON D 9 4 0 0 X 9 5 0 0 Weekday S MT WT F S 9 6 0 0 X 9 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 9 8 0 0 9 9 0 0 # # # # # # # 23 # # # # 28 # # # 9 10 0 0 X X X X X X X 10 1 0 0 Schedule 10 Day Plan 2 10 2 0 0 Description Christmas 10 3 0 0 Month J F MA MJ J A S ON D 10 4 0 0 X 10 5 0 0 Weekday S MT WT F S 10 6 0 0 X X X X X 10 7 0 0 Day of Month 1 2 3 4 5 6 7 8 9 # # # 13 # # 10 8 0 0 10 9 0 0 # # # # # # # 23 # # # # 28 # # # 10 10 0 0 X ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 14/24 Pg 14 of 24 3025 - OR99E @ OR214/OR211 Action Parameters Action Pattern Aux1Aux2Aux3SP1 SP2 SP3 SP4 SP5 SP6 SP7 SP8 SP9 SP10SP11SP12SP13SP14SP15 SP16 1 Pattern 1 2 Pattern 2 3 Pattern 3 4 Pattern 4 5 None 6 None 7 None 8 None 9 None 10 None 11 None 21 Pattern 21 22 Pattern 22 23 None 24 None Preemption Data Parameters 1 2 3 4 5 6 7 8 9 10 Enabled Enabled Enabled Enabled Enabled Disabled Disabled Disabled Disabled Disabled Disabled Description EVA EVB EVC EVD Preemption Type Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Emerg Veh Dwell Veh Ph 2,5 4,7 1,6 3,8 Dwell Ped Ph Dwell Overlap Exit Phases Exit Type Exit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit PhasesExit Phases Exit Max Mode Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Disabled Track Phases Track Overlaps Cycling Veh Ph Cycling Ped Ph Cycling Overlap Non Lock Mem X X X X Not Override Flash X X X X Not override Next Preempt X X X X Min Green 255 255 255 255 0 0 0 0 0 0 Yellow Change 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Walk 0 0 0 0 0 0 0 0 0 0 Min Ped Clear 255 255 255 255 255 255 255 255 255 255 Link 0 0 0 0 0 0 0 0 0 0 Delay 0 0 0 0 0 0 0 0 0 0 Min Duration 0 0 0 0 0 0 0 0 0 0 Min Presence 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Presence 180 180 180 180 0 0 0 0 0 0 Dwell Green 3 3 3 3 0 0 0 0 0 0 Max Exit Green 0 0 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 255 255 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Exit Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Dwell Exit time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pg 15 of 24 3025 - OR99E @ OR214/OR211 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 15/24 Advanced IO Configuration Channel Configuration Channel Control Type Ctrl SourceFlash Yellow Flash RedFlash Alt MMU Channel 1 Phs Veh 1 X X 1 2 Phs Veh 2 X 2 3 Phs Veh 3 X 3 4 Phs Veh 4 X X 4 5 Phs Veh 5 X X 5 6 Phs Veh 6 X 6 7 Phs Veh 7 X 7 8 Phs Veh 8 X X 8 9 None 9 9 10 None 10 10 11 None 11 11 12 None 12 12 13 Phs Ped 2 13 14 Phs Ped 4 14 15 Phs Ped 6 15 16 Phs Ped 8 16 17 None 5 17 18 None 6 18 Cabinet Configuration IO Module 1 Type ODOT 332 ITS Cabinet Port 1 No 33X Input Leading Edge Enable TS2 Stop Time ITS Cabinet Port C13S No 33X input Trailing Edge Disable TS2 Cabinet Alarm Disable TS2 Startup Call Use Raw MMU Channel Status Disable TS2 Fault Flash Input Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-39 Veh Det Call 2 25 C11-10Not Active 0 2 C1-40 Veh Det Call 16 26 C11-11Not Active 0 3 C1-41 Veh Det Call 8 27 C11-12Not Active 0 4 C1-42 Veh Det Call 22 28 C11-13Not Active 0 5 C1-43 Veh Det Call 3 29 C1-63 Veh Det Call 4 6 C1-44 Veh Det Call 17 30 C1-64 Veh Det Call 18 7 C1-45 Veh Det Call 9 31 C1-65 Veh Det Call 10 8 C1-46 Veh Det Call 23 32 C1-66 Veh Det Call 24 9 C1-47 Veh Det Call 6 33 C1-67 Ped Det Call 2 10 C1-48 Veh Det Call 20 34 C1-68 Ped Det Call 6 11 C1-49 Veh Det Call 12 35 C1-69 Ped Det Call 4 12 C1-50 Veh Det Call 26 36 C1-70 Ped Det Call 8 13 C1-51 Not Active 0 37 C1-71 Pre High Pri Low 1 14 C1-52 Preempt Input 1 38 C1-72 Pre High Pri Low 2 15 C1-53 Man Ctrl Enable 1 39 C1-73 Pre High Pri Low 3 16 C1-54 Not Active 0 40 C1-74 Pre High Pri Low 4 17 C1-55 Veh Det Call 15 41 C1-75 Not Active 0 18 C1-56 Veh Det Call 1 42 C1-76 Veh Det Call 5 19 C1-57 Veh Det Call 21 43 C1-77 Veh Det Call 19 20 C1-58 Veh Det Call 7 44 C1-78 Veh Det Call 11 21 C1-59 Veh Det Call 27 45 C1-79 Veh Det Call 25 22 C1-60 Veh Det Call 13 46 C1-80 Interval Adv 1 23 C1-61 Veh Det Call 28 47 C1-81 Flash Sense 1 24 C1-62 Veh Det Call 14 48 C1-82 Unit Stop Time 1 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 16/24 Pg 16 of 24 3025 - OR99E @ OR214/OR211 Input Points (Module 1) Cont. Point C1 Pin Control Type Index Point C1 Pin Control Type Index 49 C11-15 Not Active 0 57 C11-23Not Active 0 50 C11-16 Not Active 0 58 C11-24Not Active 0 51 C11-17 Not Active 0 59 C11-25Not Active 0 52 C11-18 Not Active 0 60 C11-26Not Active 0 53 C11-19 Not Active 0 61 C11-27Not Active 0 54 C11-20 Not Active 0 62 C11-28Not Active 0 55 C11-21 Not Active 0 63 C11-29Not Active 0 56 C11-22 Not Active 0 64 C11-30Not Active 0 Output Points (Module 1) Point C1 Pin Control Type Index Point C1 Pin Control Type Index 1 C1-2 Ch Red DWalk 14 33 C1-35 Not Active 13 2 C1-3 Chl Green Walk 14 34 C1-36 Not Active 15 3 C1-4 Ch Red DWalk 4 35 C1-37 Not Active 14 4 C1-5 Ch Yel Ped Clear 4 36 C1-38 Not Active 16 5 C1-6 Chl Green Walk 4 37 C1-100Ch Yel Ped Clear 18 6 C1-7 Ch Red DWalk 3 38 C1-101Ch Yel Ped Clear 17 7 C1-8 Ch Yel Ped Clear 3 39 C1-102Auto Flash 1 8 C1-9 Chl Green Walk 3 40 C1-103Watchdog 1 9 C1-10 Ch Red DWalk 13 41 C1-83 Ch Red DWalk 18 10 C1-11 Chl Green Walk 13 42 C1-84 Chl Green Walk 18 11 C1-12 Ch Red DWalk 2 43 C1-85 Ch Red DWalk 12 12 C1-13 Ch Yel Ped Clear 2 44 C1-86 Ch Yel Ped Clear 12 13 C1-15 Chl Green Walk 2 45 C1-87 Chl Green Walk 12 14 C1-16 Ch Red DWalk 1 46 C1-88 Ch Red DWalk 11 15 C1-17 Ch Yel Ped Clear 1 47 C1-89 Ch Yel Ped Clear 11 16 C1-18 Chl Green Walk 1 48 C1-90 Chl Green Walk 11 17 C1-19 Ch Red DWalk 16 49 C1-91 Ch Red DWalk 17 18 C1-20 Chl Green Walk 16 50 C1-93 Chl Green Walk 17 19 C1-21 Ch Red DWalk 8 51 C1-94 Ch Red DWalk 10 20 C1-22 Ch Yel Ped Clear 8 52 C1-95 Ch Yel Ped Clear 10 21 C1-23 Chl Green Walk 8 53 C1-96 Chl Green Walk 10 22 C1-24 Ch Red DWalk 7 54 C1-97 Overlap Red 9 23 C1-25 Ch Yel Ped Clear 7 55 C1-98 Overlap Yellow 9 24 C1-26 Chl Green Walk 7 56 C1-99 Overlap Green 9 25 C1-27 Ch Red DWalk 15 57 C11-1 Not Active 0 26 C1-28 Chl Green Walk 15 58 C11-2 Not Active 0 27 C1-29 Ch Red DWalk 6 59 C11-3 Not Active 0 28 C1-30 Ch Yel Ped Clear 6 60 C11-4 Not Active 0 29 C1-31 Chl Green Walk 6 61 C11-5 Not Active 0 30 C1-32 Ch Red DWalk 5 62 C11-6 Not Active 0 31 C1-33 Ch Yel Ped Clear 5 63 C11-7 Not Active 0 32 C1-34 Chl Green Walk 5 64 C11-8 Not Active 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 17/24 Pg 17 of 24 3025 - OR99E @ OR214/OR211 Vehicle and Pedestrian Phase Intervals Interval Vehicle/Ped Description Red Yellow Green Don’t Walk ClearanceWalk Type 1 Vehicle Not Active On Off Off - - - Red 2 Vehicle Delay Green On Off Off - - - Red 3 Vehicle Pre Green Off Off On - - - Green 4 Vehicle Min Green Off Off On - - Green 5 Vehicle Green Extension Off Off On - - - Green 6 Vehicle Green Dwell Off Off On - - - Green 7 Vehicle Pre Clear Off Off On - - - Green 8 Vehicle Yellow Change Off On Off - - - Yellow 9 Vehicle Red Clear On Off Off - - - Red 10 Vehicle Red Dwell On Off Off - - - Red 11 Vehicle Barrier Hold On Off Off - - - Red 1 Ped Not Active - - - On Off Off Dont Walk 2 Ped Delay Ped - - - On Off Off Dont Walk 3 Ped Walk - - - Off Off On Walk 4 Ped Walk Dwell - - - Off Off On Walk 5 Ped Flash Don't Walk - - - Flash On Off Ped Clear 6 Ped Don't Walk - - - On Off Off Dont Walk ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 18/24 Pg 18 of 24 3025 - OR99E @ OR214/OR211 User Program Configuration Program # 1 Description: Unit Stop Time Enabled: Enabled 1 Result Unit Stop Time Index: 1 Operation: R=A Delay 0.0 Ext 0.0 Parameter A Aux Switch State Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: Run A if B Delay 0.0 Ext 0.0 Parameter A Number Index: 2 Description: Parameter B Prev Line Index: 0 3 Result None Index: 0 Operation: Run A Delay 0.0 Ext 0.0 Parameter A Number Index: 3 Description: Omit FYA during preempt if already red Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 19/24 Pg 19 of 24 3025 - OR99E @ OR214/OR211 Program # 2 Description: Stop Time Beep Enabled: Enabled 1 Result Global Var Index: 100 Operation: R=(A + B) Delay 0.0 Ext 0.0 Parameter A Glob Var Index: 100 Description: Parameter B Number Index: 1 2 Result None Index: 0 Operation: R=(A / B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 10 3 Result None Index: 0 Operation: R=(A mod B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 15 4 Result Global Var Index: 101 Operation: R=(A B) Delay 0.0 Ext 0.0 Parameter A Prev Line Index: 0 Description: Parameter B Number Index: 0 5 Result None Index: 0 Operation: Beep If A Delay 0.0 Ext 0.0 Parameter A Glob Var Index: 101 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 20/24 Pg 20 of 24 3025 - OR99E @ OR214/OR211 Program # 3 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 11 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 12 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 13 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 14 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 15 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 16 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 17 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 18 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 21/24 Pg 21 of 24 3025 - OR99E @ OR214/OR211 Program # 4 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 22/24 Pg 22 of 24 3025 - OR99E @ OR214/OR211 Program # 5 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 23/24 Pg 23 of 24 3025 - OR99E @ OR214/OR211 Program # 6 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- 4/6/22, 8:12 AM 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 192.168.0.1/maxtime/api/db/print?template=Extensive_TimingSheet_12-16-2021.zip 24/24 Pg 24 of 24 3025 - OR99E @ OR214/OR211 Program # 7 Description: Enabled: Enabled 1 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 2 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 3 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 4 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 5 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 6 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 7 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 8 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 9 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 10 Result None Index: 0 Operation: None Delay 0.0 Ext 0.0 Parameter A None Index: 0 Description: Parameter B None Index: 0 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- APPENDIX H OPERATIONS CALCULATIONS ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 107 51 60 320 88 133 Future Volume (Veh/h) 107 51 60 320 88 133 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 134 64 75 400 110 166 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 198 716 166 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 198 716 166 tC, single 4.2 6.4 6.2 tC, 2 stage tF 2.3 3.5 3.3 p0 queue free % 94 71 81 cM capacity (veh/h) 1339 373 873 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 198 475 276 Volume Left 0 75 110 Volume Right 64 0 166 cSH 1700 1339 569 Volume to Capacity 0.12 0.06 0.48 Queue Length 95th (ft) 0 4 66 Control Delay 0.0 1.7 17.1 Lane LOS A C Approach Delay 0.0 1.7 17.1 Approach LOS C Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 1: Butteville Rd & OR 219 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 5.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 107 51 60 320 88 133 Future Vol, veh/h 107 51 60 320 88 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 12 9 8 5 3 4 Mvmt Flow 134 64 75 400 110 166 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 198 0 716 166 Stage 1 - - - - 166 - Stage 2 - - - - 550 - Critical Hdwy - - 4.18 - 6.43 6.24 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.272 - 3.527 3.336 Pot Cap-1 Maneuver - - 1339 - 395 873 Stage 1 - - - - 861 - Stage 2 - - - - 576 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1339 - 367 873 Mov Cap-2 Maneuver - - - - 367 - Stage 1 - - - - 861 - Stage 2 - - - - 535 - Approach EB WB NB HCM Control Delay, s 0 1.2 17.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 564 - - 1339 - HCM Lane V/C Ratio 0.49 - - 0.056 - HCM Control Delay 17.4 - - 7.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2.7 - - 0.2 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 27 224 3 21 61 344 21 1 1 32 220 5 Future Volume (vph) 27 224 3 21 61 344 21 1 1 32 220 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3107 1458 1429 3137 1417 1630 909 1533 1507 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3107 1458 1429 3137 1417 1630 909 1533 1507 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 32 264 4 25 72 405 25 1 1 38 259 6 RTOR Reduction (vph) 0 0 2 0 0 0 10 0 35 0 0 5 Lane Group Flow (vph) 32 264 2 0 97 405 15 1 4 0 142 138 Confl. Peds. 1 1 Heavy Vehicles 2% 7% 2% 0% 22% 6% 5% 2% 2% 64% 3% 25% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 3.2 18.1 23.9 8.4 23.3 37.7 5.8 5.8 14.4 14.4 Effective Green, g 3.2 18.6 23.9 8.4 23.8 37.7 5.8 5.8 14.4 14.4 Actuated g/C Ratio 0.05 0.29 0.38 0.13 0.38 0.60 0.09 0.09 0.23 0.23 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 82 914 [PHONE REDACTED] 845 149 83 349 343 v/s Ratio Prot 0.02 c0.08 0.00 c0.07 c0.13 0.00 0.00 c0.00 c0.09 0.09 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.39 0.29 0.00 0.51 0.34 0.02 0.01 0.05 0.41 0.40 Uniform Delay, d1 29.1 17.2 12.2 25.5 14.1 5.2 26.1 26.2 20.8 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.3 0.0 1.8 0.3 0.0 0.0 0.2 0.6 0.6 Delay 31.3 17.5 12.2 27.3 14.4 5.2 26.1 26.4 21.3 21.3 Level of Service C B B C B A C C C C Approach Delay 18.9 16.3 26.4 21.3 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.36 Actuated Cycle Length 63.2 Sum of lost time 16.0 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 17 Future Volume (vph) 17 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.85 Adj. Flow (vph) 20 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 379 122 0 446 392 0 0 0 197 0 111 Future Volume (vph) 0 379 122 0 446 392 0 0 0 197 0 111 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3137 1271 3050 1305 2906 1305 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3137 1271 3050 1305 2906 1305 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 408 131 0 480 422 0 0 0 212 0 119 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 99 Lane Group Flow (vph) 0 408 131 0 480 422 0 0 0 212 0 20 Heavy Vehicles 0% 6% 17% 0% 9% 14% 0% 0% 0% 11% 0% 14% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 44.7 64.0 44.7 64.0 10.3 10.3 Effective Green, g 45.2 64.0 45.2 64.0 10.8 10.8 Actuated g/C Ratio 0.71 1.00 0.71 1.00 0.17 0.17 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2215 1271 2154 1305 490 220 v/s Ratio Prot 0.13 0.16 0.07 v/s Ratio Perm 0.10 c0.32 0.02 v/c Ratio 0.18 0.10 0.22 0.32 0.43 0.09 Uniform Delay, d1 3.2 0.0 3.3 0.0 23.9 22.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.2 0.1 0.7 0.4 0.1 Delay 3.4 0.2 3.4 0.7 24.3 22.6 Level of Service A A A A C C Approach Delay 2.6 2.1 0.0 23.7 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 6.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 379 122 0 446 392 0 0 0 197 0 111 Future Volume (veh/h) 0 379 122 0 446 392 0 0 0 197 0 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1668 1518 0 1627 1559 1600 0 1559 Adj Flow Rate, veh/h 0 408 0 0 480 0 212 0 119 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 6 17 0 9 14 11 0 14 Cap, veh/h 0 2301 0 2245 440 0 197 Arrive On Green 0.00 0.73 0.00 0.00 0.73 0.00 0.15 0.00 0.15 Sat Flow, veh/h 0 3253 1286 0 3173 1321 2956 0 1321 Grp Volume(v), veh/h 0 408 0 0 480 0 212 0 119 Grp Sat Flow(s),veh/h/ln 0 1585 1286 0 1546 1321 1478 0 1321 Q Serve(g_s), s 0.0 2.6 0.0 0.0 3.2 0.0 4.2 0.0 5.4 Cycle Q Clear(g_c), s 0.0 2.6 0.0 0.0 3.2 0.0 4.2 0.0 5.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2301 0 2245 440 0 197 V/C Ratio(X) 0.00 0.18 0.00 0.21 0.48 0.00 0.60 Avail Cap(c_a), veh/h 0 2301 0 2245 1108 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.95 0.00 0.00 0.89 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 2.8 0.0 0.0 2.8 0.0 25.0 0.0 25.5 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.6 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.0 0.0 0.5 0.0 1.4 0.0 1.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 2.9 0.0 0.0 3.0 0.0 25.6 0.0 27.7 LOS A A A A C A C Approach Vol, veh/h 408 480 331 Approach Delay, s/veh 2.9 3.0 26.3 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 50.5 13.5 50.5 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 7.4 0.0 Green Ext Time s 0.0 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 385 199 0 635 201 520 Future Volume (vph) 385 199 0 635 201 520 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3050 1403 2942 2916 1314 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3050 1403 2942 2916 1314 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 418 216 0 690 218 565 RTOR Reduction (vph) 0 117 0 0 165 164 Lane Group Flow (vph) 418 99 0 690 336 118 Heavy Vehicles 9% 6% 0% 13% 6% 3% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 31.6 31.6 31.6 28.5 28.5 Effective Green, g 32.1 32.1 32.1 29.2 29.2 Actuated g/C Ratio 0.46 0.46 0.46 0.42 0.42 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1398 643 1349 1216 548 v/s Ratio Prot 0.14 c0.23 c0.12 0.09 v/s Ratio Perm 0.07 v/c Ratio 0.30 0.15 0.51 0.28 0.21 Uniform Delay, d1 11.9 11.0 13.4 13.4 13.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.5 0.9 0.1 0.1 Delay 12.4 11.5 14.3 13.5 13.2 Level of Service B B B B B Approach Delay 12.1 14.3 13.4 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length 70.0 Sum of lost time 8.7 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 39 51 726 51 5 104 607 13 318 20 126 11 Future Volume (vph) 39 51 726 51 5 104 607 13 318 20 126 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1644 2995 1261 1544 2965 1490 1494 1377 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1644 2995 1261 1544 2965 1490 1494 1377 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 42 55 781 55 5 112 653 14 342 22 135 12 RTOR Reduction (vph) 0 0 0 34 0 0 1 0 0 0 107 0 Lane Group Flow (vph) 0 97 781 21 0 117 666 0 181 183 28 12 Heavy Vehicles 0% 2% 11% 18% 0% 8% 12% 2% 6% 11% 8% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 6.3 28.5 28.5 9.0 31.2 15.1 15.1 15.1 6.3 Effective Green, g 6.3 29.0 29.0 9.0 31.7 15.6 15.6 15.6 6.8 Actuated g/C Ratio 0.08 0.38 0.38 0.12 0.41 0.20 0.20 0.20 0.09 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 135 1136 [PHONE REDACTED] 304 305 281 145 v/s Ratio Prot 0.06 c0.26 c0.08 c0.22 0.12 c0.12 0.01 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.72 0.69 0.04 0.65 0.54 0.60 0.60 0.10 0.08 Uniform Delay, d1 34.2 19.9 15.0 32.2 16.9 27.5 27.6 24.7 31.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.6 2.7 0.1 6.8 1.2 2.6 2.7 0.1 0.2 Delay 49.8 22.6 15.1 39.0 18.0 30.2 30.2 24.8 32.1 Level of Service D C B D B C C C C Approach Delay 25.0 21.2 28.7 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 24.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 76.4 Sum of lost time 16.5 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 29 Future Volume (vph) 16 29 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1636 1261 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1636 1261 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 31 RTOR Reduction (vph) 0 28 Lane Group Flow (vph) 17 3 Heavy Vehicles 7% 18% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 6.3 6.3 Effective Green, g 6.8 6.8 Actuated g/C Ratio 0.09 0.09 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 145 112 v/s Ratio Prot c0.01 v/s Ratio Perm 0.00 v/c Ratio 0.12 0.02 Uniform Delay, d1 32.0 31.8 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 0.1 Delay 32.3 31.8 Level of Service C C Approach Delay 32.0 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 3 27 844 6 1 1 755 14 6 6 8 2 Future Volume (vph) 3 27 844 6 1 1 755 14 6 6 8 2 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.92 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1533 3134 1646 2991 1630 1571 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1533 3134 1646 2991 1630 1571 1630 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 30 927 7 1 1 830 15 7 7 9 2 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 8 0 0 Lane Group Flow (vph) 3 30 934 0 0 2 844 0 7 8 0 2 Confl. Peds. 1 1 Heavy Vehicles 0% 3% 6% 2% 0% 2% 11% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 4.9 4.9 71.5 1.1 67.7 1.3 7.7 3.2 Effective Green, g 4.9 4.9 72.0 1.1 68.2 1.3 7.7 3.2 Actuated g/C Ratio 0.05 0.05 0.72 0.01 0.68 0.01 0.08 0.03 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 74 75 2256 18 2039 21 120 52 v/s Ratio Prot 0.00 c0.02 c0.30 0.00 0.28 c0.00 0.00 0.00 v/s Ratio Perm v/c Ratio 0.04 0.40 0.41 0.11 0.41 0.33 0.06 0.04 Uniform Delay, d1 45.3 46.1 5.6 49.0 7.0 48.9 42.8 46.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.5 0.6 2.0 0.6 6.7 0.2 0.2 Delay 45.5 48.7 6.1 51.0 7.7 55.6 43.0 47.1 Level of Service D D A D A E D D Approach Delay 7.6 7.8 46.8 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 37.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 3 59 Future Volume (vph) 3 59 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1470 Flt Permitted 1.00 Satd. Flow (perm) 1470 Peak-hour factor, PHF 0.91 0.91 Adj. Flow (vph) 3 65 RTOR Reduction (vph) 59 0 Lane Group Flow (vph) 9 0 Confl. Peds. Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 9.6 Effective Green, g 9.6 Actuated g/C Ratio 0.10 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 141 v/s Ratio Prot c0.01 v/s Ratio Perm v/c Ratio 0.07 Uniform Delay, d1 41.1 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay 41.3 Level of Service D Approach Delay 41.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 510 174 41 303 54 254 140 60 63 139 119 Future Volume (vph) 122 510 174 41 303 54 254 140 60 63 139 119 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1522 1403 1409 1471 1377 1539 1683 1305 1511 1620 1262 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1522 1403 1409 1471 1377 1539 1683 1305 1511 1620 1262 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 133 554 189 45 329 59 276 152 65 68 151 129 RTOR Reduction (vph) 0 0 93 0 0 38 0 0 46 0 0 109 Lane Group Flow (vph) 133 554 96 45 329 21 276 152 19 68 151 20 Confl. Peds. 8 8 2 2 Heavy Vehicles 4% 15% 6% 18% 19% 4% 8% 4% 14% 10% 8% 15% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 12.3 44.2 44.2 5.3 37.2 37.2 22.3 30.0 30.0 7.3 15.0 15.0 Effective Green, g 12.8 45.2 45.2 5.8 38.2 38.2 22.8 31.0 31.0 7.8 16.0 16.0 Actuated g/C Ratio 0.12 0.43 0.43 0.05 0.36 0.36 0.22 0.29 0.29 0.07 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 193 650 599 77 531 497 331 493 382 111 244 190 v/s Ratio Prot c0.08 c0.36 0.03 0.22 c0.18 0.09 0.04 c0.09 v/s Ratio Perm 0.07 0.02 0.01 0.02 v/c Ratio 0.69 0.85 0.16 0.58 0.62 0.04 0.83 0.31 0.05 0.61 0.62 0.10 Uniform Delay, d1 44.6 27.3 18.6 48.8 27.8 21.9 39.7 29.1 26.8 47.5 42.0 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.0 10.4 0.1 9.0 1.8 0.0 16.0 0.3 0.0 8.3 4.0 0.2 Delay 53.6 37.7 18.7 57.9 29.7 22.0 55.7 29.3 26.9 55.8 46.0 38.9 Level of Service D D B E C C E C C E D D Approach Delay 36.0 31.5 43.8 45.3 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 105.8 Sum of lost time 16.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 510 174 41 303 54 254 140 60 63 139 119 Future Volume (veh/h) 122 510 174 41 303 54 254 140 60 63 139 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1545 1668 1504 1491 1695 1641 1695 1559 1614 1641 1545 Adj Flow Rate, veh/h 133 554 189 45 329 59 276 152 65 68 151 129 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 15 6 18 19 4 8 4 14 10 8 15 Cap, veh/h 173 650 589 65 534 509 327 473 367 92 213 169 Arrive On Green 0.11 0.42 0.42 0.05 0.36 0.36 0.21 0.28 0.28 0.06 0.13 0.13 Sat Flow, veh/h 1615 1545 1400 1433 1491 1421 1563 1695 1316 1537 1641 1299 Grp Volume(v), veh/h 133 554 189 45 329 59 276 152 65 68 151 129 Grp Sat Flow(s),veh/h/ln 1615 1545 1400 1433 1491 1421 1563 1695 1316 1537 1641 1299 Q Serve(g_s), s 6.6 26.6 7.4 2.5 14.9 2.3 13.9 5.8 3.1 3.6 7.2 7.9 Cycle Q Clear(g_c), s 6.6 26.6 7.4 2.5 14.9 2.3 13.9 5.8 3.1 3.6 7.2 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 650 589 65 534 509 327 473 367 92 213 169 V/C Ratio(X) 0.77 0.85 0.32 0.70 0.62 0.12 0.84 0.32 0.18 0.74 0.71 0.76 Avail Cap(c_a), veh/h 283 1036 939 140 883 842 514 599 465 225 280 222 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 35.6 21.5 15.9 38.6 21.7 17.6 31.2 23.4 22.4 37.9 34.2 34.5 Incr Delay (d2), s/veh 5.2 3.3 0.2 9.5 0.9 0.1 6.1 0.3 0.2 8.2 4.5 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 9.3 2.3 1.0 5.0 0.7 5.7 2.3 1.0 1.5 3.0 2.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 40.8 24.8 16.1 48.1 22.5 17.7 37.3 23.7 22.6 46.2 38.7 43.9 LOS D C B D C B D C C D D D Approach Vol, veh/h 876 433 493 348 Approach Delay, s/veh 25.4 24.5 31.1 42.1 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 38.5 21.2 14.7 12.8 33.4 8.9 26.9 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 54.0 26.5 13.0 13.9 47.6 11.5 28.0 Max Q Clear Time (g_c+I1), s 4.5 28.6 15.9 9.2 8.6 16.9 5.6 7.8 Green Ext Time s 0.0 5.0 0.8 0.3 0.2 4.7 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 166 77 117 213 71 135 476 65 55 260 99 Future Volume (vph) 131 166 77 117 213 71 135 476 65 55 260 99 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1511 1446 1219 1421 1474 2932 2917 1181 1385 2748 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1511 1446 1219 1421 1474 2932 2917 1181 1385 2748 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 144 182 85 129 234 78 148 523 71 60 286 109 RTOR Reduction (vph) 0 0 61 0 11 0 0 0 49 0 32 0 Lane Group Flow (vph) 144 182 24 129 301 0 148 523 22 60 363 0 Heavy Vehicles 10% 21% 22% 17% 16% 9% 10% 14% 26% 20% 16% 16% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 14.0 24.6 24.6 13.5 24.1 14.6 25.2 25.2 7.1 17.7 Effective Green, g 13.5 24.6 24.6 13.0 24.1 14.6 26.9 26.9 6.6 19.4 Actuated g/C Ratio 0.15 0.28 0.28 0.15 0.28 0.17 0.31 0.31 0.08 0.22 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 234 408 344 212 407 491 900 364 104 612 v/s Ratio Prot c0.10 0.13 0.09 c0.20 0.05 c0.18 0.04 c0.13 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.62 0.45 0.07 0.61 0.74 0.30 0.58 0.06 0.58 0.59 Uniform Delay, d1 34.4 25.7 22.9 34.7 28.6 31.8 25.4 21.2 38.9 30.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.1 0.6 0.1 4.1 6.5 0.3 0.8 0.1 6.2 1.3 Delay 38.4 26.2 22.9 38.8 35.2 32.0 26.1 21.2 45.1 31.6 Level of Service D C C D D C C C D C Approach Delay 29.8 36.2 26.9 33.4 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 87.1 Sum of lost time 16.0 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 166 77 117 213 71 135 476 65 55 260 99 Future Volume (veh/h) 131 166 77 117 213 71 135 476 65 55 260 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1614 1463 1450 1518 1532 1627 1614 1559 1395 1477 1532 1532 Adj Flow Rate, veh/h 144 182 0 129 234 78 148 523 71 60 286 109 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 10 21 22 17 16 9 10 14 26 20 16 16 Cap, veh/h 192 412 147 284 95 305 928 370 51 454 169 Arrive On Green 0.12 0.28 0.00 0.10 0.26 0.26 0.10 0.31 0.31 0.04 0.22 0.19 Sat Flow, veh/h 1537 1463 1229 1446 1099 366 2981 2962 1182 1407 2075 773 Grp Volume(v), veh/h 144 182 0 129 0 312 148 523 71 60 199 196 Grp Sat Flow(s),veh/h/ln 1537 1463 1229 1446 0 1466 1491 1481 1182 1407 1455 1392 Q Serve(g_s), s 5.4 6.1 0.0 5.3 0.0 12.0 2.8 8.8 2.6 2.2 7.4 7.7 Cycle Q Clear(g_c), s 5.4 6.1 0.0 5.3 0.0 12.0 2.8 8.8 2.6 2.2 7.4 7.7 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 0.56 Lane Grp Cap(c), veh/h 192 412 147 0 379 305 928 370 51 319 305 V/C Ratio(X) 0.75 0.44 0.88 0.00 0.82 0.49 0.56 0.19 1.17 0.62 0.64 Avail Cap(c_a), veh/h 564 1202 502 0 1175 582 1632 651 258 797 763 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 25.3 17.7 0.0 26.5 0.0 20.9 25.4 17.1 15.0 28.9 21.2 21.7 Incr Delay (d2), s/veh 4.4 0.6 0.0 11.7 0.0 3.4 0.9 0.4 0.2 105.1 1.5 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.9 0.0 2.1 0.0 3.8 0.9 2.5 0.6 2.2 2.3 2.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 29.7 18.2 0.0 38.3 0.0 24.4 26.3 17.5 15.2 134.0 22.6 23.4 LOS C B D A C C B B F C C Approach Vol, veh/h 326 441 742 455 Approach Delay, s/veh 23.3 28.4 19.1 37.7 Approach LOS C C B D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 17.1 11.5 19.5 6.2 22.8 10.1 20.9 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 11.7 * 31 22.5 48.0 11.5 31.3 21.3 49.2 Max Q Clear Time (g_c+I1), s 4.8 9.7 8.4 14.0 4.2 10.8 7.3 8.1 Green Ext Time s 0.2 1.7 0.4 1.5 0.1 6.2 0.2 1.9 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 70 16 17 315 72 22 Future Volume (Veh/h) 70 16 17 315 72 22 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 74 17 18 332 76 23 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 456 88 99 vC1, stage 1 conf vol 88 vC2, stage 2 conf vol 369 vCu, unblocked vol 456 88 99 tC, single 6.6 6.3 4.1 tC, 2 stage 5.6 tF 3.7 3.4 2.2 p0 queue free % 88 98 99 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 74 17 18 332 99 Volume Left 74 0 18 0 0 Volume Right 0 17 0 0 23 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.12 0.02 0.01 0.20 0.06 Queue Length 95th (ft) 10 1 1 0 0 Control Delay 11.5 8.9 7.4 0.0 0.0 Lane LOS B A A Approach Delay 11.0 0.4 0.0 Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 28.9% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 70 16 17 315 72 22 Future Vol, veh/h 70 16 17 315 72 22 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 19 13 2 2 2 18 Mvmt Flow 74 17 18 332 76 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 457 88 99 0 - 0 Stage 1 88 - - - - - Stage 2 369 - - - - - Critical Hdwy 6.59 6.33 4.12 - - - Critical Hdwy Stg 1 5.59 - - - - - Critical Hdwy Stg 2 5.59 - - - - - Follow-up Hdwy 3.671 3.417 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 894 - - - - - Stage 2 663 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 570 - - - - - Stage 1 883 - - - - - Stage 2 663 - - - - - Approach EB NB SB HCM Control Delay, s 11.7 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1494 - 570 941 - - HCM Lane V/C Ratio 0.012 - 0.129 0.018 - - HCM Control Delay 7.4 - 12.3 8.9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.4 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 13 9 1 29 21 110 1 211 58 40 39 3 Future Volume (vph) 13 9 1 29 21 110 1 211 58 40 39 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 15 10 1 33 24 124 1 237 65 45 44 3 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 26 181 1 302 45 47 Volume Left (vph) 15 33 1 0 45 0 Volume Right (vph) 1 124 0 65 0 3 Hadj 0.13 -0.34 0.53 -0.12 0.53 0.01 Departure Headway 5.3 4.6 5.7 5.0 5.9 5.3 Degree Utilization, x 0.04 0.23 0.00 0.42 0.07 0.07 Capacity (veh/h) 616 727 612 696 582 639 Control Delay 8.5 8.9 7.5 10.4 8.1 7.5 Approach Delay 8.5 8.9 10.4 7.8 Approach LOS A A B A Intersection Summary Delay 9.5 Level of Service A Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 9 1 29 21 110 1 211 58 40 39 3 Future Vol, veh/h 13 9 1 29 21 110 1 211 58 40 39 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 15 10 1 33 24 124 1 237 65 45 44 3 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 8.5 9 11.2 8.7 HCM LOS A A B A Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 57% 18% 100% 0% Vol Thru, % 0% 78% 39% 13% 0% 93% Vol Right, % 0% 22% 4% 69% 0% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 269 23 160 40 42 LT Vol 1 0 13 29 40 0 Through Vol 0 211 9 21 0 39 RT Vol 0 58 1 110 0 3 Lane Flow Rate 1 302 26 180 45 47 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.002 0.417 0.038 0.229 0.073 0.069 Departure Headway (Hd) 5.618 4.963 5.252 4.586 5.81 5.272 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 635 722 678 780 614 676 Service Time 3.366 2.711 3.31 2.625 3.567 3.03 HCM Lane V/C Ratio 0.002 0.418 0.038 0.231 0.073 0.07 HCM Control Delay 8.4 11.2 8.5 9 9 8.4 HCM Lane LOS A B A A A A HCM 95th-tile Q 0 2.1 0.1 0.9 0.2 0.2 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 28 102 1 21 46 116 419 5 39 268 42 Future Volume (Veh/h) 38 28 102 1 21 46 116 419 5 39 268 42 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 46 34 124 1 26 56 141 511 6 48 327 51 Pedestrians 2 7 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked vC, conflicting volume 1316 1256 364 1402 1279 521 380 524 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1316 1256 364 1402 1279 521 380 524 tC, single 7.1 6.5 6.2 7.2 6.6 6.3 4.2 4.1 tC, 2 stage tF 3.5 4.0 3.3 3.6 4.1 3.4 2.3 2.2 p0 queue free % 48 76 81 98 81 90 88 95 cM capacity (veh/h) 88 140 666 65 [PHONE REDACTED] 1021 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 46 158 83 658 426 Volume Left 46 0 1 141 48 Volume Right 0 124 56 6 51 cSH 88 [PHONE REDACTED] 1021 Volume to Capacity 0.52 0.43 0.31 0.12 0.05 Queue Length 95th (ft) 57 52 32 11 4 Control Delay 83.4 21.9 24.5 3.0 1.4 Lane LOS F C C A A Approach Delay 35.8 24.5 3.0 1.4 Approach LOS E C Intersection Summary Average Delay 8.7 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 8.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 28 102 1 21 46 116 419 5 39 268 42 Future Vol, veh/h 38 28 102 1 21 46 116 419 5 39 268 42 Conflicting Peds, #/hr 0 0 10 10 0 0 2 0 7 7 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 5 5 5 6 6 6 8 8 8 5 5 5 Mvmt Flow 46 34 124 1 26 56 141 511 6 48 327 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1288 1257 365 1341 1279 521 380 0 0 524 0 0 Stage 1 451 451 - 803 803 - - - - - - - Stage 2 837 806 - 538 476 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.16 6.56 6.26 4.18 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.16 5.56 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.16 5.56 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.554 4.054 3.354 2.272 - - 2.245 - - Pot Cap-1 Maneuver 139 169 673 127 [PHONE REDACTED] - - 1027 - - Stage 1 582 566 - 371 390 - - - - - - - Stage 2 357 391 - 520 550 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 88 130 665 68 [PHONE REDACTED] - - 1020 - - Mov Cap-2 Maneuver 88 130 - 68 126 - - - - - - - Stage 1 480 531 - 305 320 - - - - - - - Stage 2 244 321 - 368 516 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 37.1 25.7 1.8 1 HCM LOS E D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1144 - - 88 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.124 - - 0.527 0.449 0.324 0.047 - - HCM Control Delay 8.6 0 - 84.4 23.3 25.7 8.7 0 - HCM Lane LOS A A - F C D A A - HCM 95th %tile Q(veh) 0.4 - - 2.3 2.2 1.4 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 12 1 1 11 5 6 Future Volume (Veh/h) 12 1 1 11 5 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 14 1 1 13 6 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 24 10 13 vC1, stage 1 conf vol 10 vC2, stage 2 conf vol 15 vCu, unblocked vol 24 10 13 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 99 100 100 cM capacity (veh/h) 979 1072 1606 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 15 1 13 13 Volume Left 14 1 0 0 Volume Right 1 0 0 7 cSH 985 1606 1700 1700 Volume to Capacity 0.02 0.00 0.01 0.01 Queue Length 95th (ft) 1 0 0 0 Control Delay 8.7 7.2 0.0 0.0 Lane LOS A A Approach Delay 8.7 0.5 0.0 Approach LOS A Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 1 1 11 5 6 Future Vol, veh/h 12 1 1 11 5 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 5 5 2 Mvmt Flow 14 1 1 13 6 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 25 10 13 0 - 0 Stage 1 10 - - - - - Stage 2 15 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 991 1071 1606 - - - Stage 1 1013 - - - - - Stage 2 1008 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 990 1071 1606 - - - Mov Cap-2 Maneuver 913 - - - - - Stage 1 1012 - - - - - Stage 2 1008 - - - - - Approach EB NB SB HCM Control Delay, s 9 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1606 - 923 - - HCM Lane V/C Ratio 0.001 - 0.017 - - HCM Control Delay 7.2 - 9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 0 0 0 tC, single 6.5 6.3 4.2 tC, 2 stage 5.5 tF 3.6 3.4 2.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1003 1062 1572 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.5 6.3 4.2 - - - Critical Hdwy Stg 1 5.5 - - - - - Critical Hdwy Stg 2 5.5 - - - - - Follow-up Hdwy 3.59 3.39 2.29 - - - Pot Cap-1 Maneuver 1001 1061 1571 - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 1061 1571 - - - Mov Cap-2 Maneuver 915 - - - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 6.5 6.3 4.2 tC, 2 stage tF 3.6 3.4 2.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1003 1062 1572 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.5 6.3 4.2 - - - Critical Hdwy Stg 1 5.5 - - - - - Critical Hdwy Stg 2 5.5 - - - - - Follow-up Hdwy 3.59 3.39 2.29 - - - Pot Cap-1 Maneuver 1001 1061 1571 - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 1061 1571 - - - Mov Cap-2 Maneuver 1001 - - - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 93 0 0 0 0 125 0 0 0 Future Volume (vph) 0 0 0 93 0 0 0 0 125 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 109 0 0 0 0 147 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 109 147 0 Volume Left (vph) 0 109 0 0 Volume Right (vph) 0 0 147 0 Hadj 0.00 0.30 -0.57 0.00 Departure Headway 4.3 4.5 3.6 4.3 Degree Utilization, x 0.00 0.14 0.15 0.00 Capacity (veh/h) 808 777 966 816 Control Delay 7.3 8.2 7.2 7.3 Approach Delay 0.0 8.2 7.2 0.0 Approach LOS A A A A Intersection Summary Delay 7.6 Level of Service A Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 93 0 0 0 0 125 0 0 0 Future Vol, veh/h 0 0 0 93 0 0 0 0 125 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 0 0 0 109 0 0 0 0 147 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 8.2 7.4 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 0 93 0 LT Vol 0 0 93 0 Through Vol 0 0 0 0 RT Vol 125 0 0 0 Lane Flow Rate 147 0 109 0 Geometry Grp 1 1 1 1 Degree of Util 0.15 0 0.136 0 Departure Headway (Hd) 3.66 4.296 4.46 4.257 Convergence, Y/N Yes Yes Yes Yes Cap 966 0 802 0 Service Time 1.736 2.369 2.498 2.353 HCM Lane V/C Ratio 0.152 0 0.136 0 HCM Control Delay 7.4 7.4 8.2 7.4 HCM Lane LOS A N A N HCM 95th-tile Q 0.5 0 0.5 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 1 124 89 3 5 4 Future Volume (Veh/h) 1 124 89 3 5 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 1 175 125 4 7 6 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 130 305 128 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 130 305 128 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1448 686 921 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 176 129 13 Volume Left 1 0 7 Volume Right 0 4 6 cSH 1448 1700 777 Volume to Capacity 0.00 0.08 0.02 Queue Length 95th (ft) 0 0 1 Control Delay 0.0 0.0 9.7 Lane LOS A A Approach Delay 0.0 0.0 9.7 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 18.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 124 89 3 5 4 Future Vol, veh/h 1 124 89 3 5 4 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 1 175 125 4 7 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 130 0 - 0 305 128 Stage 1 - - - - 128 - Stage 2 - - - - 177 - Critical Hdwy 4.13 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.227 - - - 3.518 3.318 Pot Cap-1 Maneuver 1449 - - - 687 922 Stage 1 - - - - 898 - Stage 2 - - - - 854 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1448 - - - 685 921 Mov Cap-2 Maneuver - - - - 685 - Stage 1 - - - - 896 - Stage 2 - - - - 853 - Approach EB WB SB HCM Control Delay, s 0.1 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1448 - - - 773 HCM Lane V/C Ratio 0.001 - - - 0.016 HCM Control Delay 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 41 37 43 24 50 2 58 119 25 3 88 53 Future Volume (vph) 41 37 43 24 50 2 58 119 25 3 88 53 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 47 42 49 27 57 2 66 135 28 3 100 60 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 47 91 27 59 201 28 103 60 Volume Left (vph) 47 0 27 0 66 0 3 0 Volume Right (vph) 0 49 0 2 0 28 0 60 Hadj 0.58 -0.34 0.53 0.01 0.26 -0.63 0.10 -0.63 Departure Headway 6.2 5.3 6.2 5.7 5.5 4.6 5.4 4.7 Degree Utilization, x 0.08 0.13 0.05 0.09 0.31 0.04 0.16 0.08 Capacity (veh/h) 547 642 544 595 628 738 629 724 Control Delay 8.5 7.9 8.3 8.0 9.8 6.6 8.2 6.9 Approach Delay 8.1 8.1 9.4 7.8 Approach LOS A A A A Intersection Summary Delay 8.5 Level of Service A Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 37 43 24 50 2 58 119 25 3 88 53 Future Vol, veh/h 41 37 43 24 50 2 58 119 25 3 88 53 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 5 3 2 2 2 2 5 6 4 2 5 4 Mvmt Flow 47 42 49 27 57 2 66 135 28 3 100 60 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.1 9.1 10.3 8.7 HCM LOS A A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 33% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 67% 0% 0% 46% 0% 96% 97% 0% Vol Right, % 0% 100% 0% 54% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 177 25 41 80 24 52 91 53 LT Vol 58 0 41 0 24 0 3 0 Through Vol 119 0 0 37 0 50 88 0 RT Vol 0 25 0 43 0 2 0 53 Lane Flow Rate 201 28 47 91 27 59 103 60 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.308 0.037 0.08 0.133 0.047 0.093 0.155 0.079 Departure Headway (Hd) 5.519 4.668 6.192 5.274 6.203 5.671 5.403 4.733 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 648 762 576 675 574 628 660 752 Service Time 3.279 2.427 3.961 3.043 3.978 3.446 3.166 2.495 HCM Lane V/C Ratio 0.31 0.037 0.082 0.135 0.047 0.094 0.156 0.08 HCM Control Delay 10.7 7.6 9.5 8.9 9.3 9 9.2 7.9 HCM Lane LOS B A A A A A A A HCM 95th-tile Q 1.3 0.1 0.3 0.5 0.1 0.3 0.5 0.3 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 17 22 147 25 27 70 Future Volume (Veh/h) 17 22 147 25 27 70 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 19 24 163 28 30 78 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 315 177 191 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 315 177 191 tC, single 6.4 6.3 4.1 tC, 2 stage tF 3.5 3.4 2.2 p0 queue free % 97 97 98 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 43 191 108 Volume Left 19 0 30 Volume Right 24 28 0 cSH 758 1700 1371 Volume to Capacity 0.06 0.11 0.02 Queue Length 95th (ft) 4 0 2 Control Delay 10.0 0.0 2.3 Lane LOS B A Approach Delay 10.0 0.0 2.3 Approach LOS B Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 29.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Property 11 Report 2022 Base Year - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 22 147 25 27 70 Future Vol, veh/h 17 22 147 25 27 70 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 6 2 2 4 3 Mvmt Flow 19 24 163 28 30 78 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 315 177 0 0 191 0 Stage 1 177 - - - - - Stage 2 138 - - - - - Critical Hdwy 6.42 6.26 - - 4.14 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 - - 2.236 - Pot Cap-1 Maneuver 678 856 - - 1371 - Stage 1 854 - - - - - Stage 2 889 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 662 856 - - 1371 - Mov Cap-2 Maneuver 662 - - - - - Stage 1 854 - - - - - Stage 2 869 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 2.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 759 1371 - HCM Lane V/C Ratio - - 0.057 0.022 - HCM Control Delay - - 10 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0.1 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 126 93 416 380 96 184 Future Volume (veh/h) 126 93 416 380 96 184 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 143 106 473 432 109 209 Approach Volume (veh/h) 143 905 109 Crossing Volume (veh/h) 473 109 143 High Capacity (veh/h) 954 1272 1238 High v/c (veh/h) 0.15 0.71 0.09 Low Capacity (veh/h) 773 1058 1028 Low v/c (veh/h) 0.19 0.86 0.11 Intersection Summary Maximum v/c High 0.71 Maximum v/c Low 0.86 Intersection Capacity Utilization 56.6% ICU Level of Service B ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 905 318 Demand Flow Rate, veh/h 0 965 329 Vehicles Circulating, veh/h 511 112 160 Vehicles Exiting, veh/h 566 160 511 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 7.0 1.3 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.530 0.470 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 217 Entry Flow, veh/h 511 [PHONE REDACTED] Cap Entry Lane, veh/h 1218 1291 1240 0.962 Entry HV Adj Factor 0.926 0.952 0.973 209 Flow Entry, veh/h 473 [PHONE REDACTED] Cap Entry, veh/h 1127 1230 1206 0.119 V/C Ratio 0.420 0.352 0.090 0.0 Control Delay, s/veh 7.6 6.3 3.7 A LOS A A A 0 95th %tile Queue, veh 2 2 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 34 277 3 22 63 720 46 1 1 33 335 5 Future Volume (vph) 34 277 3 22 63 720 46 1 1 33 335 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 39 315 3 25 72 818 52 1 1 38 381 6 RTOR Reduction (vph) 0 0 2 0 0 0 15 0 35 0 0 8 Lane Group Flow (vph) 39 315 1 0 97 818 37 1 4 0 221 206 Confl. Peds. 1 1 Heavy Vehicles 2% 7% 2% 0% 22% 6% 5% 2% 2% 64% 3% 25% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 4.2 24.9 30.9 9.2 29.9 49.8 6.0 6.0 19.9 19.9 Effective Green, g 4.2 25.4 30.9 9.2 30.4 49.8 6.0 6.0 19.9 19.9 Actuated g/C Ratio 0.05 0.33 0.40 0.12 0.40 0.65 0.08 0.08 0.26 0.26 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 89 1031 [PHONE REDACTED] 922 127 71 398 389 v/s Ratio Prot 0.02 c0.10 0.00 0.07 c0.26 0.01 0.00 c0.00 c0.14 0.14 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.44 0.31 0.00 0.57 0.66 0.04 0.01 0.06 0.56 0.53 Uniform Delay, d1 35.0 19.0 13.6 31.8 18.8 4.8 32.5 32.6 24.5 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.3 0.0 3.5 1.4 0.0 0.0 0.2 1.3 1.0 Delay 37.5 19.2 13.6 35.2 20.2 4.8 32.5 32.9 25.8 25.3 Level of Service D B B D C A C C C C Approach Delay 21.2 20.9 32.9 25.6 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length 76.5 Sum of lost time 16.0 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 42 Future Volume (vph) 42 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.88 Adj. Flow (vph) 48 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 512 163 0 760 553 0 0 0 294 0 220 Future Volume (vph) 0 512 163 0 760 553 0 0 0 294 0 220 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3137 1271 3050 1305 2906 1305 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3137 1271 3050 1305 2906 1305 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 551 175 0 817 595 0 0 0 316 0 237 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 101 Lane Group Flow (vph) 0 551 175 0 817 595 0 0 0 316 0 136 Heavy Vehicles 0% 6% 17% 0% 9% 14% 0% 0% 0% 11% 0% 14% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 42.9 64.0 42.9 64.0 12.1 12.1 Effective Green, g 43.4 64.0 43.4 64.0 12.6 12.6 Actuated g/C Ratio 0.68 1.00 0.68 1.00 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2127 1271 2068 1305 572 256 v/s Ratio Prot 0.18 0.27 0.11 v/s Ratio Perm 0.14 c0.46 0.10 v/c Ratio 0.26 0.14 0.40 0.46 0.55 0.53 Uniform Delay, d1 4.0 0.0 4.5 0.0 23.2 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 0.4 1.2 0.9 1.6 Delay 4.3 0.2 4.9 1.2 24.1 24.7 Level of Service A A A A C C Approach Delay 3.3 3.3 0.0 24.3 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 512 163 0 760 553 0 0 0 294 0 220 Future Volume (veh/h) 0 512 163 0 760 553 0 0 0 294 0 220 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1668 1518 0 1627 1559 1600 0 1559 Adj Flow Rate, veh/h 0 551 0 0 817 0 316 0 237 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 6 17 0 9 14 11 0 14 Cap, veh/h 0 1999 0 1950 722 0 323 Arrive On Green 0.00 0.63 0.00 0.00 0.63 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3253 1286 0 3173 1321 2956 0 1321 Grp Volume(v), veh/h 0 551 0 0 817 0 316 0 237 Grp Sat Flow(s),veh/h/ln 0 1585 1286 0 1546 1321 1478 0 1321 Q Serve(g_s), s 0.0 5.0 0.0 0.0 8.5 0.0 5.8 0.0 10.6 Cycle Q Clear(g_c), s 0.0 5.0 0.0 0.0 8.5 0.0 5.8 0.0 10.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1999 0 1950 722 0 323 V/C Ratio(X) 0.00 0.28 0.00 0.42 0.44 0.00 0.73 Avail Cap(c_a), veh/h 0 1999 0 1950 1108 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.92 0.00 0.00 0.72 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.3 0.0 0.0 5.9 0.0 20.5 0.0 22.3 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.4 0.0 0.3 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.2 0.0 0.0 2.0 0.0 1.9 0.0 3.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 5.6 0.0 0.0 6.3 0.0 20.8 0.0 24.7 LOS A A A A C A C Approach Vol, veh/h 551 817 553 Approach Delay, s/veh 5.6 6.3 22.4 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 44.4 19.6 44.4 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 12.6 0.0 Green Ext Time s 0.0 2.6 0.0 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 543 266 0 943 361 584 Future Volume (vph) 543 266 0 943 361 584 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frt 1.00 0.85 1.00 0.93 0.85 Flt Protected 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 3050 1403 2942 2947 1314 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3050 1403 2942 2947 1314 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 590 289 0 1025 392 635 RTOR Reduction (vph) 0 149 0 0 161 161 Lane Group Flow (vph) 590 140 0 1025 536 169 Heavy Vehicles 9% 6% 0% 13% 6% 3% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 33.3 33.3 33.3 26.8 26.8 Effective Green, g 33.8 33.8 33.8 27.5 27.5 Actuated g/C Ratio 0.48 0.48 0.48 0.39 0.39 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1472 677 1420 1157 516 v/s Ratio Prot 0.19 c0.35 c0.18 0.13 v/s Ratio Perm 0.10 v/c Ratio 0.40 0.21 0.72 0.46 0.33 Uniform Delay, d1 11.6 10.4 14.4 15.8 14.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.7 2.6 0.2 0.3 Delay 12.4 11.1 17.0 16.0 15.1 Level of Service B B B B B Approach Delay 12.0 17.0 15.7 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length 70.0 Sum of lost time 8.7 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 40 53 828 177 5 125 802 13 719 21 168 11 Future Volume (vph) 40 53 828 177 5 125 802 13 719 21 168 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 57 890 190 5 134 862 14 773 23 181 12 RTOR Reduction (vph) 0 0 0 123 0 0 1 0 0 0 126 0 Lane Group Flow (vph) 0 100 890 67 0 139 875 0 394 402 55 12 Confl. Bikes 1 Heavy Vehicles 0% 2% 11% 18% 0% 8% 12% 2% 6% 11% 8% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 8.1 32.1 32.1 8.5 32.5 27.6 27.6 27.6 6.9 Effective Green, g 8.1 32.6 32.6 8.5 33.0 28.1 28.1 28.1 7.4 Actuated g/C Ratio 0.09 0.35 0.35 0.09 0.36 0.30 0.30 0.30 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 143 1054 [PHONE REDACTED] 452 453 417 130 v/s Ratio Prot 0.06 c0.30 c0.09 0.30 0.26 c0.27 0.01 v/s Ratio Perm 0.05 0.04 v/c Ratio 0.70 0.84 0.15 0.99 0.83 0.87 0.89 0.13 0.09 Uniform Delay, d1 41.1 27.7 20.5 42.0 27.2 30.5 30.7 23.4 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.9 7.3 0.5 70.9 6.5 16.5 18.5 0.1 0.2 Delay 53.9 35.0 21.0 112.9 33.7 47.1 49.2 23.5 39.7 Level of Service D D C F C D D C D Approach Delay 34.4 44.5 43.6 Approach LOS C D D Intersection Summary HCM 2000 Control Delay 40.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 92.6 Sum of lost time 16.5 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 30 Future Volume (vph) 16 30 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1636 1261 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1636 1261 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 32 RTOR Reduction (vph) 0 29 Lane Group Flow (vph) 17 3 Confl. Bikes Heavy Vehicles 7% 18% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 6.9 6.9 Effective Green, g 7.4 7.4 Actuated g/C Ratio 0.08 0.08 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 130 100 v/s Ratio Prot c0.01 v/s Ratio Perm 0.00 v/c Ratio 0.13 0.03 Uniform Delay, d1 39.6 39.3 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 0.1 Delay 39.9 39.4 Level of Service D D Approach Delay 39.6 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 3 28 959 11 1 1 958 14 22 13 8 2 Future Volume (vph) 3 28 959 11 1 1 958 14 22 13 8 2 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.94 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1533 3132 1646 2992 1630 1615 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1533 3132 1646 2992 1630 1615 1630 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 31 1054 12 1 1 1053 15 24 14 9 2 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 8 0 0 Lane Group Flow (vph) 3 31 1066 0 0 2 1067 0 24 15 0 2 Confl. Peds. 1 1 Confl. Bikes 1 Heavy Vehicles 0% 3% 6% 2% 0% 2% 11% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 4.9 4.9 69.2 1.1 65.4 3.2 10.0 3.2 Effective Green, g 4.9 4.9 69.7 1.1 65.9 3.2 10.0 3.2 Actuated g/C Ratio 0.05 0.05 0.70 0.01 0.66 0.03 0.10 0.03 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 74 75 2183 18 1971 52 161 52 v/s Ratio Prot 0.00 c0.02 c0.34 0.00 c0.36 c0.01 c0.01 0.00 v/s Ratio Perm v/c Ratio 0.04 0.41 0.49 0.11 0.54 0.46 0.09 0.04 Uniform Delay, d1 45.3 46.2 7.0 49.0 9.0 47.6 40.9 46.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.7 0.8 2.0 1.1 4.7 0.2 0.2 Delay 45.5 48.8 7.7 51.0 10.1 52.2 41.1 47.1 Level of Service D D A D B D D D Approach Delay 9.0 10.2 46.8 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 3 61 Future Volume (vph) 3 61 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1469 Flt Permitted 1.00 Satd. Flow (perm) 1469 Peak-hour factor, PHF 0.91 0.91 Adj. Flow (vph) 3 67 RTOR Reduction (vph) 60 0 Lane Group Flow (vph) 10 0 Confl. Peds. Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 10.0 Effective Green, g 10.0 Actuated g/C Ratio 0.10 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 146 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.07 Uniform Delay, d1 40.8 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay 40.9 Level of Service D Approach Delay 41.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 605 194 55 394 66 321 151 103 95 160 151 Future Volume (vph) 142 605 194 55 394 66 321 151 103 95 160 151 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 658 211 60 428 72 349 164 112 103 174 164 RTOR Reduction (vph) 0 0 85 0 0 45 0 0 81 0 0 142 Lane Group Flow (vph) 154 658 126 60 428 27 349 164 31 103 174 22 Confl. Peds. 8 8 2 2 Heavy Vehicles 4% 15% 6% 18% 19% 4% 8% 4% 14% 10% 8% 15% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 13.1 51.5 51.5 5.7 44.1 44.1 26.9 31.3 31.3 10.6 15.0 15.0 Effective Green, g 13.6 52.5 52.5 6.2 45.1 45.1 27.4 32.3 32.3 11.1 16.0 16.0 Actuated g/C Ratio 0.12 0.44 0.44 0.05 0.38 0.38 0.23 0.27 0.27 0.09 0.14 0.14 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 184 676 623 73 561 524 357 460 356 142 219 170 v/s Ratio Prot c0.10 c0.43 0.04 0.29 c0.23 0.10 0.07 c0.11 v/s Ratio Perm 0.09 0.02 0.02 0.02 v/c Ratio 0.84 0.97 0.20 0.82 0.76 0.05 0.98 0.36 0.09 0.73 0.79 0.13 Uniform Delay, d1 51.2 32.1 20.0 55.4 31.8 23.0 45.0 34.5 31.9 52.0 49.5 44.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.4 27.9 0.1 49.1 5.8 0.0 41.2 0.3 0.1 15.8 17.2 0.3 Delay 77.5 60.0 20.1 104.5 37.7 23.1 86.2 34.9 32.0 67.8 66.7 45.2 Level of Service E E C F D C F C C E E D Approach Delay 54.4 43.0 63.0 59.0 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay 54.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length 118.1 Sum of lost time 16.0 Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 605 194 55 394 66 321 151 103 95 160 151 Future Volume (veh/h) 142 605 194 55 394 66 321 151 103 95 160 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1545 1668 1504 1491 1695 1641 1695 1559 1614 1641 1545 Adj Flow Rate, veh/h 154 658 211 60 428 72 349 164 112 103 174 164 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 15 6 18 19 4 8 4 14 10 8 15 Cap, veh/h 185 700 635 78 586 559 365 457 355 130 198 157 Arrive On Green 0.11 0.45 0.45 0.05 0.39 0.39 0.23 0.27 0.27 0.08 0.12 0.12 Sat Flow, veh/h 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Grp Volume(v), veh/h 154 658 211 60 428 72 349 164 112 103 174 164 Grp Sat Flow(s),veh/h/ln 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Q Serve(g_s), s 10.8 46.9 11.2 4.8 28.3 3.7 25.5 9.1 7.9 7.6 12.1 14.0 Cycle Q Clear(g_c), s 10.8 46.9 11.2 4.8 28.3 3.7 25.5 9.1 7.9 7.6 12.1 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 185 700 635 78 586 559 365 457 355 130 198 157 V/C Ratio(X) 0.83 0.94 0.33 0.77 0.73 0.13 0.96 0.36 0.32 0.79 0.88 1.04 Avail Cap(c_a), veh/h 201 734 666 99 626 597 365 457 355 159 198 157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.1 30.2 20.4 54.0 29.9 22.5 43.8 34.2 33.7 52.0 50.0 50.9 Incr Delay (d2), s/veh 22.6 19.4 0.2 21.5 3.8 0.1 35.9 0.4 0.4 18.0 32.3 83.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 20.4 3.7 2.2 10.5 1.3 13.5 3.8 2.6 3.6 6.7 8.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 72.7 49.5 20.6 75.5 33.7 22.5 79.6 34.5 34.1 70.0 82.3 134.8 LOS E D C E C C E C C E F F Approach Vol, veh/h 1023 560 625 441 Approach Delay, s/veh 47.0 36.8 59.6 98.9 Approach LOS D D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.3 56.4 31.0 18.0 17.3 49.5 13.8 35.2 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 54.0 26.5 13.0 13.9 47.6 11.5 28.0 Max Q Clear Time (g_c+I1), s 6.8 48.9 27.5 16.0 12.8 30.3 9.6 11.1 Green Ext Time s 0.0 2.5 0.0 0.0 0.0 5.1 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 56.5 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 193 235 92 136 284 88 143 490 72 62 268 146 Future Volume (vph) 193 235 92 136 284 88 143 490 72 62 268 146 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2715 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2715 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 203 247 97 143 299 93 151 516 76 65 282 154 RTOR Reduction (vph) 0 0 63 0 10 0 0 0 55 0 60 0 Lane Group Flow (vph) 203 247 34 143 382 0 151 516 21 65 376 0 Heavy Vehicles 10% 21% 22% 17% 16% 9% 10% 14% 26% 20% 16% 16% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 18.4 35.2 35.2 15.1 31.9 14.7 26.8 26.8 7.5 19.6 Effective Green, g 17.9 35.2 35.2 14.6 31.9 14.2 28.5 28.5 7.0 21.3 Actuated g/C Ratio 0.18 0.35 0.35 0.14 0.31 0.14 0.28 0.28 0.07 0.21 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 266 502 423 204 464 411 820 332 95 570 v/s Ratio Prot c0.13 c0.17 0.10 c0.26 0.05 c0.18 0.05 c0.14 v/s Ratio Perm 0.03 0.02 v/c Ratio 0.76 0.49 0.08 0.70 0.82 0.37 0.63 0.06 0.68 0.66 Uniform Delay, d1 39.7 26.0 22.2 41.3 32.1 39.5 31.8 26.6 46.1 36.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 0.6 0.1 9.7 11.1 0.4 1.3 0.1 17.0 2.5 Delay 51.4 26.6 22.2 50.9 43.2 39.9 33.1 26.7 63.1 39.1 Level of Service D C C D D D C C E D Approach Delay 35.0 45.3 33.8 42.3 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 38.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length 101.3 Sum of lost time 16.0 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 235 92 136 284 88 143 490 72 62 268 146 Future Volume (veh/h) 193 235 92 136 284 88 143 490 72 62 268 146 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1614 1463 1450 1518 1532 1627 1614 1559 1395 1477 1532 1532 Adj Flow Rate, veh/h 203 247 0 143 299 93 151 516 76 65 282 154 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 10 21 22 17 16 9 10 14 26 20 16 16 Cap, veh/h 235 504 164 342 106 226 826 330 67 406 216 Arrive On Green 0.15 0.34 0.00 0.11 0.30 0.30 0.08 0.28 0.28 0.05 0.22 0.20 Sat Flow, veh/h 1537 1463 1229 1446 1120 348 2981 2962 1182 1407 1836 975 Grp Volume(v), veh/h 203 247 0 143 0 392 151 516 76 65 222 214 Grp Sat Flow(s),veh/h/ln 1537 1463 1229 1446 0 1469 1491 1481 1182 1407 1455 1356 Q Serve(g_s), s 9.6 9.9 0.0 7.2 0.0 18.8 3.7 11.3 3.7 3.4 10.4 10.9 Cycle Q Clear(g_c), s 9.6 9.9 0.0 7.2 0.0 18.8 3.7 11.3 3.7 3.4 10.4 10.9 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 0.72 Lane Grp Cap(c), veh/h 235 504 164 0 448 226 826 330 67 322 300 V/C Ratio(X) 0.86 0.49 0.87 0.00 0.88 0.67 0.62 0.23 0.97 0.69 0.71 Avail Cap(c_a), veh/h 455 969 405 0 [PHONE REDACTED] 525 208 642 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.7 19.2 0.0 32.4 0.0 24.5 33.4 23.4 20.6 35.3 26.6 27.4 Incr Delay (d2), s/veh 6.9 0.5 0.0 10.2 0.0 4.2 2.5 0.6 0.3 36.4 2.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 3.2 0.0 2.8 0.0 6.3 1.3 3.6 1.0 1.8 3.4 3.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 37.6 19.8 0.0 42.6 0.0 28.7 36.0 24.0 20.9 71.7 28.5 29.7 LOS D B D A C D C C E C C Approach Vol, veh/h 450 535 743 501 Approach Delay, s/veh 27.8 32.4 26.1 34.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 20.5 15.4 26.7 7.6 24.7 12.4 29.6 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 11.7 * 31 22.5 48.0 11.5 31.3 21.3 49.2 Max Q Clear Time (g_c+I1), s 5.7 12.9 11.6 20.8 5.4 13.3 9.2 11.9 Green Ext Time s 0.2 1.8 0.5 1.8 0.1 5.7 0.2 2.7 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 97 16 18 727 203 34 Future Volume (Veh/h) 97 16 18 727 203 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 102 17 19 765 214 36 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1036 232 250 vC1, stage 1 conf vol 232 vC2, stage 2 conf vol 804 vCu, unblocked vol 1036 232 250 tC, single 6.6 6.3 4.1 tC, 2 stage 5.6 tF 3.7 3.4 2.2 p0 queue free % 73 98 99 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 102 17 19 765 250 Volume Left 102 0 19 0 0 Volume Right 0 17 0 0 36 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.27 0.02 0.01 0.45 0.15 Queue Length 95th (ft) 26 2 1 0 0 Control Delay 17.7 9.7 7.8 0.0 0.0 Lane LOS C A A Approach Delay 16.6 0.2 0.0 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 97 16 18 727 203 34 Future Vol, veh/h 97 16 18 727 203 34 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 19 13 2 2 2 19 Mvmt Flow 102 17 19 765 214 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1036 232 250 0 - 0 Stage 1 232 - - - - - Stage 2 804 - - - - - Critical Hdwy 6.59 6.33 4.12 - - - Critical Hdwy Stg 1 5.59 - - - - - Critical Hdwy Stg 2 5.59 - - - - - Follow-up Hdwy 3.671 3.417 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 768 - - - - - Stage 2 412 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 335 - - - - - Stage 1 757 - - - - - Stage 2 412 - - - - - Approach EB NB SB HCM Control Delay, s 18.9 0.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1316 - 335 781 - - HCM Lane V/C Ratio 0.014 - 0.305 0.022 - - HCM Control Delay 7.8 - 20.4 9.7 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0 - 1.3 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 13 9 1 33 22 132 1 601 68 41 169 3 Future Volume (vph) 13 9 1 33 22 132 1 601 68 41 169 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 15 10 1 37 25 148 1 675 76 46 190 3 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 26 210 1 751 46 193 Volume Left (vph) 15 37 1 0 46 0 Volume Right (vph) 1 148 0 76 0 3 Hadj 0.13 -0.35 0.53 -0.04 0.53 0.04 Departure Headway 6.9 5.9 6.1 5.6 6.5 6.0 Degree Utilization, x 0.05 0.34 0.00 1.16 0.08 0.32 Capacity (veh/h) 486 585 574 653 534 578 Control Delay 10.2 12.0 7.9 107.8 8.9 10.7 Approach Delay 10.2 12.0 107.7 10.4 Approach LOS B B F B Intersection Summary Delay 70.3 Level of Service F Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 71.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 9 1 33 22 132 1 601 68 41 169 3 Future Vol, veh/h 13 9 1 33 22 132 1 601 68 41 169 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 15 10 1 37 25 148 1 675 76 46 190 3 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 10.8 12.6 109.3 11.6 HCM LOS B B F B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 57% 18% 100% 0% Vol Thru, % 0% 90% 39% 12% 0% 98% Vol Right, % 0% 10% 4% 71% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 669 23 187 41 172 LT Vol 1 0 13 33 41 0 Through Vol 0 601 9 22 0 169 RT Vol 0 68 1 132 0 3 Lane Flow Rate 1 752 26 210 46 193 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.002 1.161 0.05 0.345 0.084 0.325 Departure Headway (Hd) 6.14 5.562 7.379 6.314 6.776 6.271 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 585 654 488 574 532 578 Service Time 3.85 3.272 5.379 4.314 4.476 3.971 HCM Lane V/C Ratio 0.002 1.15 0.053 0.366 0.086 0.334 HCM Control Delay 8.9 109.5 10.8 12.6 10.1 12 HCM Lane LOS A F B B B B HCM 95th-tile Q 0 24.5 0.2 1.5 0.3 1.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 41 105 1 25 57 120 526 15 41 319 44 Future Volume (Veh/h) 42 41 105 1 25 57 120 526 15 41 319 44 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 49 48 122 1 29 66 140 612 17 48 371 51 Pedestrians 2 7 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97 vC, conflicting volume 1476 1410 408 1556 1428 628 424 636 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1475 1408 373 1558 1425 628 389 636 tC, single 7.1 6.7 6.3 7.1 6.5 6.3 4.1 4.1 tC, 2 stage tF 3.5 4.2 3.4 3.5 4.0 3.4 2.2 2.2 p0 queue free % 18 53 81 97 73 86 88 95 cM capacity (veh/h) 60 102 628 39 [PHONE REDACTED] 941 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 49 170 96 769 470 Volume Left 49 0 1 140 48 Volume Right 0 122 66 17 51 cSH 60 [PHONE REDACTED] 941 Volume to Capacity 0.82 0.67 0.43 0.12 0.05 Queue Length 95th (ft) 92 107 51 11 4 Control Delay 179.3 43.4 33.1 3.0 1.5 Lane LOS F E D A A Approach Delay 73.8 33.1 3.0 1.5 Approach LOS F D Intersection Summary Average Delay 14.4 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 14.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 41 105 1 25 57 120 526 15 41 319 44 Future Vol, veh/h 42 41 105 1 25 57 120 526 15 41 319 44 Conflicting Peds, #/hr 0 0 10 10 0 0 2 0 7 7 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 20 10 2 2 6 2 9 3 2 6 3 Mvmt Flow 49 48 122 1 29 66 140 612 17 48 371 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1443 1411 409 1496 1428 628 424 0 0 636 0 0 Stage 1 495 495 - 908 908 - - - - - - - Stage 2 948 916 - 588 520 - - - - - - - Critical Hdwy 7.13 6.7 6.3 7.12 6.52 6.26 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.13 5.7 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.13 5.7 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.527 4.18 3.39 3.518 4.018 3.354 2.218 - - 2.218 - - Pot Cap-1 Maneuver 109 127 625 101 [PHONE REDACTED] - - 947 - - Stage 1 555 517 - 330 354 - - - - - - - Stage 2 312 328 - 495 532 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 60 95 618 40 [PHONE REDACTED] - - 941 - - Mov Cap-2 Maneuver 60 95 - 40 101 - - - - - - - Stage 1 448 481 - 265 284 - - - - - - - Stage 2 195 263 - 331 495 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 77 35.7 1.6 0.9 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1133 - - 60 243 211 941 - - HCM Lane V/C Ratio 0.123 - - 0.814 0.699 0.457 0.051 - - HCM Control Delay 8.6 0 - 177.2 48.2 35.7 9 0 - HCM Lane LOS A A - F E E A A - HCM 95th %tile Q(veh) 0.4 - - 3.6 4.6 2.2 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 121 1 1 11 5 45 Future Volume (Veh/h) 121 1 1 11 5 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 142 1 1 13 6 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 48 32 59 vC1, stage 1 conf vol 32 vC2, stage 2 conf vol 15 vCu, unblocked vol 48 32 59 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 85 100 100 cM capacity (veh/h) 961 1041 1545 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 143 1 13 59 Volume Left 142 1 0 0 Volume Right 1 0 0 53 cSH 962 1545 1700 1700 Volume to Capacity 0.15 0.00 0.01 0.03 Queue Length 95th (ft) 13 0 0 0 Control Delay 9.4 7.3 0.0 0.0 Lane LOS A A Approach Delay 9.4 0.5 0.0 Approach LOS A Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 17.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 6.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 121 1 1 11 5 45 Future Vol, veh/h 121 1 1 11 5 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 142 1 1 13 6 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 48 33 59 0 - 0 Stage 1 33 - - - - - Stage 2 15 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 962 1041 1545 - - - Stage 1 989 - - - - - Stage 2 1008 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 961 1041 1545 - - - Mov Cap-2 Maneuver 893 - - - - - Stage 1 988 - - - - - Stage 2 1008 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1545 - 894 - - HCM Lane V/C Ratio 0.001 - 0.161 - - HCM Control Delay 7.3 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.6 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 0 0 0 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 100 100 100 cM capacity (veh/h) 978 1034 1513 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver 977 1033 1511 - - - Stage 1 977 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 977 1033 1511 - - - Mov Cap-2 Maneuver 892 - - - - - Stage 1 977 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1511 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 1023 1085 1623 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 1022 1084 1622 - - - Stage 1 1022 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1022 1084 1622 - - - Mov Cap-2 Maneuver 1022 - - - - - Stage 1 1022 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1622 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 130 0 0 0 0 132 0 0 0 Future Volume (vph) 0 0 0 130 0 0 0 0 132 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 153 0 0 0 0 155 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 153 155 0 Volume Left (vph) 0 153 0 0 Volume Right (vph) 0 0 155 0 Hadj 0.00 0.30 -0.57 0.00 Departure Headway 4.4 4.5 3.7 4.4 Degree Utilization, x 0.00 0.19 0.16 0.00 Capacity (veh/h) 793 763 930 787 Control Delay 7.4 8.6 7.4 7.4 Approach Delay 0.0 8.6 7.4 0.0 Approach LOS A A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 130 0 0 0 0 132 0 0 0 Future Vol, veh/h 0 0 0 130 0 0 0 0 132 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 0 0 0 153 0 0 0 0 155 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 8.6 7.6 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 132 0 130 0 LT Vol 0 0 130 0 Through Vol 0 0 0 0 RT Vol 132 0 0 0 Lane Flow Rate 155 0 153 0 Geometry Grp 1 1 1 1 Degree of Util 0.166 0 0.19 0 Departure Headway (Hd) 3.842 4.45 4.474 4.473 Convergence, Y/N Yes Yes Yes Yes Cap 940 0 797 0 Service Time 1.842 2.45 2.529 2.478 HCM Lane V/C Ratio 0.165 0 0.192 0 HCM Control Delay 7.6 7.5 8.6 7.5 HCM Lane LOS A N A N HCM 95th-tile Q 0.6 0 0.7 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.6 6.4 tC, 2 stage tF 2.3 3.7 3.5 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 978 1034 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 20 10 20 20 20 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.6 6.4 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy 2.29 - - - 3.68 3.48 Pot Cap-1 Maneuver 1571 - - - 977 1033 Stage 1 - - - - 977 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 977 1033 Mov Cap-2 Maneuver - - - - 977 - Stage 1 - - - - 977 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 1 131 126 7 5 4 Future Volume (Veh/h) 1 131 126 7 5 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 1 185 177 10 7 6 Pedestrians 2 6 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 376 185 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 376 185 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1379 621 855 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 186 187 13 Volume Left 1 0 7 Volume Right 0 10 6 cSH 1379 1700 711 Volume to Capacity 0.00 0.11 0.02 Queue Length 95th (ft) 0 0 1 Control Delay 0.0 0.0 10.2 Lane LOS A B Approach Delay 0.0 0.0 10.2 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 19.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 131 126 7 5 4 Future Vol, veh/h 1 131 126 7 5 4 Conflicting Peds, #/hr 1 0 0 0 6 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 1 185 177 10 7 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 188 0 - 0 376 185 Stage 1 - - - - 183 - Stage 2 - - - - 193 - Critical Hdwy 4.13 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.227 - - - 3.518 3.318 Pot Cap-1 Maneuver 1380 - - - 625 857 Stage 1 - - - - 848 - Stage 2 - - - - 840 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1379 - - - 623 855 Mov Cap-2 Maneuver - - - - 623 - Stage 1 - - - - 846 - Stage 2 - - - - 839 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1379 - - - 708 HCM Lane V/C Ratio 0.001 - - - 0.018 HCM Control Delay 7.6 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 82 39 45 25 63 2 71 123 26 3 91 73 Future Volume (vph) 82 39 45 25 63 2 71 123 26 3 91 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 93 44 51 28 72 2 81 140 30 3 103 83 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 93 95 28 74 221 30 106 83 Volume Left (vph) 93 0 28 0 81 0 3 0 Volume Right (vph) 0 51 0 2 0 30 0 83 Hadj 0.58 -0.33 0.53 0.02 0.28 -0.63 0.10 -0.63 Departure Headway 6.3 5.4 6.4 5.9 5.8 4.9 5.7 5.0 Degree Utilization, x 0.16 0.14 0.05 0.12 0.36 0.04 0.17 0.11 Capacity (veh/h) 532 620 522 567 598 697 598 684 Control Delay 9.4 8.1 8.5 8.5 10.7 6.9 8.6 7.4 Approach Delay 8.8 8.5 10.3 8.1 Approach LOS A A B A Intersection Summary Delay 9.1 Level of Service A Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 39 45 25 63 2 71 123 26 3 91 73 Future Vol, veh/h 82 39 45 25 63 2 71 123 26 3 91 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 5 3 2 2 2 2 5 6 4 2 5 4 Mvmt Flow 93 44 51 28 72 2 81 140 30 3 103 83 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.8 9.6 11.4 9.2 HCM LOS A A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 37% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 63% 0% 0% 46% 0% 97% 97% 0% Vol Right, % 0% 100% 0% 54% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 194 26 82 84 25 65 94 73 LT Vol 71 0 82 0 25 0 3 0 Through Vol 123 0 0 39 0 63 91 0 RT Vol 0 26 0 45 0 2 0 73 Lane Flow Rate 220 30 93 95 28 74 107 83 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.361 0.041 0.167 0.147 0.052 0.123 0.171 0.117 Departure Headway (Hd) 5.891 5.017 6.462 5.543 6.544 6.016 5.748 5.093 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 615 718 556 648 548 597 625 707 Service Time 3.592 2.719 4.187 3.268 4.273 3.745 3.472 2.8 HCM Lane V/C Ratio 0.358 0.042 0.167 0.147 0.051 0.124 0.171 0.117 HCM Control Delay 11.9 7.9 10.5 9.2 9.6 9.6 9.7 8.5 HCM Lane LOS B A B A A A A A HCM 95th-tile Q 1.6 0.1 0.6 0.5 0.2 0.4 0.6 0.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 18 57 178 26 31 91 Future Volume (Veh/h) 18 57 178 26 31 91 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 20 63 198 29 34 101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 382 212 227 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 382 212 227 tC, single 6.4 6.3 4.1 tC, 2 stage tF 3.5 3.4 2.2 p0 queue free % 97 92 97 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 83 227 135 Volume Left 20 0 34 Volume Right 63 29 0 cSH 754 1700 1330 Volume to Capacity 0.11 0.13 0.03 Queue Length 95th (ft) 9 0 2 Control Delay 10.4 0.0 2.1 Lane LOS B A Approach Delay 10.4 0.0 2.1 Approach LOS B Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 57 178 26 31 91 Future Vol, veh/h 18 57 178 26 31 91 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 6 2 2 4 3 Mvmt Flow 20 63 198 29 34 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 382 213 0 0 227 0 Stage 1 213 - - - - - Stage 2 169 - - - - - Critical Hdwy 6.42 6.26 - - 4.14 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 - - 2.236 - Pot Cap-1 Maneuver 620 817 - - 1330 - Stage 1 823 - - - - - Stage 2 861 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 603 817 - - 1330 - Mov Cap-2 Maneuver 603 - - - - - Stage 1 823 - - - - - Stage 2 838 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 2 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 753 1330 - HCM Lane V/C Ratio - - 0.111 0.026 - HCM Control Delay - - 10.4 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0.1 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 138 93 420 389 96 190 Future Volume (veh/h) 138 93 420 389 96 190 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 157 106 477 442 109 216 Approach Volume (veh/h) 157 919 109 Crossing Volume (veh/h) 477 109 157 High Capacity (veh/h) 951 1272 1225 High v/c (veh/h) 0.17 0.72 0.09 Low Capacity (veh/h) 770 1058 1016 Low v/c (veh/h) 0.20 0.87 0.11 Intersection Summary Maximum v/c High 0.72 Maximum v/c Low 0.87 Intersection Capacity Utilization 58.0% ICU Level of Service B ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 919 325 Demand Flow Rate, veh/h 0 979 337 Vehicles Circulating, veh/h 515 112 176 Vehicles Exiting, veh/h 576 176 515 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 7.0 1.3 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.526 0.474 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 225 Entry Flow, veh/h 515 [PHONE REDACTED] Cap Entry Lane, veh/h 1218 1291 1223 0.962 Entry HV Adj Factor 0.926 0.952 0.973 216 Flow Entry, veh/h 477 [PHONE REDACTED] Cap Entry, veh/h 1128 1230 1190 0.123 V/C Ratio 0.423 0.359 0.092 0.0 Control Delay, s/veh 7.6 6.4 3.8 A LOS A A A 0 95th %tile Queue, veh 2 2 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 34 295 3 22 63 733 46 1 1 33 335 5 Future Volume (vph) 34 295 3 22 63 733 46 1 1 33 335 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 39 335 3 25 72 833 52 1 1 38 381 6 RTOR Reduction (vph) 0 0 2 0 0 0 15 0 35 0 0 8 Lane Group Flow (vph) 39 335 1 0 97 833 37 1 4 0 221 206 Confl. Peds. 1 1 Heavy Vehicles 2% 7% 2% 0% 22% 6% 5% 2% 2% 64% 3% 25% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 4.2 25.6 31.7 9.1 30.5 50.5 6.1 6.1 20.0 20.0 Effective Green, g 4.2 26.1 31.7 9.1 31.0 50.5 6.1 6.1 20.0 20.0 Actuated g/C Ratio 0.05 0.34 0.41 0.12 0.40 0.65 0.08 0.08 0.26 0.26 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 88 1049 [PHONE REDACTED] 925 128 71 396 387 v/s Ratio Prot 0.02 c0.11 0.00 0.07 c0.27 0.01 0.00 c0.00 c0.14 0.14 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.44 0.32 0.00 0.58 0.66 0.04 0.01 0.06 0.56 0.53 Uniform Delay, d1 35.4 19.0 13.5 32.3 18.9 4.8 32.8 32.9 24.8 24.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.3 0.0 3.9 1.5 0.0 0.0 0.2 1.4 1.1 Delay 38.0 19.3 13.5 36.2 20.4 4.8 32.8 33.2 26.2 25.7 Level of Service D B B D C A C C C C Approach Delay 21.2 21.1 33.2 26.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 77.3 Sum of lost time 16.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 42 Future Volume (vph) 42 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.88 Adj. Flow (vph) 48 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 530 163 0 773 589 0 0 0 333 0 220 Future Volume (vph) 0 530 163 0 773 589 0 0 0 333 0 220 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3137 1271 3050 1305 2906 1305 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3137 1271 3050 1305 2906 1305 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 570 175 0 831 633 0 0 0 358 0 237 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 96 Lane Group Flow (vph) 0 570 175 0 831 633 0 0 0 358 0 141 Heavy Vehicles 0% 6% 17% 0% 9% 14% 0% 0% 0% 11% 0% 14% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 42.3 64.0 42.3 64.0 12.7 12.7 Effective Green, g 42.8 64.0 42.8 64.0 13.2 13.2 Actuated g/C Ratio 0.67 1.00 0.67 1.00 0.21 0.21 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2097 1271 2039 1305 599 269 v/s Ratio Prot 0.18 0.27 0.12 v/s Ratio Perm 0.14 c0.49 0.11 v/c Ratio 0.27 0.14 0.41 0.49 0.60 0.52 Uniform Delay, d1 4.3 0.0 4.8 0.0 23.0 22.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 0.4 1.3 1.3 1.4 Delay 4.6 0.2 5.2 1.3 24.3 24.0 Level of Service A A A A C C Approach Delay 3.6 3.5 0.0 24.2 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 7.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 530 163 0 773 589 0 0 0 333 0 220 Future Volume (veh/h) 0 530 163 0 773 589 0 0 0 333 0 220 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1668 1518 0 1627 1559 1600 0 1559 Adj Flow Rate, veh/h 0 570 0 0 831 0 358 0 237 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 6 17 0 9 14 11 0 14 Cap, veh/h 0 1991 0 1943 729 0 326 Arrive On Green 0.00 0.63 0.00 0.00 0.63 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 3253 1286 0 3173 1321 2956 0 1321 Grp Volume(v), veh/h 0 570 0 0 831 0 358 0 237 Grp Sat Flow(s),veh/h/ln 0 1585 1286 0 1546 1321 1478 0 1321 Q Serve(g_s), s 0.0 5.2 0.0 0.0 8.7 0.0 6.6 0.0 10.5 Cycle Q Clear(g_c), s 0.0 5.2 0.0 0.0 8.7 0.0 6.6 0.0 10.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1991 0 1943 729 0 326 V/C Ratio(X) 0.00 0.29 0.00 0.43 0.49 0.00 0.73 Avail Cap(c_a), veh/h 0 1991 0 1943 1108 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.00 0.00 0.68 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.4 0.0 0.0 6.0 0.0 20.7 0.0 22.1 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.4 0.0 0.4 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.3 0.0 0.0 2.1 0.0 2.2 0.0 3.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 5.7 0.0 0.0 6.4 0.0 21.0 0.0 24.5 LOS A A A A C A C Approach Vol, veh/h 570 831 595 Approach Delay, s/veh 5.7 6.4 22.4 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 44.2 19.8 44.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 12.5 0.0 Green Ext Time s 0.0 2.7 0.0 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 599 266 0 993 361 630 Future Volume (vph) 599 266 0 993 361 630 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frt 1.00 0.85 1.00 0.93 0.85 Flt Protected 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 3050 1403 2942 2940 1314 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3050 1403 2942 2940 1314 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 651 289 0 1079 392 685 RTOR Reduction (vph) 0 147 0 0 140 140 Lane Group Flow (vph) 651 142 0 1079 595 202 Heavy Vehicles 9% 6% 0% 13% 6% 3% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 33.9 33.9 33.9 26.2 26.2 Effective Green, g 34.4 34.4 34.4 26.9 26.9 Actuated g/C Ratio 0.49 0.49 0.49 0.38 0.38 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1498 689 1445 1129 504 v/s Ratio Prot 0.21 c0.37 c0.20 0.15 v/s Ratio Perm 0.10 v/c Ratio 0.43 0.21 0.75 0.53 0.40 Uniform Delay, d1 11.5 10.1 14.3 16.6 15.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.7 2.9 0.3 0.4 Delay 12.4 10.7 17.2 17.0 16.1 Level of Service B B B B B Approach Delay 11.9 17.2 16.7 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 70.0 Sum of lost time 8.7 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 40 53 828 280 5 131 802 13 800 21 172 11 Future Volume (vph) 40 53 828 280 5 131 802 13 800 21 172 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 57 890 301 5 141 862 14 860 23 185 12 RTOR Reduction (vph) 0 0 0 196 0 0 1 0 0 0 126 0 Lane Group Flow (vph) 0 100 890 105 0 146 875 0 439 444 59 12 Confl. Bikes 1 Heavy Vehicles 0% 2% 11% 18% 0% 8% 12% 2% 6% 11% 8% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 8.0 32.9 32.9 8.3 33.2 29.8 29.8 29.8 7.1 Effective Green, g 8.0 33.4 33.4 8.3 33.7 30.3 30.3 30.3 7.6 Actuated g/C Ratio 0.08 0.35 0.35 0.09 0.35 0.32 0.32 0.32 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 137 1046 [PHONE REDACTED] 472 473 436 129 v/s Ratio Prot 0.06 c0.30 c0.09 0.30 0.29 c0.30 0.01 v/s Ratio Perm 0.08 0.04 v/c Ratio 0.73 0.85 0.24 1.10 0.84 0.93 0.94 0.13 0.09 Uniform Delay, d1 42.7 28.8 22.1 43.6 28.4 31.6 31.7 23.3 40.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.6 7.8 0.8 106.7 7.0 25.1 26.4 0.1 0.2 Delay 59.4 36.6 22.9 150.3 35.4 56.7 58.2 23.4 41.0 Level of Service E D C F D E E C D Approach Delay 35.2 51.8 51.5 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 45.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 95.6 Sum of lost time 16.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 30 Future Volume (vph) 16 30 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1636 1261 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1636 1261 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 32 RTOR Reduction (vph) 0 29 Lane Group Flow (vph) 17 3 Confl. Bikes Heavy Vehicles 7% 18% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 7.1 7.1 Effective Green, g 7.6 7.6 Actuated g/C Ratio 0.08 0.08 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 130 100 v/s Ratio Prot c0.01 v/s Ratio Perm 0.00 v/c Ratio 0.13 0.03 Uniform Delay, d1 40.9 40.6 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 0.1 Delay 41.3 40.7 Level of Service D D Approach Delay 40.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Future Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.94 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1533 3132 1646 2992 1630 1615 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1533 3132 1646 2992 1630 1615 1630 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 31 1058 12 1 1 1059 15 24 14 9 2 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 8 0 0 Lane Group Flow (vph) 3 31 1070 0 0 2 1073 0 24 15 0 2 Confl. Peds. 1 1 Confl. Bikes 1 Heavy Vehicles 0% 3% 6% 2% 0% 2% 11% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 4.9 4.9 69.2 1.1 65.4 3.2 10.0 3.2 Effective Green, g 4.9 4.9 69.7 1.1 65.9 3.2 10.0 3.2 Actuated g/C Ratio 0.05 0.05 0.70 0.01 0.66 0.03 0.10 0.03 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 74 75 2183 18 1971 52 161 52 v/s Ratio Prot 0.00 c0.02 c0.34 0.00 c0.36 c0.01 c0.01 0.00 v/s Ratio Perm v/c Ratio 0.04 0.41 0.49 0.11 0.54 0.46 0.09 0.04 Uniform Delay, d1 45.3 46.2 7.0 49.0 9.1 47.6 40.9 46.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.7 0.8 2.0 1.1 4.7 0.2 0.2 Delay 45.5 48.8 7.8 51.0 10.2 52.2 41.1 47.1 Level of Service D D A D B D D D Approach Delay 9.0 10.2 46.8 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 3 61 Future Volume (vph) 3 61 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1469 Flt Permitted 1.00 Satd. Flow (perm) 1469 Peak-hour factor, PHF 0.91 0.91 Adj. Flow (vph) 3 67 RTOR Reduction (vph) 60 0 Lane Group Flow (vph) 10 0 Confl. Peds. Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 10.0 Effective Green, g 10.0 Actuated g/C Ratio 0.10 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 146 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.07 Uniform Delay, d1 40.8 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay 40.9 Level of Service D Approach Delay 41.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 609 194 61 400 66 321 155 107 95 166 151 Future Volume (vph) 142 609 194 61 400 66 321 155 107 95 166 151 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 662 211 66 435 72 349 168 116 103 180 164 RTOR Reduction (vph) 0 0 84 0 0 44 0 0 84 0 0 141 Lane Group Flow (vph) 154 662 127 66 435 28 349 168 32 103 180 23 Confl. Peds. 8 8 2 2 Heavy Vehicles 4% 15% 6% 18% 19% 4% 8% 4% 14% 10% 8% 15% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 13.2 51.8 51.8 5.7 44.3 44.3 26.8 31.6 31.6 10.5 15.3 15.3 Effective Green, g 13.7 52.8 52.8 6.2 45.3 45.3 27.3 32.6 32.6 11.0 16.3 16.3 Actuated g/C Ratio 0.12 0.45 0.45 0.05 0.38 0.38 0.23 0.27 0.27 0.09 0.14 0.14 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 184 677 624 73 561 524 354 462 358 140 222 173 v/s Ratio Prot c0.10 c0.44 0.05 0.30 c0.23 0.10 0.07 c0.11 v/s Ratio Perm 0.09 0.02 0.02 0.02 v/c Ratio 0.84 0.98 0.20 0.90 0.78 0.05 0.99 0.36 0.09 0.74 0.81 0.13 Uniform Delay, d1 51.4 32.3 20.1 55.9 32.2 23.1 45.5 34.6 32.0 52.4 49.7 44.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.4 28.8 0.1 72.7 6.4 0.0 43.7 0.4 0.1 17.1 19.2 0.2 Delay 77.7 61.1 20.2 128.6 38.6 23.1 89.1 35.0 32.0 69.5 68.9 45.2 Level of Service E E C F D C F C C E E D Approach Delay 55.2 47.0 64.3 60.3 Approach LOS E D E E Intersection Summary HCM 2000 Control Delay 56.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 118.6 Sum of lost time 16.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 609 194 61 400 66 321 155 107 95 166 151 Future Volume (veh/h) 142 609 194 61 400 66 321 155 107 95 166 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1545 1668 1504 1491 1695 1641 1695 1559 1614 1641 1545 Adj Flow Rate, veh/h 154 662 211 66 435 72 349 168 116 103 180 164 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 15 6 18 19 4 8 4 14 10 8 15 Cap, veh/h 185 700 635 85 594 567 361 451 350 130 196 155 Arrive On Green 0.11 0.45 0.45 0.06 0.40 0.40 0.23 0.27 0.27 0.08 0.12 0.12 Sat Flow, veh/h 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Grp Volume(v), veh/h 154 662 211 66 435 72 349 168 116 103 180 164 Grp Sat Flow(s),veh/h/ln 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Q Serve(g_s), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.4 8.3 7.7 12.7 14.0 Cycle Q Clear(g_c), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.4 8.3 7.7 12.7 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 185 700 635 85 594 567 361 451 350 130 196 155 V/C Ratio(X) 0.83 0.95 0.33 0.77 0.73 0.13 0.97 0.37 0.33 0.79 0.92 1.06 Avail Cap(c_a), veh/h 199 727 659 98 619 591 361 451 350 158 196 155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.7 30.6 20.6 54.2 29.9 22.3 44.6 35.0 34.6 52.6 50.9 51.5 Incr Delay (d2), s/veh 23.2 20.6 0.2 26.1 4.0 0.1 38.6 0.4 0.4 18.6 41.3 87.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 21.0 3.8 2.5 10.8 1.3 13.9 4.0 2.7 3.6 7.4 8.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 73.9 51.2 20.8 80.3 33.9 22.4 83.2 35.4 35.0 71.1 92.2 139.1 LOS E D C F C C F D C E F F Approach Vol, veh/h 1027 573 633 447 Approach Delay, s/veh 48.3 37.8 61.7 104.6 Approach LOS D D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 57.0 31.0 18.0 17.4 50.6 13.9 35.1 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 54.0 26.5 13.0 13.9 47.6 11.5 28.0 Max Q Clear Time (g_c+I1), s 7.3 49.9 27.9 16.0 12.9 31.0 9.7 11.4 Green Ext Time s 0.0 2.1 0.0 0.0 0.0 5.1 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 58.6 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 205 249 97 143 302 93 151 516 76 65 282 157 RTOR Reduction (vph) 0 0 63 0 10 0 0 0 55 0 62 0 Lane Group Flow (vph) 205 249 34 143 385 0 151 516 21 65 377 0 Heavy Vehicles 10% 21% 22% 17% 16% 9% 10% 14% 26% 20% 16% 16% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 18.6 35.6 35.6 15.1 32.1 14.7 26.8 26.8 7.5 19.6 Effective Green, g 18.1 35.6 35.6 14.6 32.1 14.2 28.5 28.5 7.0 21.3 Actuated g/C Ratio 0.18 0.35 0.35 0.14 0.32 0.14 0.28 0.28 0.07 0.21 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 268 506 426 203 465 409 817 330 95 568 v/s Ratio Prot c0.14 c0.17 0.10 c0.26 0.05 c0.18 0.05 c0.14 v/s Ratio Perm 0.03 0.02 v/c Ratio 0.76 0.49 0.08 0.70 0.83 0.37 0.63 0.06 0.68 0.66 Uniform Delay, d1 39.8 26.0 22.1 41.5 32.3 39.7 32.0 26.8 46.3 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 0.6 0.1 9.8 11.4 0.4 1.4 0.1 17.0 2.6 Delay 51.5 26.5 22.2 51.3 43.6 40.1 33.4 26.9 63.3 39.5 Level of Service D C C D D D C C E D Approach Delay 35.0 45.7 34.1 42.6 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 101.7 Sum of lost time 16.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1614 1463 1450 1518 1532 1627 1614 1559 1395 1477 1532 1532 Adj Flow Rate, veh/h 205 249 0 143 302 93 151 516 76 65 282 157 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 10 21 22 17 16 9 10 14 26 20 16 16 Cap, veh/h 237 508 164 344 106 222 823 329 67 405 219 Arrive On Green 0.15 0.35 0.00 0.11 0.31 0.31 0.07 0.28 0.28 0.05 0.22 0.20 Sat Flow, veh/h 1537 1463 1229 1446 1123 346 2981 2962 1182 1407 1823 986 Grp Volume(v), veh/h 205 249 0 143 0 395 151 516 76 65 223 216 Grp Sat Flow(s),veh/h/ln 1537 1463 1229 1446 0 1469 1491 1481 1182 1407 1455 1354 Q Serve(g_s), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Cycle Q Clear(g_c), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 237 508 164 0 450 222 823 329 67 323 301 V/C Ratio(X) 0.86 0.49 0.87 0.00 0.88 0.68 0.63 0.23 0.96 0.69 0.72 Avail Cap(c_a), veh/h 451 960 401 0 [PHONE REDACTED] 520 206 637 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.9 19.2 0.0 32.7 0.0 24.7 33.8 23.7 20.9 35.6 26.8 27.6 Incr Delay (d2), s/veh 7.0 0.5 0.0 10.2 0.0 4.3 2.7 0.6 0.3 35.9 2.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 3.2 0.0 2.8 0.0 6.4 1.3 3.7 1.0 1.8 3.5 3.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 37.9 19.8 0.0 42.9 0.0 28.9 36.6 24.3 21.2 71.6 28.8 30.0 LOS D B D A C D C C E C C Approach Vol, veh/h 454 538 743 504 Approach Delay, s/veh 28.0 32.6 26.4 34.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 20.6 15.6 27.0 7.6 24.8 12.5 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 11.7 * 31 22.5 48.0 11.5 31.3 21.3 49.2 Max Q Clear Time (g_c+I1), s 5.7 13.1 11.8 21.1 5.5 13.4 9.3 12.0 Green Ext Time s 0.2 1.8 0.5 1.9 0.1 5.7 0.2 2.7 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 97 16 18 812 311 34 Future Volume (Veh/h) 97 16 18 812 311 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 102 17 19 855 327 36 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1239 345 363 vC1, stage 1 conf vol 345 vC2, stage 2 conf vol 894 vCu, unblocked vol 1239 345 363 tC, single 6.6 6.3 4.1 tC, 2 stage 5.6 tF 3.7 3.4 2.2 p0 queue free % 70 97 98 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 102 17 19 855 363 Volume Left 102 0 19 0 0 Volume Right 0 17 0 0 36 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.30 0.03 0.02 0.50 0.21 Queue Length 95th (ft) 31 2 1 0 0 Control Delay 20.0 10.5 8.1 0.0 0.0 Lane LOS C B A Approach Delay 18.7 0.2 0.0 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 97 16 18 812 311 34 Future Vol, veh/h 97 16 18 812 311 34 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 19 13 2 2 2 19 Mvmt Flow 102 17 19 855 327 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1239 345 363 0 - 0 Stage 1 345 - - - - - Stage 2 894 - - - - - Critical Hdwy 6.59 6.33 4.12 - - - Critical Hdwy Stg 1 5.59 - - - - - Critical Hdwy Stg 2 5.59 - - - - - Follow-up Hdwy 3.671 3.417 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 681 - - - - - Stage 2 373 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 289 - - - - - Stage 1 670 - - - - - Stage 2 373 - - - - - Approach EB NB SB HCM Control Delay, s 22.2 0.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1196 - 289 674 - - HCM Lane V/C Ratio 0.016 - 0.353 0.025 - - HCM Control Delay 8.1 - 24.1 10.5 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0 - 1.5 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 13 9 1 54 22 132 1 686 84 41 277 3 Future Volume (vph) 13 9 1 54 22 132 1 686 84 41 277 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 15 10 1 61 25 148 1 771 94 46 311 3 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 26 234 1 865 46 314 Volume Left (vph) 15 61 1 0 46 0 Volume Right (vph) 1 148 0 94 0 3 Hadj 0.13 -0.29 0.53 -0.04 0.53 0.04 Departure Headway 7.3 6.2 6.5 5.9 6.7 6.2 Degree Utilization, x 0.05 0.40 0.00 1.41 0.09 0.54 Capacity (veh/h) 444 553 543 617 523 568 Control Delay 10.7 13.4 8.3 210.9 9.1 15.1 Approach Delay 10.7 13.4 210.7 14.3 Approach LOS B B F B Intersection Summary Delay 128.5 Level of Service F Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 130.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 9 1 54 22 132 1 686 84 41 277 3 Future Vol, veh/h 13 9 1 54 22 132 1 686 84 41 277 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 15 10 1 61 25 148 1 771 94 46 311 3 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 11.8 14.7 212.5 16.2 HCM LOS B B F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 57% 26% 100% 0% Vol Thru, % 0% 89% 39% 11% 0% 99% Vol Right, % 0% 11% 4% 63% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 770 23 208 41 280 LT Vol 1 0 13 54 41 0 Through Vol 0 686 9 22 0 277 RT Vol 0 84 1 132 0 3 Lane Flow Rate 1 865 26 234 46 315 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.002 1.413 0.053 0.403 0.086 0.543 Departure Headway (Hd) 6.463 5.878 8.355 7.04 7.171 6.669 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 556 623 431 514 503 544 Service Time 4.176 3.591 6.355 5.04 4.871 4.369 HCM Lane V/C Ratio 0.002 1.388 0.06 0.455 0.091 0.579 HCM Control Delay 9.2 212.8 11.8 14.7 10.5 17 HCM Lane LOS A F B B B C HCM 95th-tile Q 0 39.7 0.2 1.9 0.3 3.2 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 45 109 1 30 57 125 526 15 41 319 56 Future Volume (Veh/h) 51 45 109 1 30 57 125 526 15 41 319 56 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 59 52 127 1 35 66 145 612 17 48 371 65 Pedestrians 2 7 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1496 1428 416 1580 1452 628 438 636 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1495 1425 373 1583 1450 628 396 636 tC, single 7.1 6.7 6.3 7.1 6.5 6.3 4.1 4.1 tC, 2 stage tF 3.5 4.2 3.4 3.5 4.0 3.4 2.2 2.2 p0 queue free % 0 47 80 97 66 86 87 95 cM capacity (veh/h) 53 98 624 34 [PHONE REDACTED] 941 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 59 179 102 774 484 Volume Left 59 0 1 145 48 Volume Right 0 127 66 17 65 cSH 53 [PHONE REDACTED] 941 Volume to Capacity 1.11 0.73 0.51 0.13 0.05 Queue Length 95th (ft) 127 127 64 11 4 Control Delay 282.5 52.0 40.2 3.1 1.5 Lane LOS F F E A A Approach Delay 109.2 40.2 3.1 1.5 Approach LOS F E Intersection Summary Average Delay 20.8 Intersection Capacity Utilization 82.9% ICU Level of Service E Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 21.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 45 109 1 30 57 125 526 15 41 319 56 Future Vol, veh/h 51 45 109 1 30 57 125 526 15 41 319 56 Conflicting Peds, #/hr 0 0 10 10 0 0 2 0 7 7 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 20 10 2 2 6 2 9 3 2 6 3 Mvmt Flow 59 52 127 1 35 66 145 612 17 48 371 65 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1463 1428 416 1517 1452 628 438 0 0 636 0 0 Stage 1 502 502 - 918 918 - - - - - - - Stage 2 961 926 - 599 534 - - - - - - - Critical Hdwy 7.13 6.7 6.3 7.12 6.52 6.26 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.13 5.7 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.13 5.7 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.527 4.18 3.39 3.518 4.018 3.354 2.218 - - 2.218 - - Pot Cap-1 Maneuver 106 124 620 98 [PHONE REDACTED] - - 947 - - Stage 1 550 513 - 326 350 - - - - - - - Stage 2 307 324 - 488 524 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 53 92 613 35 96 473 1120 - - 941 - - Mov Cap-2 Maneuver ~ 53 92 - 35 96 - - - - - - - Stage 1 439 477 - 259 278 - - - - - - - Stage 2 185 257 - 318 487 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 115.9 43.7 1.6 0.9 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1120 - - 53 231 191 941 - - HCM Lane V/C Ratio 0.13 - - 1.119 0.775 0.536 0.051 - - HCM Control Delay 8.7 0 - 286.5 59.4 43.7 9 0 - HCM Lane LOS A A - F F E A A - HCM 95th %tile Q(veh) 0.4 - - 5.1 5.6 2.8 0.2 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 121 1 1 114 134 45 Future Volume (Veh/h) 121 1 1 114 134 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 142 1 1 134 158 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 320 184 211 vC1, stage 1 conf vol 184 vC2, stage 2 conf vol 136 vCu, unblocked vol 320 184 211 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 82 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 143 1 134 211 Volume Left 142 1 0 0 Volume Right 1 0 0 53 cSH 783 1360 1700 1700 Volume to Capacity 0.18 0.00 0.08 0.12 Queue Length 95th (ft) 17 0 0 0 Control Delay 10.6 7.6 0.0 0.0 Lane LOS B A Approach Delay 10.6 0.1 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 24.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 121 1 1 114 134 45 Future Vol, veh/h 121 1 1 114 134 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 142 1 1 134 158 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 321 185 211 0 - 0 Stage 1 185 - - - - - Stage 2 136 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 847 - - - - - Stage 2 890 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 702 - - - - - Stage 1 846 - - - - - Stage 2 890 - - - - - Approach EB NB SB HCM Control Delay, s 11.4 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1360 - 703 - - HCM Lane V/C Ratio 0.001 - 0.204 - - HCM Control Delay 7.6 - 11.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.8 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 18 0 0 85 112 20 Future Volume (Veh/h) 18 0 0 85 112 20 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 21 0 0 100 132 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 244 144 156 vC1, stage 1 conf vol 144 vC2, stage 2 conf vol 100 vCu, unblocked vol 244 144 156 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 97 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 21 100 156 Volume Left 21 0 0 Volume Right 0 0 24 cSH 788 1321 1700 Volume to Capacity 0.03 0.00 0.09 Queue Length 95th (ft) 2 0 0 Control Delay 9.7 0.0 0.0 Lane LOS A Approach Delay 9.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 0 85 112 20 Future Vol, veh/h 18 0 0 85 112 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 21 0 0 100 132 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 244 144 156 0 - 0 Stage 1 144 - - - - - Stage 2 100 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 841 - - - - - Stage 2 881 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 714 - - - - - Stage 1 841 - - - - - Stage 2 881 - - - - - Approach EB NB SB HCM Control Delay, s 10.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1321 - 714 - - HCM Lane V/C Ratio - - 0.03 - - HCM Control Delay 0 - 10.2 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 85 0 0 0 0 112 Future Volume (Veh/h) 85 0 0 0 0 112 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 100 0 0 0 0 132 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 66 66 132 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 66 66 132 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 89 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 100 0 132 Volume Left 100 0 0 Volume Right 0 0 132 cSH 939 1700 1700 Volume to Capacity 0.11 0.00 0.08 Queue Length 95th (ft) 9 0 0 Control Delay 9.3 0.0 0.0 Lane LOS A Approach Delay 9.3 0.0 0.0 Approach LOS A Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 19.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 85 0 0 0 0 112 Future Vol, veh/h 85 0 0 0 0 112 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 100 0 0 0 0 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 66 66 132 0 - 0 Stage 1 66 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 957 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 939 - - - - - Stage 1 957 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 9.3 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1453 - 939 - - HCM Lane V/C Ratio - - 0.106 - - HCM Control Delay 0 - 9.3 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.4 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 130 0 0 0 0 132 0 0 0 Future Volume (vph) 0 0 0 130 0 0 0 0 132 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 153 0 0 0 0 155 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 153 155 0 Volume Left (vph) 0 153 0 0 Volume Right (vph) 0 0 155 0 Hadj 0.00 0.30 -0.57 0.00 Departure Headway 4.4 4.5 3.7 4.4 Degree Utilization, x 0.00 0.19 0.16 0.00 Capacity (veh/h) 793 763 930 787 Control Delay 7.4 8.6 7.4 7.4 Approach Delay 0.0 8.6 7.4 0.0 Approach LOS A A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 130 0 0 0 0 132 0 0 0 Future Vol, veh/h 0 0 0 130 0 0 0 0 132 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 0 0 0 153 0 0 0 0 155 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 8.6 7.6 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 132 0 130 0 LT Vol 0 0 130 0 Through Vol 0 0 0 0 RT Vol 132 0 0 0 Lane Flow Rate 155 0 153 0 Geometry Grp 1 1 1 1 Degree of Util 0.166 0 0.19 0 Departure Headway (Hd) 3.842 4.45 4.474 4.473 Convergence, Y/N Yes Yes Yes Yes Cap 940 0 797 0 Service Time 1.842 2.45 2.529 2.478 HCM Lane V/C Ratio 0.165 0 0.192 0 HCM Control Delay 7.6 7.5 8.6 7.5 HCM Lane LOS A N A N HCM 95th-tile Q 0.6 0 0.7 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.04 0.02 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.6 6.4 tC, 2 stage tF 2.3 3.7 3.5 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 978 1034 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.03 0.03 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 20 10 20 20 20 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.6 6.4 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy 2.29 - - - 3.68 3.48 Pot Cap-1 Maneuver 1571 - - - 977 1033 Stage 1 - - - - 977 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 977 1033 Mov Cap-2 Maneuver - - - - 977 - Stage 1 - - - - 977 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 1 131 126 7 5 4 Future Volume (Veh/h) 1 131 126 7 5 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 1 185 177 10 7 6 Pedestrians 2 6 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 376 185 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 376 185 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1379 621 855 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 186 187 13 Volume Left 1 0 7 Volume Right 0 10 6 cSH 1379 1700 711 Volume to Capacity 0.00 0.11 0.02 Queue Length 95th (ft) 0 0 1 Control Delay 0.0 0.0 10.2 Lane LOS A B Approach Delay 0.0 0.0 10.2 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 19.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 131 126 7 5 4 Future Vol, veh/h 1 131 126 7 5 4 Conflicting Peds, #/hr 1 0 0 0 6 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 1 185 177 10 7 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 188 0 - 0 376 185 Stage 1 - - - - 183 - Stage 2 - - - - 193 - Critical Hdwy 4.13 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.227 - - - 3.518 3.318 Pot Cap-1 Maneuver 1380 - - - 625 857 Stage 1 - - - - 848 - Stage 2 - - - - 840 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1379 - - - 623 855 Mov Cap-2 Maneuver - - - - 623 - Stage 1 - - - - 846 - Stage 2 - - - - 839 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1379 - - - 708 HCM Lane V/C Ratio 0.001 - - - 0.018 HCM Control Delay 7.6 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 82 39 45 25 63 2 71 128 26 3 95 73 Future Volume (vph) 82 39 45 25 63 2 71 128 26 3 95 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 93 44 51 28 72 2 81 145 30 3 108 83 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 93 95 28 74 226 30 111 83 Volume Left (vph) 93 0 28 0 81 0 3 0 Volume Right (vph) 0 51 0 2 0 30 0 83 Hadj 0.58 -0.33 0.53 0.02 0.28 -0.63 0.10 -0.63 Departure Headway 6.4 5.5 6.4 5.9 5.8 4.9 5.7 5.0 Degree Utilization, x 0.16 0.14 0.05 0.12 0.36 0.04 0.18 0.11 Capacity (veh/h) 530 617 518 564 598 696 598 682 Control Delay 9.4 8.2 8.6 8.5 10.9 6.9 8.7 7.4 Approach Delay 8.8 8.6 10.4 8.2 Approach LOS A A B A Intersection Summary Delay 9.2 Level of Service A Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 39 45 25 63 2 71 128 26 3 95 73 Future Vol, veh/h 82 39 45 25 63 2 71 128 26 3 95 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 5 3 2 2 2 2 5 6 4 2 5 4 Mvmt Flow 93 44 51 28 72 2 81 145 30 3 108 83 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.9 9.6 11.5 9.2 HCM LOS A A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 36% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 64% 0% 0% 46% 0% 97% 97% 0% Vol Right, % 0% 100% 0% 54% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 26 82 84 25 65 98 73 LT Vol 71 0 82 0 25 0 3 0 Through Vol 128 0 0 39 0 63 95 0 RT Vol 0 26 0 45 0 2 0 73 Lane Flow Rate 226 30 93 95 28 74 111 83 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.371 0.041 0.168 0.148 0.052 0.124 0.178 0.117 Departure Headway (Hd) 5.899 5.03 6.491 5.572 6.575 6.047 5.761 5.09 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 613 716 554 644 545 593 624 705 Service Time 3.599 2.73 4.218 3.299 4.306 3.778 3.485 2.814 HCM Lane V/C Ratio 0.369 0.042 0.168 0.148 0.051 0.125 0.178 0.118 HCM Control Delay 12 7.9 10.5 9.3 9.7 9.6 9.7 8.5 HCM Lane LOS B A B A A A A A HCM 95th-tile Q 1.7 0.1 0.6 0.5 0.2 0.4 0.6 0.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 18 57 184 26 31 95 Future Volume (Veh/h) 18 57 184 26 31 95 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 20 63 204 29 34 106 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 392 218 233 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 392 218 233 tC, single 6.4 6.3 4.1 tC, 2 stage tF 3.5 3.4 2.2 p0 queue free % 97 92 97 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 83 233 140 Volume Left 20 0 34 Volume Right 63 29 0 cSH 746 1700 1323 Volume to Capacity 0.11 0.14 0.03 Queue Length 95th (ft) 9 0 2 Control Delay 10.4 0.0 2.1 Lane LOS B A Approach Delay 10.4 0.0 2.1 Approach LOS B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 57 184 26 31 95 Future Vol, veh/h 18 57 184 26 31 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 6 2 2 4 3 Mvmt Flow 20 63 204 29 34 106 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 393 219 0 0 233 0 Stage 1 219 - - - - - Stage 2 174 - - - - - Critical Hdwy 6.42 6.26 - - 4.14 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 - - 2.236 - Pot Cap-1 Maneuver 611 811 - - 1323 - Stage 1 817 - - - - - Stage 2 856 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 595 811 - - 1323 - Mov Cap-2 Maneuver 595 - - - - - Stage 1 817 - - - - - Stage 2 833 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 1.9 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 746 1323 - HCM Lane V/C Ratio - - 0.112 0.026 - HCM Control Delay - - 10.4 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0.1 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 126 105 455 380 105 227 Future Volume (veh/h) 126 105 455 380 105 227 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 143 119 517 432 119 258 Approach Volume (veh/h) 143 949 119 Crossing Volume (veh/h) 517 119 143 High Capacity (veh/h) 921 1262 1238 High v/c (veh/h) 0.16 0.75 0.10 Low Capacity (veh/h) 743 1049 1028 Low v/c (veh/h) 0.19 0.90 0.12 Intersection Summary Maximum v/c High 0.75 Maximum v/c Low 0.90 Intersection Capacity Utilization 62.1% ICU Level of Service B ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 5.6 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 949 377 Demand Flow Rate, veh/h 0 1012 391 Vehicles Circulating, veh/h 558 123 160 Vehicles Exiting, veh/h 577 160 558 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 7.4 1.2 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.551 0.449 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 268 Entry Flow, veh/h 558 [PHONE REDACTED] Cap Entry Lane, veh/h 1205 1279 1240 0.962 Entry HV Adj Factor 0.927 0.952 0.967 258 Flow Entry, veh/h 517 [PHONE REDACTED] Cap Entry, veh/h 1117 1218 1199 0.147 V/C Ratio 0.463 0.355 0.099 0.0 Control Delay, s/veh 8.3 6.3 3.8 A LOS A A A 1 95th %tile Queue, veh 3 2 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 34 320 3 22 63 759 46 1 1 33 335 5 Future Volume (vph) 34 320 3 22 63 759 46 1 1 33 335 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 39 364 3 25 72 862 52 1 1 38 381 6 RTOR Reduction (vph) 0 0 2 0 0 0 15 0 35 0 0 8 Lane Group Flow (vph) 39 364 1 0 97 863 37 1 4 0 221 206 Confl. Peds. 1 1 Heavy Vehicles 2% 7% 2% 0% 22% 6% 5% 2% 2% 64% 3% 25% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 4.2 27.7 33.8 9.1 32.6 52.5 6.1 6.1 19.9 19.9 Effective Green, g 4.2 28.2 33.8 9.1 33.1 52.5 6.1 6.1 19.9 19.9 Actuated g/C Ratio 0.05 0.36 0.43 0.11 0.42 0.66 0.08 0.08 0.25 0.25 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 86 1104 [PHONE REDACTED] 938 125 69 384 375 v/s Ratio Prot 0.02 c0.12 0.00 0.07 c0.28 0.01 0.00 c0.00 c0.14 0.14 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.45 0.33 0.00 0.60 0.66 0.04 0.01 0.06 0.58 0.55 Uniform Delay, d1 36.4 18.7 13.1 33.3 18.6 4.7 33.8 33.9 26.0 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.3 0.0 4.8 1.4 0.0 0.0 0.3 1.7 1.3 Delay 39.2 18.9 13.1 38.2 20.0 4.7 33.8 34.2 27.7 27.1 Level of Service D B B D B A C C C C Approach Delay 20.8 20.9 34.2 27.4 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length 79.3 Sum of lost time 16.0 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 42 Future Volume (vph) 42 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.88 Adj. Flow (vph) 48 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 519 199 0 760 553 0 0 0 300 0 253 Future Volume (vph) 0 519 199 0 760 553 0 0 0 300 0 253 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3137 1271 3050 1305 2906 1305 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3137 1271 3050 1305 2906 1305 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 558 214 0 817 595 0 0 0 323 0 272 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 100 Lane Group Flow (vph) 0 558 214 0 817 595 0 0 0 323 0 172 Heavy Vehicles 0% 6% 17% 0% 9% 14% 0% 0% 0% 11% 0% 14% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 42.1 64.0 42.1 64.0 12.9 12.9 Effective Green, g 42.6 64.0 42.6 64.0 13.4 13.4 Actuated g/C Ratio 0.67 1.00 0.67 1.00 0.21 0.21 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2088 1271 2030 1305 608 273 v/s Ratio Prot 0.18 0.27 0.11 v/s Ratio Perm 0.17 c0.46 c0.13 v/c Ratio 0.27 0.17 0.40 0.46 0.53 0.63 Uniform Delay, d1 4.4 0.0 4.9 0.0 22.5 23.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.4 1.2 0.7 4.1 Delay 4.7 0.3 5.3 1.2 23.2 27.2 Level of Service A A A A C C Approach Delay 3.5 3.5 0.0 25.0 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 519 199 0 760 553 0 0 0 300 0 253 Future Volume (veh/h) 0 519 199 0 760 553 0 0 0 300 0 253 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1668 1518 0 1627 1559 1600 0 1559 Adj Flow Rate, veh/h 0 558 0 0 817 0 323 0 272 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 6 17 0 9 14 11 0 14 Cap, veh/h 0 1921 0 1874 795 0 355 Arrive On Green 0.00 0.61 0.00 0.00 0.61 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3253 1286 0 3173 1321 2956 0 1321 Grp Volume(v), veh/h 0 558 0 0 817 0 323 0 272 Grp Sat Flow(s),veh/h/ln 0 1585 1286 0 1546 1321 1478 0 1321 Q Serve(g_s), s 0.0 5.4 0.0 0.0 9.1 0.0 5.7 0.0 12.1 Cycle Q Clear(g_c), s 0.0 5.4 0.0 0.0 9.1 0.0 5.7 0.0 12.1 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1921 0 1874 795 0 355 V/C Ratio(X) 0.00 0.29 0.00 0.44 0.41 0.00 0.77 Avail Cap(c_a), veh/h 0 1921 0 1874 1108 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.00 0.00 0.71 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 6.0 0.0 0.0 6.7 0.0 19.2 0.0 21.5 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.4 0.0 0.2 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.4 0.0 0.0 2.3 0.0 1.9 0.0 3.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 6.4 0.0 0.0 7.2 0.0 19.5 0.0 25.4 LOS A A A A B A C Approach Vol, veh/h 558 817 595 Approach Delay, s/veh 6.4 7.2 22.2 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.8 21.2 42.8 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 14.1 0.0 Green Ext Time s 0.0 2.6 0.0 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 549 273 0 943 367 624 Future Volume (vph) 549 273 0 943 367 624 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frt 1.00 0.85 1.00 0.93 0.85 Flt Protected 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 3050 1403 2942 2943 1314 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3050 1403 2942 2943 1314 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 597 297 0 1025 399 678 RTOR Reduction (vph) 0 154 0 0 157 157 Lane Group Flow (vph) 597 143 0 1025 574 189 Heavy Vehicles 9% 6% 0% 13% 6% 3% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 33.1 33.1 33.1 27.0 27.0 Effective Green, g 33.6 33.6 33.6 27.7 27.7 Actuated g/C Ratio 0.48 0.48 0.48 0.40 0.40 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1464 673 1412 1164 519 v/s Ratio Prot 0.20 c0.35 c0.19 0.14 v/s Ratio Perm 0.10 v/c Ratio 0.41 0.21 0.73 0.49 0.36 Uniform Delay, d1 11.8 10.5 14.5 15.9 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.7 2.7 0.2 0.3 Delay 12.6 11.3 17.2 16.1 15.2 Level of Service B B B B B Approach Delay 12.2 17.2 15.8 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 70.0 Sum of lost time 8.7 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 40 53 828 223 5 125 802 13 744 21 172 11 Future Volume (vph) 40 53 828 223 5 125 802 13 744 21 172 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 57 890 240 5 134 862 14 800 23 185 12 RTOR Reduction (vph) 0 0 0 155 0 0 1 0 0 0 128 0 Lane Group Flow (vph) 0 100 890 85 0 139 875 0 408 415 57 12 Confl. Bikes 1 Heavy Vehicles 0% 2% 11% 18% 0% 8% 12% 2% 6% 11% 8% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 8.1 32.6 32.6 8.4 32.9 28.3 28.3 28.3 7.0 Effective Green, g 8.1 33.1 33.1 8.4 33.4 28.8 28.8 28.8 7.5 Actuated g/C Ratio 0.09 0.35 0.35 0.09 0.36 0.31 0.31 0.31 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 141 1056 [PHONE REDACTED] 457 458 422 130 v/s Ratio Prot 0.06 c0.30 c0.09 0.30 0.27 c0.28 0.01 v/s Ratio Perm 0.07 0.04 v/c Ratio 0.71 0.84 0.19 1.01 0.83 0.89 0.91 0.13 0.09 Uniform Delay, d1 41.7 28.0 21.1 42.7 27.6 31.0 31.2 23.5 40.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.1 7.3 0.6 78.5 6.5 19.3 21.2 0.1 0.2 Delay 55.8 35.2 21.7 121.2 34.1 50.3 52.4 23.6 40.2 Level of Service E D C F C D D C D Approach Delay 34.2 46.0 46.3 Approach LOS C D D Intersection Summary HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length 93.8 Sum of lost time 16.5 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 30 Future Volume (vph) 16 30 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1636 1261 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1636 1261 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 32 RTOR Reduction (vph) 0 29 Lane Group Flow (vph) 17 3 Confl. Bikes Heavy Vehicles 7% 18% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 7.0 7.0 Effective Green, g 7.5 7.5 Actuated g/C Ratio 0.08 0.08 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 130 100 v/s Ratio Prot c0.01 v/s Ratio Perm 0.00 v/c Ratio 0.13 0.03 Uniform Delay, d1 40.1 39.8 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 0.1 Delay 40.5 39.9 Level of Service D D Approach Delay 40.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Future Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.94 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1533 3132 1646 2992 1630 1615 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1533 3132 1646 2992 1630 1615 1630 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 31 1058 12 1 1 1059 15 24 14 9 2 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 8 0 0 Lane Group Flow (vph) 3 31 1070 0 0 2 1073 0 24 15 0 2 Confl. Peds. 1 1 Confl. Bikes 1 Heavy Vehicles 0% 3% 6% 2% 0% 2% 11% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 4.9 4.9 69.2 1.1 65.4 3.2 10.0 3.2 Effective Green, g 4.9 4.9 69.7 1.1 65.9 3.2 10.0 3.2 Actuated g/C Ratio 0.05 0.05 0.70 0.01 0.66 0.03 0.10 0.03 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 74 75 2183 18 1971 52 161 52 v/s Ratio Prot 0.00 c0.02 c0.34 0.00 c0.36 c0.01 c0.01 0.00 v/s Ratio Perm v/c Ratio 0.04 0.41 0.49 0.11 0.54 0.46 0.09 0.04 Uniform Delay, d1 45.3 46.2 7.0 49.0 9.1 47.6 40.9 46.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.7 0.8 2.0 1.1 4.7 0.2 0.2 Delay 45.5 48.8 7.8 51.0 10.2 52.2 41.1 47.1 Level of Service D D A D B D D D Approach Delay 9.0 10.2 46.8 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 3 61 Future Volume (vph) 3 61 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1469 Flt Permitted 1.00 Satd. Flow (perm) 1469 Peak-hour factor, PHF 0.91 0.91 Adj. Flow (vph) 3 67 RTOR Reduction (vph) 60 0 Lane Group Flow (vph) 10 0 Confl. Peds. Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 10.0 Effective Green, g 10.0 Actuated g/C Ratio 0.10 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 146 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.07 Uniform Delay, d1 40.8 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay 40.9 Level of Service D Approach Delay 41.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 609 194 61 400 66 321 156 107 95 166 151 Future Volume (vph) 142 609 194 61 400 66 321 156 107 95 166 151 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 662 211 66 435 72 349 170 116 103 180 164 RTOR Reduction (vph) 0 0 84 0 0 44 0 0 84 0 0 141 Lane Group Flow (vph) 154 662 127 66 435 28 349 170 32 103 180 23 Confl. Peds. 8 8 2 2 Heavy Vehicles 4% 15% 6% 18% 19% 4% 8% 4% 14% 10% 8% 15% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 13.2 51.8 51.8 5.7 44.3 44.3 26.8 31.6 31.6 10.5 15.3 15.3 Effective Green, g 13.7 52.8 52.8 6.2 45.3 45.3 27.3 32.6 32.6 11.0 16.3 16.3 Actuated g/C Ratio 0.12 0.45 0.45 0.05 0.38 0.38 0.23 0.27 0.27 0.09 0.14 0.14 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 184 677 624 73 561 524 354 462 358 140 222 173 v/s Ratio Prot c0.10 c0.44 0.05 0.30 c0.23 0.10 0.07 c0.11 v/s Ratio Perm 0.09 0.02 0.02 0.02 v/c Ratio 0.84 0.98 0.20 0.90 0.78 0.05 0.99 0.37 0.09 0.74 0.81 0.13 Uniform Delay, d1 51.4 32.3 20.1 55.9 32.2 23.1 45.5 34.7 32.0 52.4 49.7 44.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.4 28.8 0.1 72.7 6.4 0.0 43.7 0.4 0.1 17.1 19.2 0.2 Delay 77.7 61.1 20.2 128.6 38.6 23.1 89.1 35.1 32.0 69.5 68.9 45.2 Level of Service E E C F D C F D C E E D Approach Delay 55.2 47.0 64.2 60.3 Approach LOS E D E E Intersection Summary HCM 2000 Control Delay 56.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 118.6 Sum of lost time 16.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 609 194 61 400 66 321 156 107 95 166 151 Future Volume (veh/h) 142 609 194 61 400 66 321 156 107 95 166 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1545 1668 1504 1491 1695 1641 1695 1559 1614 1641 1545 Adj Flow Rate, veh/h 154 662 211 66 435 72 349 170 116 103 180 164 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 15 6 18 19 4 8 4 14 10 8 15 Cap, veh/h 185 700 635 85 594 567 361 451 350 130 196 155 Arrive On Green 0.11 0.45 0.45 0.06 0.40 0.40 0.23 0.27 0.27 0.08 0.12 0.12 Sat Flow, veh/h 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Grp Volume(v), veh/h 154 662 211 66 435 72 349 170 116 103 180 164 Grp Sat Flow(s),veh/h/ln 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Q Serve(g_s), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.6 8.3 7.7 12.7 14.0 Cycle Q Clear(g_c), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.6 8.3 7.7 12.7 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 185 700 635 85 594 567 361 451 350 130 196 155 V/C Ratio(X) 0.83 0.95 0.33 0.77 0.73 0.13 0.97 0.38 0.33 0.79 0.92 1.06 Avail Cap(c_a), veh/h 199 727 659 98 619 591 361 451 350 158 196 155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.7 30.6 20.6 54.2 29.9 22.3 44.6 35.0 34.6 52.6 50.9 51.5 Incr Delay (d2), s/veh 23.2 20.6 0.2 26.1 4.0 0.1 38.6 0.4 0.4 18.6 41.3 87.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 21.0 3.8 2.5 10.8 1.3 13.9 4.1 2.7 3.6 7.4 8.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 73.9 51.2 20.8 80.3 33.9 22.4 83.2 35.4 35.0 71.1 92.2 139.1 LOS E D C F C C F D C E F F Approach Vol, veh/h 1027 573 635 447 Approach Delay, s/veh 48.3 37.8 61.6 104.6 Approach LOS D D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 57.0 31.0 18.0 17.4 50.6 13.9 35.1 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 54.0 26.5 13.0 13.9 47.6 11.5 28.0 Max Q Clear Time (g_c+I1), s 7.3 49.9 27.9 16.0 12.9 31.0 9.7 11.6 Green Ext Time s 0.0 2.1 0.0 0.0 0.0 5.1 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 58.6 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 205 249 97 143 302 93 151 516 76 65 282 157 RTOR Reduction (vph) 0 0 63 0 10 0 0 0 55 0 62 0 Lane Group Flow (vph) 205 249 34 143 385 0 151 516 21 65 377 0 Heavy Vehicles 10% 21% 22% 17% 16% 9% 10% 14% 26% 20% 16% 16% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 18.6 35.6 35.6 15.1 32.1 14.7 26.8 26.8 7.5 19.6 Effective Green, g 18.1 35.6 35.6 14.6 32.1 14.2 28.5 28.5 7.0 21.3 Actuated g/C Ratio 0.18 0.35 0.35 0.14 0.32 0.14 0.28 0.28 0.07 0.21 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 268 506 426 203 465 409 817 330 95 568 v/s Ratio Prot c0.14 c0.17 0.10 c0.26 0.05 c0.18 0.05 c0.14 v/s Ratio Perm 0.03 0.02 v/c Ratio 0.76 0.49 0.08 0.70 0.83 0.37 0.63 0.06 0.68 0.66 Uniform Delay, d1 39.8 26.0 22.1 41.5 32.3 39.7 32.0 26.8 46.3 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 0.6 0.1 9.8 11.4 0.4 1.4 0.1 17.0 2.6 Delay 51.5 26.5 22.2 51.3 43.6 40.1 33.4 26.9 63.3 39.5 Level of Service D C C D D D C C E D Approach Delay 35.0 45.7 34.1 42.6 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 101.7 Sum of lost time 16.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1614 1463 1450 1518 1532 1627 1614 1559 1395 1477 1532 1532 Adj Flow Rate, veh/h 205 249 0 143 302 93 151 516 76 65 282 157 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 10 21 22 17 16 9 10 14 26 20 16 16 Cap, veh/h 237 508 164 344 106 222 823 329 67 405 219 Arrive On Green 0.15 0.35 0.00 0.11 0.31 0.31 0.07 0.28 0.28 0.05 0.22 0.20 Sat Flow, veh/h 1537 1463 1229 1446 1123 346 2981 2962 1182 1407 1823 986 Grp Volume(v), veh/h 205 249 0 143 0 395 151 516 76 65 223 216 Grp Sat Flow(s),veh/h/ln 1537 1463 1229 1446 0 1469 1491 1481 1182 1407 1455 1354 Q Serve(g_s), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Cycle Q Clear(g_c), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 237 508 164 0 450 222 823 329 67 323 301 V/C Ratio(X) 0.86 0.49 0.87 0.00 0.88 0.68 0.63 0.23 0.96 0.69 0.72 Avail Cap(c_a), veh/h 451 960 401 0 [PHONE REDACTED] 520 206 637 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.9 19.2 0.0 32.7 0.0 24.7 33.8 23.7 20.9 35.6 26.8 27.6 Incr Delay (d2), s/veh 7.0 0.5 0.0 10.2 0.0 4.3 2.7 0.6 0.3 35.9 2.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 3.2 0.0 2.8 0.0 6.4 1.3 3.7 1.0 1.8 3.5 3.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 37.9 19.8 0.0 42.9 0.0 28.9 36.6 24.3 21.2 71.6 28.8 30.0 LOS D B D A C D C C E C C Approach Vol, veh/h 454 538 743 504 Approach Delay, s/veh 28.0 32.6 26.4 34.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 20.6 15.6 27.0 7.6 24.8 12.5 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 11.7 * 31 22.5 48.0 11.5 31.3 21.3 49.2 Max Q Clear Time (g_c+I1), s 5.7 13.1 11.8 21.1 5.5 13.4 9.3 12.0 Green Ext Time s 0.2 1.8 0.5 1.9 0.1 5.7 0.2 2.7 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 97 16 18 756 255 34 Future Volume (Veh/h) 97 16 18 756 255 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 102 17 19 796 268 36 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1121 286 304 vC1, stage 1 conf vol 286 vC2, stage 2 conf vol 835 vCu, unblocked vol 1121 286 304 tC, single 6.6 6.3 4.1 tC, 2 stage 5.6 tF 3.7 3.4 2.2 p0 queue free % 72 98 98 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 102 17 19 796 304 Volume Left 102 0 19 0 0 Volume Right 0 17 0 0 36 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.28 0.02 0.02 0.47 0.18 Queue Length 95th (ft) 28 2 1 0 0 Control Delay 18.5 10.1 7.9 0.0 0.0 Lane LOS C B A Approach Delay 17.3 0.2 0.0 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 97 16 18 756 255 34 Future Vol, veh/h 97 16 18 756 255 34 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 19 13 2 2 2 19 Mvmt Flow 102 17 19 796 268 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1121 286 304 0 - 0 Stage 1 286 - - - - - Stage 2 835 - - - - - Critical Hdwy 6.59 6.33 4.12 - - - Critical Hdwy Stg 1 5.59 - - - - - Critical Hdwy Stg 2 5.59 - - - - - Follow-up Hdwy 3.671 3.417 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 725 - - - - - Stage 2 398 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 316 - - - - - Stage 1 714 - - - - - Stage 2 398 - - - - - Approach EB NB SB HCM Control Delay, s 20.1 0.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1257 - 316 728 - - HCM Lane V/C Ratio 0.015 - 0.323 0.023 - - HCM Control Delay 7.9 - 21.7 10.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0 - 1.4 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 13 9 1 33 22 132 1 630 68 41 221 3 Future Volume (vph) 13 9 1 33 22 132 1 630 68 41 221 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 15 10 1 37 25 148 1 708 76 46 248 3 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 26 210 1 784 46 251 Volume Left (vph) 15 37 1 0 46 0 Volume Right (vph) 1 148 0 76 0 3 Hadj 0.13 -0.35 0.53 -0.03 0.53 0.04 Departure Headway 7.0 6.0 6.2 5.7 6.5 6.1 Degree Utilization, x 0.05 0.35 0.00 1.23 0.08 0.42 Capacity (veh/h) 470 572 564 645 534 579 Control Delay 10.4 12.3 8.0 136.0 8.9 12.2 Approach Delay 10.4 12.3 135.9 11.7 Approach LOS B B F B Intersection Summary Delay 85.7 Level of Service F Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 87.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 9 1 33 22 132 1 630 68 41 221 3 Future Vol, veh/h 13 9 1 33 22 132 1 630 68 41 221 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 15 10 1 37 25 148 1 708 76 46 248 3 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 11.1 13.1 137.4 13.2 HCM LOS B B F B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 57% 18% 100% 0% Vol Thru, % 0% 90% 39% 12% 0% 99% Vol Right, % 0% 10% 4% 71% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 698 23 187 41 224 LT Vol 1 0 13 33 41 0 Through Vol 0 630 9 22 0 221 RT Vol 0 68 1 132 0 3 Lane Flow Rate 1 784 26 210 46 252 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.002 1.233 0.051 0.351 0.084 0.425 Departure Headway (Hd) 6.237 5.662 7.691 6.552 6.856 6.354 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 576 643 469 553 526 571 Service Time 3.949 3.373 5.691 4.552 4.556 4.054 HCM Lane V/C Ratio 0.002 1.219 0.055 0.38 0.087 0.441 HCM Control Delay 9 137.6 11.1 13.1 10.2 13.7 HCM Lane LOS A F B B B B HCM 95th-tile Q 0 28.7 0.2 1.6 0.3 2.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 41 105 1 25 57 120 535 15 41 331 44 Future Volume (Veh/h) 42 41 105 1 25 57 120 535 15 41 331 44 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 49 48 122 1 29 66 140 622 17 48 385 51 Pedestrians 2 7 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1500 1434 422 1580 1452 638 438 646 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1499 1432 380 1583 1450 638 396 646 tC, single 7.1 6.7 6.3 7.1 6.5 6.3 4.1 4.1 tC, 2 stage tF 3.5 4.2 3.4 3.5 4.0 3.4 2.2 2.2 p0 queue free % 13 51 80 97 72 86 87 95 cM capacity (veh/h) 56 97 618 36 [PHONE REDACTED] 933 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 49 170 96 779 484 Volume Left 49 0 1 140 48 Volume Right 0 122 66 17 51 cSH 56 [PHONE REDACTED] 933 Volume to Capacity 0.87 0.69 0.45 0.13 0.05 Queue Length 95th (ft) 97 113 53 11 4 Control Delay 201.5 46.9 34.9 3.0 1.5 Lane LOS F E D A A Approach Delay 81.5 34.9 3.0 1.5 Approach LOS F D Intersection Summary Average Delay 15.4 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 15.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 41 105 1 25 57 120 535 15 41 331 44 Future Vol, veh/h 42 41 105 1 25 57 120 535 15 41 331 44 Conflicting Peds, #/hr 0 0 10 10 0 0 2 0 7 7 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 20 10 2 2 6 2 9 3 2 6 3 Mvmt Flow 49 48 122 1 29 66 140 622 17 48 385 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1467 1435 423 1520 1452 638 438 0 0 646 0 0 Stage 1 509 509 - 918 918 - - - - - - - Stage 2 958 926 - 602 534 - - - - - - - Critical Hdwy 7.13 6.7 6.3 7.12 6.52 6.26 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.13 5.7 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.13 5.7 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.527 4.18 3.39 3.518 4.018 3.354 2.218 - - 2.218 - - Pot Cap-1 Maneuver 105 122 614 97 [PHONE REDACTED] - - 939 - - Stage 1 545 510 - 326 350 - - - - - - - Stage 2 308 324 - 486 524 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 91 607 37 97 466 1120 - - 933 - - Mov Cap-2 Maneuver 56 91 - 37 97 - - - - - - - Stage 1 438 474 - 261 280 - - - - - - - Stage 2 191 259 - 322 487 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 86 37.6 1.6 0.9 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1120 - - 56 234 204 933 - - HCM Lane V/C Ratio 0.125 - - 0.872 0.726 0.473 0.051 - - HCM Control Delay 8.7 0 - 201.9 52.6 37.6 9.1 0 - HCM Lane LOS A A - F F E A A - HCM 95th %tile Q(veh) 0.4 - - 3.9 4.9 2.3 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 121 1 1 52 64 45 Future Volume (Veh/h) 121 1 1 52 64 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 142 1 1 61 75 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 164 102 128 vC1, stage 1 conf vol 102 vC2, stage 2 conf vol 63 vCu, unblocked vol 164 102 128 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 84 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 143 1 61 128 Volume Left 142 1 0 0 Volume Right 1 0 0 53 cSH 879 1458 1700 1700 Volume to Capacity 0.16 0.00 0.04 0.08 Queue Length 95th (ft) 14 0 0 0 Control Delay 9.9 7.5 0.0 0.0 Lane LOS A A Approach Delay 9.9 0.1 0.0 Approach LOS A Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 121 1 1 52 64 45 Future Vol, veh/h 121 1 1 52 64 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 142 1 1 61 75 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 165 102 128 0 - 0 Stage 1 102 - - - - - Stage 2 63 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 922 - - - - - Stage 2 960 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 804 - - - - - Stage 1 921 - - - - - Stage 2 960 - - - - - Approach EB NB SB HCM Control Delay, s 10.4 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1458 - 805 - - HCM Lane V/C Ratio 0.001 - 0.178 - - HCM Control Delay 7.5 - 10.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.6 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 6 0 5 35 51 8 Future Volume (Veh/h) 6 0 5 35 51 8 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 7 0 6 41 60 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 118 64 69 vC1, stage 1 conf vol 64 vC2, stage 2 conf vol 53 vCu, unblocked vol 118 64 69 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 99 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 7 47 69 Volume Left 7 6 0 Volume Right 0 0 9 cSH 869 1425 1700 Volume to Capacity 0.01 0.00 0.04 Queue Length 95th (ft) 1 0 0 Control Delay 9.2 1.0 0.0 Lane LOS A A Approach Delay 9.2 1.0 0.0 Approach LOS A Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 16.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 5 35 51 8 Future Vol, veh/h 6 0 5 35 51 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 7 0 6 41 60 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 118 65 69 0 - 0 Stage 1 65 - - - - - Stage 2 53 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 914 - - - - - Stage 2 925 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 799 - - - - - Stage 1 910 - - - - - Stage 2 925 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1425 - 799 - - HCM Lane V/C Ratio 0.004 - 0.009 - - HCM Control Delay 7.5 0 9.5 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 34 36 26 21 30 Future Volume (Veh/h) 14 34 36 26 21 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 16 40 42 31 25 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 158 42 60 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 158 42 60 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 98 96 97 cM capacity (veh/h) 811 1028 1544 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 56 73 60 Volume Left 16 42 0 Volume Right 40 0 35 cSH 955 1544 1700 Volume to Capacity 0.06 0.03 0.04 Queue Length 95th (ft) 5 2 0 Control Delay 9.0 4.3 0.0 Lane LOS A A Approach Delay 9.0 4.3 0.0 Approach LOS A Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 34 36 26 21 30 Future Vol, veh/h 14 34 36 26 21 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 16 40 42 31 25 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 158 43 60 0 - 0 Stage 1 43 - - - - - Stage 2 115 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 833 1027 1544 - - - Stage 1 979 - - - - - Stage 2 910 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 810 1027 1544 - - - Mov Cap-2 Maneuver 810 - - - - - Stage 1 952 - - - - - Stage 2 910 - - - - - Approach EB NB SB HCM Control Delay, s 9 4.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1544 - 953 - - HCM Lane V/C Ratio 0.027 - 0.059 - - HCM Control Delay 7.4 0 9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 9 8 32 130 12 24 28 29 132 16 25 15 Future Volume (vph) 9 8 32 130 12 24 28 29 132 16 25 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 11 9 38 153 14 28 33 34 155 19 29 18 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 58 195 222 66 Volume Left (vph) 11 153 33 19 Volume Right (vph) 38 28 155 18 Hadj -0.22 0.16 -0.33 -0.05 Departure Headway 4.6 4.8 4.3 4.7 Degree Utilization, x 0.07 0.26 0.26 0.09 Capacity (veh/h) 715 706 795 702 Control Delay 8.0 9.5 8.8 8.2 Approach Delay 8.0 9.5 8.8 8.2 Approach LOS A A A A Intersection Summary Delay 8.9 Level of Service A Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 32 130 12 24 28 29 132 16 25 15 Future Vol, veh/h 9 8 32 130 12 24 28 29 132 16 25 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 11 9 38 153 14 28 33 34 155 19 29 18 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 9.5 8.9 8.2 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 18% 78% 29% Vol Thru, % 15% 16% 7% 45% Vol Right, % 70% 65% 14% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 189 49 166 56 LT Vol 28 9 130 16 Through Vol 29 8 12 25 RT Vol 132 32 24 15 Lane Flow Rate 222 58 195 66 Geometry Grp 1 1 1 1 Degree of Util 0.265 0.072 0.259 0.086 Departure Headway (Hd) 4.287 4.516 4.78 4.692 Convergence, Y/N Yes Yes Yes Yes Cap 838 790 750 762 Service Time 2.315 2.561 2.818 2.729 HCM Lane V/C Ratio 0.265 0.073 0.26 0.087 HCM Control Delay 8.9 7.9 9.5 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 1.1 0.2 1 0.3 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 30 38 16 19 0 Future Volume (Veh/h) 0 30 38 16 19 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 35 45 19 22 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 90 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 90 54 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 98 100 cM capacity (veh/h) 1489 892 990 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 35 64 22 Volume Left 0 0 22 Volume Right 0 19 0 cSH 1489 1700 892 Volume to Capacity 0.00 0.04 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.0 0.0 9.1 Lane LOS A Approach Delay 0.0 0.0 9.1 Approach LOS A Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 30 38 16 19 0 Future Vol, veh/h 0 30 38 16 19 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 35 45 19 22 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 64 0 - 0 90 55 Stage 1 - - - - 55 - Stage 2 - - - - 35 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1489 - - - 891 990 Stage 1 - - - - 947 - Stage 2 - - - - 967 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1489 - - - 891 990 Mov Cap-2 Maneuver - - - - 891 - Stage 1 - - - - 947 - Stage 2 - - - - 967 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1489 - - - 891 HCM Lane V/C Ratio - - - - 0.025 HCM Control Delay 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 38 30 0 Future Volume (Veh/h) 0 0 0 38 30 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 45 35 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 45 22 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 22 22 tC, single 4.2 6.6 6.4 tC, 2 stage tF 2.3 3.7 3.5 p0 queue free % 100 96 100 cM capacity (veh/h) 1513 950 1005 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 45 35 Volume Left 0 0 35 Volume Right 0 45 0 cSH 1700 1700 950 Volume to Capacity 0.00 0.03 0.04 Queue Length 95th (ft) 0 0 3 Control Delay 0.0 0.0 8.9 Lane LOS A Approach Delay 0.0 0.0 8.9 Approach LOS A Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 38 30 0 Future Vol, veh/h 0 0 0 38 30 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 20 10 20 20 20 Mvmt Flow 0 0 0 45 35 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 45 0 - 0 23 23 Stage 1 - - - - 23 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.6 6.4 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy 2.29 - - - 3.68 3.48 Pot Cap-1 Maneuver 1513 - - - 949 1004 Stage 1 - - - - 955 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1513 - - - 949 1004 Mov Cap-2 Maneuver - - - - 949 - Stage 1 - - - - 955 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1513 - - - 949 HCM Lane V/C Ratio - - - - 0.037 HCM Control Delay 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 3 146 147 7 5 6 Future Volume (Veh/h) 3 146 147 7 5 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 4 206 207 10 7 8 Pedestrians 2 6 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 218 433 215 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 218 433 215 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1344 574 823 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 210 217 15 Volume Left 4 0 7 Volume Right 0 10 8 cSH 1344 1700 684 Volume to Capacity 0.00 0.13 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.2 0.0 10.4 Lane LOS A B Approach Delay 0.2 0.0 10.4 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 21.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 146 147 7 5 6 Future Vol, veh/h 3 146 147 7 5 6 Conflicting Peds, #/hr 1 0 0 0 6 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 4 206 207 10 7 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 218 0 - 0 433 215 Stage 1 - - - - 213 - Stage 2 - - - - 220 - Critical Hdwy 4.13 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.227 - - - 3.518 3.318 Pot Cap-1 Maneuver 1346 - - - 580 825 Stage 1 - - - - 823 - Stage 2 - - - - 817 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1345 - - - 577 823 Mov Cap-2 Maneuver - - - - 577 - Stage 1 - - - - 820 - Stage 2 - - - - 816 - Approach EB WB SB HCM Control Delay, s 0.2 0 10.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1345 - - - 689 HCM Lane V/C Ratio 0.003 - - - 0.022 HCM Control Delay 7.7 0 - - 10.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 91 42 48 25 67 2 75 123 26 3 91 85 Future Volume (vph) 91 42 48 25 67 2 75 123 26 3 91 85 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 103 48 55 28 76 2 85 140 30 3 103 97 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 103 103 28 78 225 30 106 97 Volume Left (vph) 103 0 28 0 85 0 3 0 Volume Right (vph) 0 55 0 2 0 30 0 97 Hadj 0.58 -0.33 0.53 0.02 0.28 -0.63 0.10 -0.63 Departure Headway 6.4 5.5 6.5 6.0 5.9 5.0 5.8 5.1 Degree Utilization, x 0.18 0.16 0.05 0.13 0.37 0.04 0.17 0.14 Capacity (veh/h) 528 613 514 558 588 684 589 672 Control Delay 9.7 8.3 8.7 8.7 11.1 7.0 8.8 7.7 Approach Delay 9.0 8.7 10.6 8.2 Approach LOS A A B A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 91 42 48 25 67 2 75 123 26 3 91 85 Future Vol, veh/h 91 42 48 25 67 2 75 123 26 3 91 85 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 5 3 2 2 2 2 5 6 4 2 5 4 Mvmt Flow 103 48 55 28 76 2 85 140 30 3 103 97 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.1 9.8 11.7 9.3 HCM LOS B A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 38% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 62% 0% 0% 47% 0% 97% 97% 0% Vol Right, % 0% 100% 0% 53% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 198 26 91 90 25 69 94 85 LT Vol 75 0 91 0 25 0 3 0 Through Vol 123 0 0 42 0 67 91 0 RT Vol 0 26 0 48 0 2 0 85 Lane Flow Rate 225 30 103 102 28 78 107 97 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.373 0.042 0.188 0.16 0.052 0.133 0.173 0.139 Departure Headway (Hd) 5.972 5.092 6.533 5.616 6.64 6.113 5.837 5.165 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 603 704 550 639 540 587 615 694 Service Time 3.699 2.818 4.259 3.342 4.371 3.843 3.566 2.893 HCM Lane V/C Ratio 0.373 0.043 0.187 0.16 0.052 0.133 0.174 0.14 HCM Control Delay 12.2 8 10.8 9.4 9.7 9.8 9.8 8.7 HCM Lane LOS B A B A A A A A HCM 95th-tile Q 1.7 0.1 0.7 0.6 0.2 0.5 0.6 0.5 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 23 109 178 32 82 91 Future Volume (Veh/h) 23 109 178 32 82 91 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 26 121 198 36 91 101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 499 216 234 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 499 216 234 tC, single 6.4 6.3 4.1 tC, 2 stage tF 3.5 3.4 2.2 p0 queue free % 95 85 93 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 147 234 192 Volume Left 26 0 91 Volume Right 121 36 0 cSH 730 1700 1322 Volume to Capacity 0.20 0.14 0.07 Queue Length 95th (ft) 19 0 6 Control Delay 11.2 0.0 4.1 Lane LOS B A Approach Delay 11.2 0.0 4.1 Approach LOS B Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 41.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 23 109 178 32 82 91 Future Vol, veh/h 23 109 178 32 82 91 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 6 2 2 4 3 Mvmt Flow 26 121 198 36 91 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 499 216 0 0 234 0 Stage 1 216 - - - - - Stage 2 283 - - - - - Critical Hdwy 6.42 6.26 - - 4.14 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 - - 2.236 - Pot Cap-1 Maneuver 531 814 - - 1322 - Stage 1 820 - - - - - Stage 2 765 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 492 814 - - 1322 - Mov Cap-2 Maneuver 492 - - - - - Stage 1 820 - - - - - Stage 2 709 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 3.8 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 731 1322 - HCM Lane V/C Ratio - - 0.201 0.069 - HCM Control Delay - - 11.2 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.7 0.2 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 126 107 464 380 109 251 Future Volume (veh/h) 126 107 464 380 109 251 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 143 122 527 432 124 285 Approach Volume (veh/h) 143 959 124 Crossing Volume (veh/h) 527 124 143 High Capacity (veh/h) 913 1257 1238 High v/c (veh/h) 0.16 0.76 0.10 Low Capacity (veh/h) 737 1045 1028 Low v/c (veh/h) 0.19 0.92 0.12 Intersection Summary Maximum v/c High 0.76 Maximum v/c Low 0.92 Intersection Capacity Utilization 64.3% ICU Level of Service C ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 5.6 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 959 409 Demand Flow Rate, veh/h 0 1023 424 Vehicles Circulating, veh/h 569 128 160 Vehicles Exiting, veh/h 582 160 569 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 7.5 1.2 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.556 0.444 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 296 Entry Flow, veh/h 569 [PHONE REDACTED] Cap Entry Lane, veh/h 1200 1274 1240 0.962 Entry HV Adj Factor 0.926 0.952 0.969 285 Flow Entry, veh/h 527 [PHONE REDACTED] Cap Entry, veh/h 1111 1213 1201 0.163 V/C Ratio 0.474 0.356 0.103 0.0 Control Delay, s/veh 8.5 6.4 3.9 A LOS A A A 1 95th %tile Queue, veh 3 2 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 34 344 3 22 63 768 46 1 1 33 335 5 Future Volume (vph) 34 344 3 22 63 768 46 1 1 33 335 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3107 1458 1429 3137 1417 1630 909 1533 1498 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 39 391 3 25 72 873 52 1 1 38 381 6 RTOR Reduction (vph) 0 0 2 0 0 0 14 0 35 0 0 8 Lane Group Flow (vph) 39 391 1 0 97 873 38 1 4 0 221 206 Confl. Peds. 1 1 Heavy Vehicles 2% 7% 2% 0% 22% 6% 5% 2% 2% 64% 3% 25% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 4.2 28.6 34.8 9.0 33.4 53.2 6.2 6.2 19.8 19.8 Effective Green, g 4.2 29.1 34.8 9.0 33.9 53.2 6.2 6.2 19.8 19.8 Actuated g/C Ratio 0.05 0.36 0.43 0.11 0.42 0.66 0.08 0.08 0.25 0.25 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 85 1128 [PHONE REDACTED] 941 126 70 378 370 v/s Ratio Prot 0.02 c0.13 0.00 0.07 c0.28 0.01 0.00 c0.00 c0.14 0.14 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.46 0.35 0.00 0.61 0.66 0.04 0.01 0.06 0.58 0.56 Uniform Delay, d1 36.8 18.6 12.8 33.9 18.5 4.6 34.1 34.2 26.5 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.3 0.0 5.4 1.4 0.0 0.0 0.2 1.9 1.5 Delay 39.7 18.9 12.8 39.2 19.8 4.7 34.1 34.5 28.4 27.8 Level of Service D B B D B A C C C C Approach Delay 20.7 20.9 34.5 28.1 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length 80.1 Sum of lost time 16.0 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 42 Future Volume (vph) 42 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.88 Adj. Flow (vph) 48 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 535 207 0 763 565 0 0 0 306 0 259 Future Volume (vph) 0 535 207 0 763 565 0 0 0 306 0 259 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3137 1271 3050 1305 2906 1305 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3137 1271 3050 1305 2906 1305 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 575 223 0 820 608 0 0 0 329 0 278 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 98 Lane Group Flow (vph) 0 575 223 0 820 608 0 0 0 329 0 180 Heavy Vehicles 0% 6% 17% 0% 9% 14% 0% 0% 0% 11% 0% 14% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 41.9 64.0 41.9 64.0 13.1 13.1 Effective Green, g 42.4 64.0 42.4 64.0 13.6 13.6 Actuated g/C Ratio 0.66 1.00 0.66 1.00 0.21 0.21 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2078 1271 2020 1305 617 277 v/s Ratio Prot 0.18 0.27 0.11 v/s Ratio Perm 0.18 c0.47 c0.14 v/c Ratio 0.28 0.18 0.41 0.47 0.53 0.65 Uniform Delay, d1 4.5 0.0 5.0 0.0 22.4 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.4 1.2 0.7 4.6 Delay 4.8 0.3 5.4 1.2 23.1 27.6 Level of Service A A A A C C Approach Delay 3.5 3.6 0.0 25.1 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 535 207 0 763 565 0 0 0 306 0 259 Future Volume (veh/h) 0 535 207 0 763 565 0 0 0 306 0 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1668 1518 0 1627 1559 1600 0 1559 Adj Flow Rate, veh/h 0 575 0 0 820 0 329 0 278 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 6 17 0 9 14 11 0 14 Cap, veh/h 0 1907 0 1861 807 0 361 Arrive On Green 0.00 0.60 0.00 0.00 0.60 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3253 1286 0 3173 1321 2956 0 1321 Grp Volume(v), veh/h 0 575 0 0 820 0 329 0 278 Grp Sat Flow(s),veh/h/ln 0 1585 1286 0 1546 1321 1478 0 1321 Q Serve(g_s), s 0.0 5.6 0.0 0.0 9.2 0.0 5.8 0.0 12.4 Cycle Q Clear(g_c), s 0.0 5.6 0.0 0.0 9.2 0.0 5.8 0.0 12.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1907 0 1861 807 0 361 V/C Ratio(X) 0.00 0.30 0.00 0.44 0.41 0.00 0.77 Avail Cap(c_a), veh/h 0 1907 0 1861 1108 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.90 0.00 0.00 0.70 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 6.2 0.0 0.0 6.9 0.0 19.0 0.0 21.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.4 0.0 0.2 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.5 0.0 0.0 2.3 0.0 1.9 0.0 4.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 6.6 0.0 0.0 7.3 0.0 19.3 0.0 25.6 LOS A A A A B A C Approach Vol, veh/h 575 820 607 Approach Delay, s/veh 6.6 7.3 22.2 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.5 21.5 42.5 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 14.4 0.0 Green Ext Time s 0.0 2.6 0.0 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 555 289 0 955 370 629 Future Volume (vph) 555 289 0 955 370 629 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frt 1.00 0.85 1.00 0.93 0.85 Flt Protected 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 3050 1403 2942 2943 1314 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3050 1403 2942 2943 1314 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 603 314 0 1038 402 684 RTOR Reduction (vph) 0 163 0 0 156 156 Lane Group Flow (vph) 603 151 0 1038 581 193 Heavy Vehicles 9% 6% 0% 13% 6% 3% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 33.2 33.2 33.2 26.9 26.9 Effective Green, g 33.7 33.7 33.7 27.6 27.6 Actuated g/C Ratio 0.48 0.48 0.48 0.39 0.39 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1468 675 1416 1160 518 v/s Ratio Prot 0.20 c0.35 c0.20 0.15 v/s Ratio Perm 0.11 v/c Ratio 0.41 0.22 0.73 0.50 0.37 Uniform Delay, d1 11.7 10.5 14.5 16.0 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.8 2.8 0.2 0.3 Delay 12.6 11.3 17.3 16.3 15.4 Level of Service B B B B B Approach Delay 12.2 17.3 16.0 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 70.0 Sum of lost time 8.7 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 40 53 828 234 5 131 802 13 772 21 172 11 Future Volume (vph) 40 53 828 234 5 131 802 13 772 21 172 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 1644 2995 1261 1543 2965 1490 1494 1377 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 57 890 252 5 141 862 14 830 23 185 12 RTOR Reduction (vph) 0 0 0 163 0 0 1 0 0 0 127 0 Lane Group Flow (vph) 0 100 890 89 0 146 875 0 423 430 58 12 Confl. Bikes 1 Heavy Vehicles 0% 2% 11% 18% 0% 8% 12% 2% 6% 11% 8% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 8.0 32.8 32.8 8.4 33.2 29.0 29.0 29.0 7.0 Effective Green, g 8.0 33.3 33.3 8.4 33.7 29.5 29.5 29.5 7.5 Actuated g/C Ratio 0.08 0.35 0.35 0.09 0.36 0.31 0.31 0.31 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 138 1053 [PHONE REDACTED] 464 465 428 129 v/s Ratio Prot 0.06 c0.30 c0.09 0.30 0.28 c0.29 0.01 v/s Ratio Perm 0.07 0.04 v/c Ratio 0.72 0.85 0.20 1.07 0.83 0.91 0.92 0.13 0.09 Uniform Delay, d1 42.3 28.3 21.4 43.1 27.9 31.3 31.5 23.4 40.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.2 7.4 0.7 98.2 6.5 22.0 24.2 0.1 0.2 Delay 58.4 35.7 22.1 141.3 34.4 53.4 55.7 23.5 40.7 Level of Service E D C F C D E C D Approach Delay 34.8 49.7 49.0 Approach LOS C D D Intersection Summary HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 94.7 Sum of lost time 16.5 Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 30 Future Volume (vph) 16 30 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1636 1261 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1636 1261 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 32 RTOR Reduction (vph) 0 29 Lane Group Flow (vph) 17 3 Confl. Bikes Heavy Vehicles 7% 18% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 7.0 7.0 Effective Green, g 7.5 7.5 Actuated g/C Ratio 0.08 0.08 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 129 99 v/s Ratio Prot c0.01 v/s Ratio Perm 0.00 v/c Ratio 0.13 0.03 Uniform Delay, d1 40.6 40.2 Progression Factor 1.00 1.00 Incremental Delay, d2 0.3 0.1 Delay 40.9 40.3 Level of Service D D Approach Delay 40.5 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Future Volume (vph) 3 28 963 11 1 1 964 14 22 13 8 2 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 1.00 0.94 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1533 3132 1646 2992 1630 1615 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1533 3132 1646 2992 1630 1615 1630 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 31 1058 12 1 1 1059 15 24 14 9 2 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 8 0 0 Lane Group Flow (vph) 3 31 1070 0 0 2 1073 0 24 15 0 2 Confl. Peds. 1 1 Confl. Bikes 1 Heavy Vehicles 0% 3% 6% 2% 0% 2% 11% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 4.9 4.9 69.2 1.1 65.4 3.2 10.0 3.2 Effective Green, g 4.9 4.9 69.7 1.1 65.9 3.2 10.0 3.2 Actuated g/C Ratio 0.05 0.05 0.70 0.01 0.66 0.03 0.10 0.03 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 74 75 2183 18 1971 52 161 52 v/s Ratio Prot 0.00 c0.02 c0.34 0.00 c0.36 c0.01 c0.01 0.00 v/s Ratio Perm v/c Ratio 0.04 0.41 0.49 0.11 0.54 0.46 0.09 0.04 Uniform Delay, d1 45.3 46.2 7.0 49.0 9.1 47.6 40.9 46.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.7 0.8 2.0 1.1 4.7 0.2 0.2 Delay 45.5 48.8 7.8 51.0 10.2 52.2 41.1 47.1 Level of Service D D A D B D D D Approach Delay 9.0 10.2 46.8 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 3 61 Future Volume (vph) 3 61 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1469 Flt Permitted 1.00 Satd. Flow (perm) 1469 Peak-hour factor, PHF 0.91 0.91 Adj. Flow (vph) 3 67 RTOR Reduction (vph) 60 0 Lane Group Flow (vph) 10 0 Confl. Peds. Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 10.0 Effective Green, g 10.0 Actuated g/C Ratio 0.10 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 146 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.07 Uniform Delay, d1 40.8 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay 40.9 Level of Service D Approach Delay 41.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 609 194 61 400 66 321 156 107 95 166 151 Future Volume (vph) 142 609 194 61 400 66 321 156 107 95 166 151 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1522 1403 1409 1471 1374 1539 1683 1305 1511 1620 1262 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 662 211 66 435 72 349 170 116 103 180 164 RTOR Reduction (vph) 0 0 84 0 0 44 0 0 84 0 0 141 Lane Group Flow (vph) 154 662 127 66 435 28 349 170 32 103 180 23 Confl. Peds. 8 8 2 2 Heavy Vehicles 4% 15% 6% 18% 19% 4% 8% 4% 14% 10% 8% 15% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 13.2 51.8 51.8 5.7 44.3 44.3 26.8 31.6 31.6 10.5 15.3 15.3 Effective Green, g 13.7 52.8 52.8 6.2 45.3 45.3 27.3 32.6 32.6 11.0 16.3 16.3 Actuated g/C Ratio 0.12 0.45 0.45 0.05 0.38 0.38 0.23 0.27 0.27 0.09 0.14 0.14 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 184 677 624 73 561 524 354 462 358 140 222 173 v/s Ratio Prot c0.10 c0.44 0.05 0.30 c0.23 0.10 0.07 c0.11 v/s Ratio Perm 0.09 0.02 0.02 0.02 v/c Ratio 0.84 0.98 0.20 0.90 0.78 0.05 0.99 0.37 0.09 0.74 0.81 0.13 Uniform Delay, d1 51.4 32.3 20.1 55.9 32.2 23.1 45.5 34.7 32.0 52.4 49.7 44.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.4 28.8 0.1 72.7 6.4 0.0 43.7 0.4 0.1 17.1 19.2 0.2 Delay 77.7 61.1 20.2 128.6 38.6 23.1 89.1 35.1 32.0 69.5 68.9 45.2 Level of Service E E C F D C F D C E E D Approach Delay 55.2 47.0 64.2 60.3 Approach LOS E D E E Intersection Summary HCM 2000 Control Delay 56.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 118.6 Sum of lost time 16.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 609 194 61 400 66 321 156 107 95 166 151 Future Volume (veh/h) 142 609 194 61 400 66 321 156 107 95 166 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1545 1668 1504 1491 1695 1641 1695 1559 1614 1641 1545 Adj Flow Rate, veh/h 154 662 211 66 435 72 349 170 116 103 180 164 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 15 6 18 19 4 8 4 14 10 8 15 Cap, veh/h 185 700 635 85 594 567 361 451 350 130 196 155 Arrive On Green 0.11 0.45 0.45 0.06 0.40 0.40 0.23 0.27 0.27 0.08 0.12 0.12 Sat Flow, veh/h 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Grp Volume(v), veh/h 154 662 211 66 435 72 349 170 116 103 180 164 Grp Sat Flow(s),veh/h/ln 1615 1545 1401 1433 1491 1422 1563 1695 1316 1537 1641 1299 Q Serve(g_s), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.6 8.3 7.7 12.7 14.0 Cycle Q Clear(g_c), s 10.9 47.9 11.3 5.3 29.0 3.8 25.9 9.6 8.3 7.7 12.7 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 185 700 635 85 594 567 361 451 350 130 196 155 V/C Ratio(X) 0.83 0.95 0.33 0.77 0.73 0.13 0.97 0.38 0.33 0.79 0.92 1.06 Avail Cap(c_a), veh/h 199 727 659 98 619 591 361 451 350 158 196 155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.7 30.6 20.6 54.2 29.9 22.3 44.6 35.0 34.6 52.6 50.9 51.5 Incr Delay (d2), s/veh 23.2 20.6 0.2 26.1 4.0 0.1 38.6 0.4 0.4 18.6 41.3 87.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 21.0 3.8 2.5 10.8 1.3 13.9 4.1 2.7 3.6 7.4 8.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 73.9 51.2 20.8 80.3 33.9 22.4 83.2 35.4 35.0 71.1 92.2 139.1 LOS E D C F C C F D C E F F Approach Vol, veh/h 1027 573 635 447 Approach Delay, s/veh 48.3 37.8 61.6 104.6 Approach LOS D D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 57.0 31.0 18.0 17.4 50.6 13.9 35.1 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 54.0 26.5 13.0 13.9 47.6 11.5 28.0 Max Q Clear Time (g_c+I1), s 7.3 49.9 27.9 16.0 12.9 31.0 9.7 11.6 Green Ext Time s 0.0 2.1 0.0 0.0 0.0 5.1 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 58.6 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (vph) 195 237 92 136 287 88 143 490 72 62 268 149 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1511 1446 1219 1421 1476 2932 2917 1181 1385 2713 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 205 249 97 143 302 93 151 516 76 65 282 157 RTOR Reduction (vph) 0 0 63 0 10 0 0 0 55 0 62 0 Lane Group Flow (vph) 205 249 34 143 385 0 151 516 21 65 377 0 Heavy Vehicles 10% 21% 22% 17% 16% 9% 10% 14% 26% 20% 16% 16% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 18.6 35.6 35.6 15.1 32.1 14.7 26.8 26.8 7.5 19.6 Effective Green, g 18.1 35.6 35.6 14.6 32.1 14.2 28.5 28.5 7.0 21.3 Actuated g/C Ratio 0.18 0.35 0.35 0.14 0.32 0.14 0.28 0.28 0.07 0.21 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 268 506 426 203 465 409 817 330 95 568 v/s Ratio Prot c0.14 c0.17 0.10 c0.26 0.05 c0.18 0.05 c0.14 v/s Ratio Perm 0.03 0.02 v/c Ratio 0.76 0.49 0.08 0.70 0.83 0.37 0.63 0.06 0.68 0.66 Uniform Delay, d1 39.8 26.0 22.1 41.5 32.3 39.7 32.0 26.8 46.3 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 0.6 0.1 9.8 11.4 0.4 1.4 0.1 17.0 2.6 Delay 51.5 26.5 22.2 51.3 43.6 40.1 33.4 26.9 63.3 39.5 Level of Service D C C D D D C C E D Approach Delay 35.0 45.7 34.1 42.6 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 101.7 Sum of lost time 16.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Future Volume (veh/h) 195 237 92 136 287 88 143 490 72 62 268 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1614 1463 1450 1518 1532 1627 1614 1559 1395 1477 1532 1532 Adj Flow Rate, veh/h 205 249 0 143 302 93 151 516 76 65 282 157 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 10 21 22 17 16 9 10 14 26 20 16 16 Cap, veh/h 237 508 164 344 106 222 823 329 67 405 219 Arrive On Green 0.15 0.35 0.00 0.11 0.31 0.31 0.07 0.28 0.28 0.05 0.22 0.20 Sat Flow, veh/h 1537 1463 1229 1446 1123 346 2981 2962 1182 1407 1823 986 Grp Volume(v), veh/h 205 249 0 143 0 395 151 516 76 65 223 216 Grp Sat Flow(s),veh/h/ln 1537 1463 1229 1446 0 1469 1491 1481 1182 1407 1455 1354 Q Serve(g_s), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Cycle Q Clear(g_c), s 9.8 10.0 0.0 7.3 0.0 19.1 3.7 11.4 3.7 3.5 10.6 11.1 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 237 508 164 0 450 222 823 329 67 323 301 V/C Ratio(X) 0.86 0.49 0.87 0.00 0.88 0.68 0.63 0.23 0.96 0.69 0.72 Avail Cap(c_a), veh/h 451 960 401 0 [PHONE REDACTED] 520 206 637 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.9 19.2 0.0 32.7 0.0 24.7 33.8 23.7 20.9 35.6 26.8 27.6 Incr Delay (d2), s/veh 7.0 0.5 0.0 10.2 0.0 4.3 2.7 0.6 0.3 35.9 2.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 3.2 0.0 2.8 0.0 6.4 1.3 3.7 1.0 1.8 3.5 3.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 37.9 19.8 0.0 42.9 0.0 28.9 36.6 24.3 21.2 71.6 28.8 30.0 LOS D B D A C D C C E C C Approach Vol, veh/h 454 538 743 504 Approach Delay, s/veh 28.0 32.6 26.4 34.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 20.6 15.6 27.0 7.6 24.8 12.5 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 11.7 * 31 22.5 48.0 11.5 31.3 21.3 49.2 Max Q Clear Time (g_c+I1), s 5.7 13.1 11.8 21.1 5.5 13.4 9.3 12.0 Green Ext Time s 0.2 1.8 0.5 1.9 0.1 5.7 0.2 2.7 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 97 16 18 784 266 34 Future Volume (Veh/h) 97 16 18 784 266 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 102 17 19 825 280 36 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 0 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1162 298 316 vC1, stage 1 conf vol 298 vC2, stage 2 conf vol 864 vCu, unblocked vol 1162 298 316 tC, single 6.6 6.3 4.1 tC, 2 stage 5.6 tF 3.7 3.4 2.2 p0 queue free % 71 98 98 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 102 17 19 825 316 Volume Left 102 0 19 0 0 Volume Right 0 17 0 0 36 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.29 0.02 0.02 0.49 0.19 Queue Length 95th (ft) 29 2 1 0 0 Control Delay 19.2 10.1 7.9 0.0 0.0 Lane LOS C B A Approach Delay 17.9 0.2 0.0 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 97 16 18 784 266 34 Future Vol, veh/h 97 16 18 784 266 34 Conflicting Peds, #/hr 1 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 19 13 2 2 2 19 Mvmt Flow 102 17 19 825 280 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1162 298 316 0 - 0 Stage 1 298 - - - - - Stage 2 864 - - - - - Critical Hdwy 6.59 6.33 4.12 - - - Critical Hdwy Stg 1 5.59 - - - - - Critical Hdwy Stg 2 5.59 - - - - - Follow-up Hdwy 3.671 3.417 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 716 - - - - - Stage 2 386 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 305 - - - - - Stage 1 705 - - - - - Stage 2 386 - - - - - Approach EB NB SB HCM Control Delay, s 20.8 0.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1244 - 305 716 - - HCM Lane V/C Ratio 0.015 - 0.335 0.024 - - HCM Control Delay 7.9 - 22.6 10.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0 - 1.4 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 13 9 1 33 22 132 1 658 68 41 232 3 Future Volume (vph) 13 9 1 33 22 132 1 658 68 41 232 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 15 10 1 37 25 148 1 739 76 46 261 3 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 26 210 1 815 46 264 Volume Left (vph) 15 37 1 0 46 0 Volume Right (vph) 1 148 0 76 0 3 Hadj 0.13 -0.35 0.53 -0.03 0.53 0.04 Departure Headway 7.1 6.1 6.3 5.7 6.6 6.1 Degree Utilization, x 0.05 0.35 0.00 1.29 0.08 0.44 Capacity (veh/h) 467 569 562 644 533 579 Control Delay 10.5 12.3 8.1 157.9 9.0 12.6 Approach Delay 10.5 12.3 157.8 12.1 Approach LOS B B F B Intersection Summary Delay 99.4 Level of Service F Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 101.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 9 1 33 22 132 1 658 68 41 232 3 Future Vol, veh/h 13 9 1 33 22 132 1 658 68 41 232 3 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 15 10 1 37 25 148 1 739 76 46 261 3 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 11.3 13.3 160 13.6 HCM LOS B B F B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 57% 18% 100% 0% Vol Thru, % 0% 91% 39% 12% 0% 99% Vol Right, % 0% 9% 4% 71% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 726 23 187 41 235 LT Vol 1 0 13 33 41 0 Through Vol 0 658 9 22 0 232 RT Vol 0 68 1 132 0 3 Lane Flow Rate 1 816 26 210 46 264 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.002 1.289 0.051 0.353 0.084 0.446 Departure Headway (Hd) 6.26 5.687 7.837 6.668 6.909 6.407 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 574 644 460 542 522 565 Service Time 3.971 3.398 5.837 4.668 4.609 4.107 HCM Lane V/C Ratio 0.002 1.267 0.057 0.387 0.088 0.467 HCM Control Delay 9 160.2 11.3 13.3 10.2 14.2 HCM Lane LOS A F B B B B HCM 95th-tile Q 0 32.3 0.2 1.6 0.3 2.3 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 41 105 1 25 57 120 535 15 41 331 44 Future Volume (Veh/h) 42 41 105 1 25 57 120 535 15 41 331 44 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 49 48 122 1 29 66 140 622 17 48 385 51 Pedestrians 2 7 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1500 1434 422 1580 1452 638 438 646 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1499 1432 380 1583 1450 638 396 646 tC, single 7.1 6.7 6.3 7.1 6.5 6.3 4.1 4.1 tC, 2 stage tF 3.5 4.2 3.4 3.5 4.0 3.4 2.2 2.2 p0 queue free % 13 51 80 97 72 86 87 95 cM capacity (veh/h) 56 97 618 36 [PHONE REDACTED] 933 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 49 170 96 779 484 Volume Left 49 0 1 140 48 Volume Right 0 122 66 17 51 cSH 56 [PHONE REDACTED] 933 Volume to Capacity 0.87 0.69 0.45 0.13 0.05 Queue Length 95th (ft) 97 113 53 11 4 Control Delay 201.5 46.9 34.9 3.0 1.5 Lane LOS F E D A A Approach Delay 81.5 34.9 3.0 1.5 Approach LOS F D Intersection Summary Average Delay 15.4 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 15.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 41 105 1 25 57 120 535 15 41 331 44 Future Vol, veh/h 42 41 105 1 25 57 120 535 15 41 331 44 Conflicting Peds, #/hr 0 0 10 10 0 0 2 0 7 7 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 20 10 2 2 6 2 9 3 2 6 3 Mvmt Flow 49 48 122 1 29 66 140 622 17 48 385 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1467 1435 423 1520 1452 638 438 0 0 646 0 0 Stage 1 509 509 - 918 918 - - - - - - - Stage 2 958 926 - 602 534 - - - - - - - Critical Hdwy 7.13 6.7 6.3 7.12 6.52 6.26 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.13 5.7 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.13 5.7 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.527 4.18 3.39 3.518 4.018 3.354 2.218 - - 2.218 - - Pot Cap-1 Maneuver 105 122 614 97 [PHONE REDACTED] - - 939 - - Stage 1 545 510 - 326 350 - - - - - - - Stage 2 308 324 - 486 524 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 91 607 37 97 466 1120 - - 933 - - Mov Cap-2 Maneuver 56 91 - 37 97 - - - - - - - Stage 1 438 474 - 261 280 - - - - - - - Stage 2 191 259 - 322 487 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 86 37.6 1.6 0.9 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1120 - - 56 234 204 933 - - HCM Lane V/C Ratio 0.125 - - 0.872 0.726 0.473 0.051 - - HCM Control Delay 8.7 0 - 201.9 52.6 37.6 9.1 0 - HCM Lane LOS A A - F F E A A - HCM 95th %tile Q(veh) 0.4 - - 3.9 4.9 2.3 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 121 1 1 68 68 45 Future Volume (Veh/h) 121 1 1 68 68 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 142 1 1 80 80 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 106 133 vC1, stage 1 conf vol 106 vC2, stage 2 conf vol 82 vCu, unblocked vol 188 106 133 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 84 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 143 1 80 133 Volume Left 142 1 0 0 Volume Right 1 0 0 53 cSH 865 1452 1700 1700 Volume to Capacity 0.17 0.00 0.05 0.08 Queue Length 95th (ft) 15 0 0 0 Control Delay 10.0 7.5 0.0 0.0 Lane LOS A A Approach Delay 10.0 0.1 0.0 Approach LOS A Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 121 1 1 68 68 45 Future Vol, veh/h 121 1 1 68 68 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 142 1 1 80 80 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 189 107 133 0 - 0 Stage 1 107 - - - - - Stage 2 82 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 917 - - - - - Stage 2 941 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 788 - - - - - Stage 1 916 - - - - - Stage 2 941 - - - - - Approach EB NB SB HCM Control Delay, s 10.6 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1452 - 789 - - HCM Lane V/C Ratio 0.001 - 0.182 - - HCM Control Delay 7.5 - 10.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.7 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 6 0 5 51 55 8 Future Volume (Veh/h) 6 0 5 51 55 8 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 7 0 6 60 65 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 142 70 74 vC1, stage 1 conf vol 70 vC2, stage 2 conf vol 72 vCu, unblocked vol 142 70 74 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 99 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 7 66 74 Volume Left 7 6 0 Volume Right 0 0 9 cSH 853 1419 1700 Volume to Capacity 0.01 0.00 0.04 Queue Length 95th (ft) 1 0 0 Control Delay 9.3 0.7 0.0 Lane LOS A A Approach Delay 9.3 0.7 0.0 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 17.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 5 51 55 8 Future Vol, veh/h 6 0 5 51 55 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 7 0 6 60 65 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 142 70 74 0 - 0 Stage 1 70 - - - - - Stage 2 72 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 909 - - - - - Stage 2 907 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 782 - - - - - Stage 1 905 - - - - - Stage 2 907 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1419 - 782 - - HCM Lane V/C Ratio 0.004 - 0.009 - - HCM Control Delay 7.5 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 34 36 42 25 30 Future Volume (Veh/h) 14 34 36 42 25 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 16 40 42 49 29 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 180 46 64 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 180 46 64 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 98 96 97 cM capacity (veh/h) 788 1023 1538 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 56 91 64 Volume Left 16 42 0 Volume Right 40 0 35 cSH 943 1538 1700 Volume to Capacity 0.06 0.03 0.04 Queue Length 95th (ft) 5 2 0 Control Delay 9.1 3.5 0.0 Lane LOS A A Approach Delay 9.1 3.5 0.0 Approach LOS A Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 34 36 42 25 30 Future Vol, veh/h 14 34 36 42 25 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 16 40 42 49 29 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 180 47 64 0 - 0 Stage 1 47 - - - - - Stage 2 133 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 810 1022 1538 - - - Stage 1 975 - - - - - Stage 2 893 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 787 1022 1538 - - - Mov Cap-2 Maneuver 787 - - - - - Stage 1 948 - - - - - Stage 2 893 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 3.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1538 - 940 - - HCM Lane V/C Ratio 0.028 - 0.06 - - HCM Control Delay 7.4 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 9 8 32 130 12 36 28 33 132 18 27 15 Future Volume (vph) 9 8 32 130 12 36 28 33 132 18 27 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 11 9 38 153 14 42 33 39 155 21 32 18 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 58 209 227 71 Volume Left (vph) 11 153 33 21 Volume Right (vph) 38 42 155 18 Hadj -0.22 0.11 -0.32 -0.04 Departure Headway 4.6 4.8 4.3 4.8 Degree Utilization, x 0.07 0.28 0.27 0.09 Capacity (veh/h) 703 708 784 692 Control Delay 8.0 9.6 9.0 8.3 Approach Delay 8.0 9.6 9.0 8.3 Approach LOS A A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 32 130 12 36 28 33 132 18 27 15 Future Vol, veh/h 9 8 32 130 12 36 28 33 132 18 27 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 11 9 38 153 14 42 33 39 155 21 32 18 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 9.6 9 8.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 18% 73% 30% Vol Thru, % 17% 16% 7% 45% Vol Right, % 68% 65% 20% 25% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 193 49 178 60 LT Vol 28 9 130 18 Through Vol 33 8 12 27 RT Vol 132 32 36 15 Lane Flow Rate 227 58 209 71 Geometry Grp 1 1 1 1 Degree of Util 0.273 0.073 0.277 0.093 Departure Headway (Hd) 4.335 4.562 4.763 4.749 Convergence, Y/N Yes Yes Yes Yes Cap 829 782 752 752 Service Time 2.367 2.609 2.802 2.79 HCM Lane V/C Ratio 0.274 0.074 0.278 0.094 HCM Control Delay 9 8 9.6 8.3 HCM Lane LOS A A A A HCM 95th-tile Q 1.1 0.2 1.1 0.3 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 30 38 16 19 0 Future Volume (Veh/h) 0 30 38 16 19 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 35 45 19 22 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 90 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 90 54 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 98 100 cM capacity (veh/h) 1489 892 990 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 35 64 22 Volume Left 0 0 22 Volume Right 0 19 0 cSH 1489 1700 892 Volume to Capacity 0.00 0.04 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.0 0.0 9.1 Lane LOS A Approach Delay 0.0 0.0 9.1 Approach LOS A Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 30 38 16 19 0 Future Vol, veh/h 0 30 38 16 19 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 35 45 19 22 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 64 0 - 0 90 55 Stage 1 - - - - 55 - Stage 2 - - - - 35 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1489 - - - 891 990 Stage 1 - - - - 947 - Stage 2 - - - - 967 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1489 - - - 891 990 Mov Cap-2 Maneuver - - - - 891 - Stage 1 - - - - 947 - Stage 2 - - - - 967 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1489 - - - 891 HCM Lane V/C Ratio - - - - 0.025 HCM Control Delay 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 38 30 0 Future Volume (Veh/h) 0 0 0 38 30 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 45 35 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 45 22 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 22 22 tC, single 4.2 6.6 6.4 tC, 2 stage tF 2.3 3.7 3.5 p0 queue free % 100 96 100 cM capacity (veh/h) 1513 950 1005 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 45 35 Volume Left 0 0 35 Volume Right 0 45 0 cSH 1700 1700 950 Volume to Capacity 0.00 0.03 0.04 Queue Length 95th (ft) 0 0 3 Control Delay 0.0 0.0 8.9 Lane LOS A Approach Delay 0.0 0.0 8.9 Approach LOS A Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 38 30 0 Future Vol, veh/h 0 0 0 38 30 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 20 10 20 20 20 Mvmt Flow 0 0 0 45 35 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 45 0 - 0 23 23 Stage 1 - - - - 23 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.6 6.4 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy 2.29 - - - 3.68 3.48 Pot Cap-1 Maneuver 1513 - - - 949 1004 Stage 1 - - - - 955 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1513 - - - 949 1004 Mov Cap-2 Maneuver - - - - 949 - Stage 1 - - - - 955 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1513 - - - 949 HCM Lane V/C Ratio - - - - 0.037 HCM Control Delay 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 7 162 153 7 5 8 Future Volume (Veh/h) 7 162 153 7 5 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 10 228 215 10 7 11 Pedestrians 2 6 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 226 475 223 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 226 475 223 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 99 99 99 cM capacity (veh/h) 1335 541 814 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 238 225 18 Volume Left 10 0 7 Volume Right 0 10 11 cSH 1335 1700 680 Volume to Capacity 0.01 0.13 0.03 Queue Length 95th (ft) 1 0 2 Control Delay 0.4 0.0 10.4 Lane LOS A B Approach Delay 0.4 0.0 10.4 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 162 153 7 5 8 Future Vol, veh/h 7 162 153 7 5 8 Conflicting Peds, #/hr 1 0 0 0 6 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 10 228 215 10 7 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 226 0 - 0 475 223 Stage 1 - - - - 221 - Stage 2 - - - - 254 - Critical Hdwy 4.13 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.227 - - - 3.518 3.318 Pot Cap-1 Maneuver 1337 - - - 548 817 Stage 1 - - - - 816 - Stage 2 - - - - 788 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1336 - - - 542 815 Mov Cap-2 Maneuver - - - - 542 - Stage 1 - - - - 808 - Stage 2 - - - - 787 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1336 - - - 683 HCM Lane V/C Ratio 0.007 - - - 0.027 HCM Control Delay 7.7 0 - - 10.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 95 54 48 25 72 2 75 123 26 3 91 87 Future Volume (vph) 95 54 48 25 72 2 75 123 26 3 91 87 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 108 61 55 28 82 2 85 140 30 3 103 99 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 108 116 28 84 225 30 106 99 Volume Left (vph) 108 0 28 0 85 0 3 0 Volume Right (vph) 0 55 0 2 0 30 0 99 Hadj 0.58 -0.29 0.53 0.02 0.28 -0.63 0.10 -0.63 Departure Headway 6.5 5.6 6.6 6.0 6.0 5.1 5.9 5.1 Degree Utilization, x 0.19 0.18 0.05 0.14 0.37 0.04 0.17 0.14 Capacity (veh/h) 526 607 510 554 580 672 581 661 Control Delay 9.8 8.6 8.7 8.8 11.3 7.1 8.9 7.8 Approach Delay 9.2 8.8 10.8 8.4 Approach LOS A A B A Intersection Summary Delay 9.4 Level of Service A Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 54 48 25 72 2 75 123 26 3 91 87 Future Vol, veh/h 95 54 48 25 72 2 75 123 26 3 91 87 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 5 3 2 2 2 2 5 6 4 2 5 4 Mvmt Flow 108 61 55 28 82 2 85 140 30 3 103 99 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.3 9.9 11.9 9.4 HCM LOS B A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 38% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 62% 0% 0% 53% 0% 97% 97% 0% Vol Right, % 0% 100% 0% 47% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 198 26 95 102 25 74 94 87 LT Vol 75 0 95 0 25 0 3 0 Through Vol 123 0 0 54 0 72 91 0 RT Vol 0 26 0 48 0 2 0 87 Lane Flow Rate 225 30 108 116 28 84 107 99 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.379 0.042 0.197 0.183 0.053 0.144 0.176 0.144 Departure Headway (Hd) 6.057 5.176 6.566 5.692 6.692 6.166 5.923 5.25 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 594 692 547 631 536 582 607 683 Service Time 3.784 2.903 4.296 3.422 4.427 3.901 3.652 2.98 HCM Lane V/C Ratio 0.379 0.043 0.197 0.184 0.052 0.144 0.176 0.145 HCM Control Delay 12.4 8.1 10.9 9.7 9.8 9.9 9.9 8.9 HCM Lane LOS B A B A A A A A HCM 95th-tile Q 1.8 0.1 0.7 0.7 0.2 0.5 0.6 0.5 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 27 137 178 34 93 91 Future Volume (Veh/h) 27 137 178 34 93 91 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 30 152 198 38 103 101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 524 217 236 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 524 217 236 tC, single 6.4 6.3 4.1 tC, 2 stage tF 3.5 3.4 2.2 p0 queue free % 94 81 92 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 182 236 204 Volume Left 30 0 103 Volume Right 152 38 0 cSH 727 1700 1319 Volume to Capacity 0.25 0.14 0.08 Queue Length 95th (ft) 25 0 6 Control Delay 11.6 0.0 4.3 Lane LOS B A Approach Delay 11.6 0.0 4.3 Approach LOS B Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Property 11 Report Phase 1 Post-Development w/ Kalugin - AM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 137 178 34 93 91 Future Vol, veh/h 27 137 178 34 93 91 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 6 2 2 4 3 Mvmt Flow 30 152 198 38 103 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 524 217 0 0 236 0 Stage 1 217 - - - - - Stage 2 307 - - - - - Critical Hdwy 6.42 6.26 - - 4.14 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 - - 2.236 - Pot Cap-1 Maneuver 514 813 - - 1319 - Stage 1 819 - - - - - Stage 2 746 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 471 813 - - 1319 - Mov Cap-2 Maneuver 471 - - - - - Stage 1 819 - - - - - Stage 2 684 - - - - - Approach WB NB SB HCM Control Delay, s 11.6 0 4 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 726 1319 - HCM Lane V/C Ratio - - 0.251 0.078 - HCM Control Delay - - 11.6 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 0.3 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 407 156 165 241 62 103 Future Volume (Veh/h) 407 156 165 241 62 103 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 457 175 185 271 70 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 632 1186 544 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 632 1186 544 tC, single 4.1 6.5 6.3 tC, 2 stage tF 2.2 3.6 3.4 p0 queue free % 81 58 78 cM capacity (veh/h) 951 165 531 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 632 456 186 Volume Left 0 185 70 Volume Right 175 0 116 cSH 1700 951 289 Volume to Capacity 0.37 0.19 0.64 Queue Length 95th (ft) 0 18 102 Control Delay 0.0 5.3 37.4 Lane LOS A E Approach Delay 0.0 5.3 37.4 Approach LOS E Intersection Summary Average Delay 7.3 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 7.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 407 156 165 241 62 103 Future Vol, veh/h 407 156 165 241 62 103 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 4 2 3 6 6 Mvmt Flow 457 175 185 271 70 116 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 632 0 1186 545 Stage 1 - - - - 545 - Stage 2 - - - - 641 - Critical Hdwy - - 4.12 - 6.46 6.26 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.218 - 3.554 3.354 Pot Cap-1 Maneuver - - 951 - 205 531 Stage 1 - - - - 573 - Stage 2 - - - - 517 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 951 - 158 531 Mov Cap-2 Maneuver - - - - 158 - Stage 1 - - - - 573 - Stage 2 - - - - 399 - Approach EB WB NB HCM Control Delay, s 0 3.9 39.6 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 281 - - 951 - HCM Lane V/C Ratio 0.66 - - 0.195 - HCM Control Delay 39.6 - - 9.7 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 4.3 - - 0.7 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 62 411 2 26 32 366 190 6 2 66 563 5 Future Volume (vph) 62 411 2 26 32 366 190 6 2 66 563 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3197 1436 1503 3260 1445 1385 1204 1548 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3197 1436 1503 3260 1445 1385 1204 1548 1515 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 65 433 2 27 34 385 200 6 2 69 593 5 RTOR Reduction (vph) 0 0 1 0 0 0 86 0 62 0 0 5 Lane Group Flow (vph) 65 433 1 0 61 385 114 6 9 0 332 318 Confl. Peds. 1 1 1 1 1 Confl. Bikes 1 1 Heavy Vehicles 2% 4% 2% 0% 19% 2% 2% 20% 2% 23% 2% 20% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 7.4 18.7 26.4 7.1 18.4 41.5 7.7 7.7 23.1 23.1 Effective Green, g 7.4 19.2 26.4 7.1 18.9 41.5 7.7 7.7 23.1 23.1 Actuated g/C Ratio 0.10 0.26 0.36 0.10 0.26 0.57 0.11 0.11 0.32 0.32 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 165 839 518 145 842 820 145 126 489 478 v/s Ratio Prot 0.04 c0.14 0.00 0.04 c0.12 0.04 0.00 c0.01 c0.21 0.21 v/s Ratio Perm 0.00 0.03 v/c Ratio 0.39 0.52 0.00 0.42 0.46 0.14 0.04 0.07 0.68 0.66 Uniform Delay, d1 30.8 23.0 14.9 31.1 22.8 7.4 29.4 29.5 21.8 21.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.8 0.0 1.4 0.6 0.1 0.1 0.2 3.4 3.1 Delay 31.9 23.8 14.9 32.5 23.4 7.5 29.5 29.7 25.2 24.8 Level of Service C C B C C A C C C C Approach Delay 24.8 19.3 29.7 25.0 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 23.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 73.1 Sum of lost time 16.0 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 54 Future Volume (vph) 54 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.95 Adj. Flow (vph) 57 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. 1 Confl. Bikes Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 721 351 0 737 603 0 0 0 505 0 298 Future Volume (vph) 0 721 351 0 737 603 0 0 0 505 0 298 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3228 1444 3260 1426 3131 1417 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1444 3260 1426 3131 1417 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 743 362 0 760 622 0 0 0 521 0 307 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 108 Lane Group Flow (vph) 0 743 362 0 760 622 0 0 0 521 0 199 Confl. Peds. 4 4 Heavy Vehicles 0% 3% 3% 0% 2% 2% 0% 0% 0% 3% 0% 5% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 39.6 64.0 39.6 64.0 15.4 15.4 Effective Green, g 40.1 64.0 40.1 64.0 15.9 15.9 Actuated g/C Ratio 0.63 1.00 0.63 1.00 0.25 0.25 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 2022 1444 2042 1426 777 352 v/s Ratio Prot 0.23 0.23 c0.17 v/s Ratio Perm 0.25 c0.44 0.14 v/c Ratio 0.37 0.25 0.37 0.44 0.67 0.56 Uniform Delay, d1 5.8 0.0 5.8 0.0 21.7 21.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.4 0.3 1.0 2.1 1.7 Delay 6.3 0.4 6.1 1.0 23.8 22.7 Level of Service A A A A C C Approach Delay 4.4 3.8 0.0 23.4 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 8.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 721 351 0 737 603 0 0 0 505 0 298 Future Volume (veh/h) 0 721 351 0 737 603 0 0 0 505 0 298 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1709 1709 0 1723 1723 1709 0 1682 Adj Flow Rate, veh/h 0 743 0 0 760 0 521 0 307 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 5 Cap, veh/h 0 1913 0 1928 903 0 408 Arrive On Green 0.00 0.59 0.00 0.00 0.59 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1425 Grp Volume(v), veh/h 0 743 0 0 760 0 521 0 307 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1425 Q Serve(g_s), s 0.0 7.8 0.0 0.0 8.0 0.0 9.0 0.0 12.5 Cycle Q Clear(g_c), s 0.0 7.8 0.0 0.0 8.0 0.0 9.0 0.0 12.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1913 0 1928 903 0 408 V/C Ratio(X) 0.00 0.39 0.00 0.39 0.58 0.00 0.75 Avail Cap(c_a), veh/h 0 1913 0 1928 1184 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.78 0.00 0.00 0.80 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 7.0 0.0 0.0 7.0 0.0 19.5 0.0 20.8 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.4 0.0 0.4 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.2 0.0 0.0 2.2 0.0 3.0 0.0 4.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 7.5 0.0 0.0 7.4 0.0 20.0 0.0 24.5 LOS A A A A B A C Approach Vol, veh/h 743 760 828 Approach Delay, s/veh 7.5 7.4 21.7 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 41.7 22.3 41.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 14.5 0.0 Green Ext Time s 0.0 3.3 0.0 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1009 175 0 1120 242 496 Future Volume (vph) 1009 175 0 1120 242 496 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3260 1374 3260 2909 1259 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3260 1374 3260 2909 1259 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1030 179 0 1143 247 506 RTOR Reduction (vph) 0 77 0 0 56 56 Lane Group Flow (vph) 1030 102 0 1143 444 197 Confl. Peds. 2 Confl. Bikes 1 Heavy Vehicles 2% 6% 0% 2% 2% 6% Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 2 8 Actuated Green, G 56.7 56.7 56.7 33.4 33.4 Effective Green, g 57.2 57.2 57.2 34.1 34.1 Actuated g/C Ratio 0.57 0.57 0.57 0.34 0.34 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1864 785 1864 991 429 v/s Ratio Prot 0.32 c0.35 0.15 v/s Ratio Perm 0.07 c0.16 v/c Ratio 0.55 0.13 0.61 0.45 0.46 Uniform Delay, d1 13.4 9.9 14.1 25.6 25.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.3 1.1 0.2 0.6 Delay 14.6 10.2 15.2 25.9 26.3 Level of Service B B B C C Approach Delay 13.9 15.2 26.0 Approach LOS B B C Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 100.0 Sum of lost time 8.7 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 38 76 916 126 11 212 746 17 335 26 158 27 Future Volume (vph) 38 76 916 126 11 212 746 17 335 26 158 27 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1609 3197 1458 1632 3128 1548 1559 1439 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1609 3197 1458 1632 3128 1548 1559 1439 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 41 82 985 135 12 228 802 18 360 28 170 29 RTOR Reduction (vph) 0 0 0 79 0 0 2 0 0 0 141 0 Lane Group Flow (vph) 0 123 985 56 0 240 818 0 194 194 29 29 Confl. Peds. 2 Confl. Bikes 2 1 Heavy Vehicles 0% 5% 4% 2% 0% 2% 6% 2% 2% 4% 2% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 11.0 40.7 40.7 19.3 49.0 16.7 16.7 16.7 5.8 Effective Green, g 10.5 41.2 41.2 18.8 49.5 17.2 17.2 17.2 6.3 Actuated g/C Ratio 0.10 0.41 0.41 0.19 0.50 0.17 0.17 0.17 0.06 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 168 1317 [PHONE REDACTED] 266 268 247 102 v/s Ratio Prot 0.08 c0.31 c0.15 0.26 c0.13 0.12 0.02 v/s Ratio Perm 0.04 0.02 v/c Ratio 0.73 0.75 0.09 0.78 0.53 0.73 0.72 0.12 0.28 Uniform Delay, d1 43.4 25.0 18.0 38.7 17.3 39.2 39.2 35.0 44.7 Progression Factor 0.95 0.95 1.72 0.72 1.99 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.1 3.6 0.3 9.8 0.7 9.0 8.8 0.2 1.1 Delay 54.4 27.4 31.2 37.8 35.1 48.2 47.9 35.1 45.8 Level of Service D C C D D D D D D Approach Delay 30.5 35.7 44.1 Approach LOS C D D Intersection Summary HCM 2000 Control Delay 35.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 29 75 Future Volume (vph) 29 75 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1699 1333 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1699 1333 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 31 81 RTOR Reduction (vph) 0 76 Lane Group Flow (vph) 31 5 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 3% 10% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 5.8 5.8 Effective Green, g 6.3 6.3 Actuated g/C Ratio 0.06 0.06 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 107 83 v/s Ratio Prot c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.29 0.06 Uniform Delay, d1 44.7 44.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.2 Delay 45.8 44.3 Level of Service D D Approach Delay 44.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 14 116 1014 26 1 27 906 37 14 16 8 56 Future Volume (vph) 14 116 1014 26 1 27 906 37 14 16 8 56 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.99 1.00 0.95 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1549 3182 1631 3208 1630 1622 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1549 3182 1631 3208 1630 1622 1630 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 129 1127 29 1 30 1007 41 16 18 9 62 RTOR Reduction (vph) 0 0 1 0 0 0 3 0 0 8 0 0 Lane Group Flow (vph) 14 131 1155 0 0 31 1045 0 16 19 0 62 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 19.2 19.2 60.9 4.8 46.5 2.9 9.4 8.4 Effective Green, g 19.2 19.2 61.4 4.8 47.0 2.9 9.4 8.4 Actuated g/C Ratio 0.19 0.19 0.61 0.05 0.47 0.03 0.09 0.08 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 78 1507 47 152 136 v/s Ratio Prot 0.01 c0.08 c0.36 0.02 c0.33 0.01 0.01 c0.04 v/s Ratio Perm v/c Ratio 0.05 0.44 0.59 0.40 0.69 0.34 0.12 0.46 Uniform Delay, d1 32.9 35.7 11.7 46.2 20.8 47.6 41.5 43.6 Progression Factor 1.35 1.23 0.61 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.6 1.1 2.4 2.6 3.1 0.3 1.8 Delay 44.4 44.6 8.2 48.6 23.5 50.7 41.8 45.4 Level of Service D D A D C D D D Approach Delay 12.3 24.2 45.1 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 19.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 24 86 Future Volume (vph) 24 86 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.88 Flt Protected 1.00 Satd. Flow (prot) 1495 Flt Permitted 1.00 Satd. Flow (perm) 1495 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 27 96 RTOR Reduction (vph) 82 0 Lane Group Flow (vph) 41 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 14.9 Effective Green, g 14.9 Actuated g/C Ratio 0.15 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 222 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.19 Uniform Delay, d1 37.2 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay 37.5 Level of Service D Approach Delay 40.2 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 562 328 80 576 82 252 111 81 118 192 127 Future Volume (vph) 92 562 328 80 576 82 252 111 81 118 192 127 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1651 1420 1630 1651 1399 1599 1716 1424 1614 1683 1407 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1651 1420 1630 1651 1399 1599 1716 1424 1614 1683 1407 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 96 585 342 83 600 85 262 116 84 123 200 132 RTOR Reduction (vph) 0 0 156 0 0 48 0 0 65 0 0 112 Lane Group Flow (vph) 96 585 186 83 600 37 263 116 19 123 200 20 Confl. Peds. 3 3 4 4 Confl. Bikes 2 2 3 Heavy Vehicles 2% 6% 2% 2% 6% 4% 4% 2% 2% 3% 4% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 8.1 47.4 47.4 8.3 47.6 47.6 19.9 24.2 24.2 11.6 15.9 15.9 Effective Green, g 8.6 48.4 48.4 8.8 48.6 48.6 20.4 25.2 25.2 12.1 16.9 16.9 Actuated g/C Ratio 0.08 0.44 0.44 0.08 0.44 0.44 0.18 0.23 0.23 0.11 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 126 723 621 129 726 615 295 391 324 176 257 215 v/s Ratio Prot c0.06 0.35 0.05 c0.36 c0.16 0.07 0.08 c0.12 v/s Ratio Perm 0.13 0.03 0.01 0.01 v/c Ratio 0.76 0.81 0.30 0.64 0.83 0.06 0.89 0.30 0.06 0.70 0.78 0.09 Uniform Delay, d1 49.9 27.0 20.1 49.3 27.2 17.8 44.0 35.3 33.4 47.4 45.0 40.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.5 6.5 0.2 9.3 7.5 0.0 26.7 0.3 0.1 10.6 13.3 0.1 Delay 72.5 33.5 20.3 58.7 34.7 17.8 70.6 35.6 33.4 58.1 58.3 40.4 Level of Service E C C E C B E D C E E D Approach Delay 32.7 35.5 55.1 53.0 Approach LOS C D E D Intersection Summary HCM 2000 Control Delay 40.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 110.5 Sum of lost time 16.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 562 328 80 576 82 252 111 81 118 192 127 Future Volume (veh/h) 92 562 328 80 576 82 252 111 81 118 192 127 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1668 1723 1723 1668 1695 1695 1723 1723 1709 1695 1723 Adj Flow Rate, veh/h 96 585 342 83 600 85 262 116 84 123 200 132 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 6 2 2 6 4 4 2 2 3 4 2 Cap, veh/h 126 742 647 112 728 611 297 403 331 157 248 205 Arrive On Green 0.08 0.44 0.44 0.07 0.44 0.44 0.18 0.23 0.23 0.10 0.15 0.15 Sat Flow, veh/h 1641 1668 1455 1641 1668 1401 1615 1723 1414 1628 1695 1400 Grp Volume(v), veh/h 96 585 342 83 600 85 262 116 84 123 200 132 Grp Sat Flow(s),veh/h/ln 1641 1668 1455 1641 1668 1401 1615 1723 1414 1628 1695 1400 Q Serve(g_s), s 5.9 30.6 17.4 5.1 32.3 3.7 16.1 5.6 4.9 7.5 11.7 9.1 Cycle Q Clear(g_c), s 5.9 30.6 17.4 5.1 32.3 3.7 16.1 5.6 4.9 7.5 11.7 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 126 742 647 112 728 611 297 403 331 157 248 205 V/C Ratio(X) 0.76 0.79 0.53 0.74 0.82 0.14 0.88 0.29 0.25 0.79 0.81 0.64 Avail Cap(c_a), veh/h 137 898 783 209 972 816 316 403 331 223 266 219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 46.2 24.2 20.6 46.7 25.3 17.3 40.6 32.1 31.9 45.1 42.2 41.1 Incr Delay (d2), s/veh 19.4 3.6 0.5 7.0 4.0 0.1 22.7 0.3 0.3 9.5 15.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 12.2 5.9 2.3 12.9 1.2 8.3 2.4 1.7 3.4 5.8 3.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 65.6 27.8 21.1 53.7 29.3 17.4 63.3 32.4 32.2 54.6 57.2 46.2 LOS E C C D C B E C C D E D Approach Vol, veh/h 1023 768 462 455 Approach Delay, s/veh 29.1 30.6 49.9 53.3 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 49.4 22.8 19.0 11.8 48.6 13.8 27.9 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 12.5 54.0 19.5 15.0 8.0 58.5 13.5 21.0 Max Q Clear Time (g_c+I1), s 7.1 32.6 18.1 13.7 7.9 34.3 9.5 7.6 Green Ext Time s 0.1 4.2 0.1 0.2 0.0 9.2 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 37.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 174 333 244 245 266 48 245 418 97 137 777 156 Future Volume (vph) 174 333 244 245 266 48 245 418 97 137 777 156 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 3.5 4.0 3.5 4.0 4.0 3.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1554 1636 1400 1614 1593 3131 3079 1233 1583 3049 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1554 1636 1400 1614 1593 3131 3079 1233 1583 3049 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 183 351 257 258 280 51 258 440 102 144 818 164 RTOR Reduction (vph) 0 0 197 0 4 0 0 0 68 0 13 0 Lane Group Flow (vph) 183 351 60 258 327 0 258 440 34 144 969 0 Confl. Peds. 1 10 10 1 4 1 1 4 Heavy Vehicles 7% 7% 4% 3% 8% 2% 3% 8% 18% 5% 6% 6% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 18.6 28.7 28.7 22.6 32.7 15.0 39.3 39.3 15.4 39.7 Effective Green, g 18.1 28.7 28.7 22.6 32.7 15.0 41.0 41.0 15.4 41.4 Actuated g/C Ratio 0.15 0.23 0.23 0.18 0.27 0.12 0.33 0.33 0.13 0.34 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 229 382 327 297 [PHONE REDACTED] [PHONE REDACTED] v/s Ratio Prot 0.12 c0.21 c0.16 0.20 c0.08 0.14 0.09 c0.32 v/s Ratio Perm 0.04 0.03 v/c Ratio 0.80 0.92 0.18 0.87 0.77 0.68 0.43 0.08 0.73 0.94 Uniform Delay, d1 50.5 45.9 37.6 48.6 41.5 51.5 31.7 28.0 51.6 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.0 26.5 0.2 22.3 8.1 4.2 0.2 0.1 11.8 16.1 Delay 67.5 72.3 37.8 71.0 49.6 55.8 31.9 28.0 63.4 55.6 Level of Service E E D E D E C C E E Approach Delay 60.0 59.0 39.1 56.6 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay 53.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length 122.7 Sum of lost time 15.5 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 174 333 244 245 266 48 245 418 97 137 777 156 Future Volume (veh/h) 174 333 244 245 266 48 245 418 97 137 777 156 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1654 1695 1709 1641 1723 1709 1641 1504 1682 1668 1668 Adj Flow Rate, veh/h 183 351 0 258 280 51 258 440 102 144 818 164 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 4 3 8 2 3 8 18 5 6 6 Cap, veh/h 206 375 285 360 66 326 1096 446 184 903 181 Arrive On Green 0.13 0.23 0.00 0.18 0.27 0.27 0.10 0.35 0.35 0.11 0.34 0.33 Sat Flow, veh/h 1576 1654 1437 1628 1348 245 3158 3118 1268 1602 2629 527 Grp Volume(v), veh/h 183 351 0 258 0 331 258 440 102 144 493 489 Grp Sat Flow(s),veh/h/ln 1576 1654 1437 1628 0 1593 1579 1559 1268 1602 1585 1571 Q Serve(g_s), s 13.0 23.7 0.0 17.7 0.0 21.9 9.1 12.1 6.5 10.0 33.8 33.8 Cycle Q Clear(g_c), s 13.0 23.7 0.0 17.7 0.0 21.9 9.1 12.1 6.5 10.0 33.8 33.8 Prop In Lane 1.00 1.00 1.00 0.15 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 206 375 285 0 [PHONE REDACTED] 446 184 545 540 V/C Ratio(X) 0.89 0.94 0.90 0.00 0.78 0.79 0.40 0.23 0.78 0.91 0.91 Avail Cap(c_a), veh/h 360 377 379 0 [PHONE REDACTED] 456 302 570 565 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 48.7 43.2 0.0 46.0 0.0 38.6 49.9 27.9 26.1 49.1 35.6 35.9 Incr Delay (d2), s/veh 10.1 30.1 0.0 19.1 0.0 8.6 3.2 0.2 0.2 5.4 17.4 17.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 12.7 0.0 8.4 0.0 9.2 3.6 4.4 2.0 4.1 14.9 14.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 58.8 73.4 0.0 65.1 0.0 47.2 53.1 28.1 26.2 54.5 53.0 53.4 LOS E E E A D D C C D D D Approach Vol, veh/h 534 [PHONE REDACTED] Approach Delay, s/veh 68.4 55.1 35.9 53.4 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.5 43.2 18.9 34.4 16.6 44.1 23.5 29.8 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 21.5 * 39 26.5 26.0 21.5 39.3 26.5 26.0 Max Q Clear Time (g_c+I1), s 11.1 35.8 15.0 23.9 13.0 14.1 19.7 25.7 Green Ext Time s 0.7 1.6 0.4 0.3 0.2 5.2 0.3 0.1 Intersection Summary HCM 6th Ctrl Delay 51.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 179 53 18 268 236 92 Future Volume (Veh/h) 179 53 18 268 236 92 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 183 54 18 273 241 94 Pedestrians 4 2 15 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 1 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 616 294 339 vC1, stage 1 conf vol 292 vC2, stage 2 conf vol 324 vCu, unblocked vol 616 294 339 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 70 93 99 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 183 54 18 273 335 Volume Left 183 0 18 0 0 Volume Right 0 54 0 0 94 cSH [PHONE REDACTED] 1700 1700 Volume to Capacity 0.30 0.07 0.01 0.16 0.20 Queue Length 95th (ft) 31 6 1 0 0 Control Delay 13.2 10.2 8.0 0.0 0.0 Lane LOS B B A Approach Delay 12.6 0.5 0.0 Approach LOS B Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 179 53 18 268 236 92 Future Vol, veh/h 179 53 18 268 236 92 Conflicting Peds, #/hr 15 2 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 3 2 Mvmt Flow 183 54 18 273 241 94 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 616 294 339 0 - 0 Stage 1 292 - - - - - Stage 2 324 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 758 - - - - - Stage 2 733 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 539 - - - - - Stage 1 744 - - - - - Stage 2 730 - - - - - Approach EB NB SB HCM Control Delay, s 14 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1215 - 539 741 - - HCM Lane V/C Ratio 0.015 - 0.339 0.073 - - HCM Control Delay 8 - 15.1 10.2 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0 - 1.5 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 11 62 1 128 111 108 2 160 87 144 136 12 Future Volume (vph) 11 62 1 128 111 108 2 160 87 144 136 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 11 65 1 133 116 112 2 167 91 150 142 12 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 77 361 2 258 150 154 Volume Left (vph) 11 133 2 0 150 0 Volume Right (vph) 1 112 0 91 0 12 Hadj 0.05 -0.08 0.53 -0.21 0.53 0.00 Departure Headway 6.3 5.5 6.9 6.1 6.8 6.2 Degree Utilization, x 0.13 0.56 0.00 0.44 0.28 0.27 Capacity (veh/h) 499 614 490 553 497 540 Control Delay 10.2 15.3 8.7 12.6 11.3 10.3 Approach Delay 10.2 15.3 12.6 10.8 Approach LOS B C B B Intersection Summary Delay 12.8 Level of Service B Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 13.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 62 1 128 111 108 2 160 87 144 136 12 Future Vol, veh/h 11 62 1 128 111 108 2 160 87 144 136 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 2 Mvmt Flow 11 65 1 133 116 113 2 167 91 150 142 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 10.4 15.5 13.5 11.7 HCM LOS B C B B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 15% 37% 100% 0% Vol Thru, % 0% 65% 84% 32% 0% 92% Vol Right, % 0% 35% 1% 31% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 247 74 347 144 148 LT Vol 2 0 11 128 144 0 Through Vol 0 160 62 111 0 136 RT Vol 0 87 1 108 0 12 Lane Flow Rate 2 257 77 361 150 154 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.004 0.435 0.135 0.559 0.282 0.266 Departure Headway (Hd) 6.85 6.09 6.298 5.571 6.771 6.221 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 521 589 565 643 530 575 Service Time 4.614 3.853 4.381 3.629 4.534 3.984 HCM Lane V/C Ratio 0.004 0.436 0.136 0.561 0.283 0.268 HCM Control Delay 9.6 13.5 10.4 15.5 12.2 11.2 HCM Lane LOS A B B C B B HCM 95th-tile Q 0 2.2 0.5 3.5 1.2 1.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 24 165 1 19 34 148 309 8 26 428 52 Future Volume (Veh/h) 46 24 165 1 19 34 148 309 8 26 428 52 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 49 26 176 1 20 36 157 329 9 28 455 55 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99 vC, conflicting volume 1232 1190 482 1375 1214 334 510 338 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1230 1189 476 1374 1212 334 504 338 tC, single 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage tF 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 56 83 70 98 87 95 85 98 cM capacity (veh/h) 113 153 579 65 [PHONE REDACTED] 1216 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 49 202 57 495 538 Volume Left 49 0 1 157 28 Volume Right 0 176 36 9 55 cSH 113 [PHONE REDACTED] 1216 Volume to Capacity 0.44 0.47 0.20 0.15 0.02 Queue Length 95th (ft) 47 62 18 13 2 Control Delay 59.6 20.8 20.7 4.0 0.7 Lane LOS F C C A A Approach Delay 28.4 20.7 4.0 0.7 Approach LOS D C Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 24 165 1 19 34 148 309 8 26 428 52 Future Vol, veh/h 46 24 165 1 19 34 148 309 8 26 428 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 5 5 5 2 2 2 2 2 2 3 3 3 Mvmt Flow 49 26 176 1 20 36 157 329 9 28 455 55 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1215 1191 483 1288 1214 334 510 0 0 338 0 0 Stage 1 539 539 - 648 648 - - - - - - - Stage 2 676 652 - 640 566 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.12 6.52 6.22 4.12 - - 4.13 - - Critical Hdwy Stg 1 6.15 5.55 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.518 4.018 3.318 2.218 - - 2.227 - - Pot Cap-1 Maneuver 156 185 577 141 [PHONE REDACTED] - - 1216 - - Stage 1 521 517 - 459 466 - - - - - - - Stage 2 438 459 - 464 507 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 111 146 577 72 [PHONE REDACTED] - - 1216 - - Mov Cap-2 Maneuver 111 146 - 72 144 - - - - - - - Stage 1 426 500 - 375 381 - - - - - - - Stage 2 322 375 - 297 491 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 29 21.2 2.9 0.4 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1055 - - 111 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.149 - - 0.441 0.479 0.206 0.023 - - HCM Control Delay 9 0 - 60.8 21.2 21.2 8 0 - HCM Lane LOS A A - F C C A A - HCM 95th %tile Q(veh) 0.5 - - 1.9 2.5 0.8 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 13 1 1 12 13 13 Future Volume (Veh/h) 13 1 1 12 13 13 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 15 1 1 14 15 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 38 22 30 vC1, stage 1 conf vol 22 vC2, stage 2 conf vol 16 vCu, unblocked vol 38 22 30 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (veh/h) 969 1054 1583 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 16 1 14 30 Volume Left 15 1 0 0 Volume Right 1 0 0 15 cSH 974 1583 1700 1700 Volume to Capacity 0.02 0.00 0.01 0.02 Queue Length 95th (ft) 1 0 0 0 Control Delay 8.8 7.3 0.0 0.0 Lane LOS A A Approach Delay 8.8 0.5 0.0 Approach LOS A Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 13 1 1 12 13 13 Future Vol, veh/h 13 1 1 12 13 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 1 1 14 15 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 39 23 30 0 - 0 Stage 1 23 - - - - - Stage 2 16 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 973 1054 1583 - - - Stage 1 1000 - - - - - Stage 2 1007 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 972 1054 1583 - - - Mov Cap-2 Maneuver 901 - - - - - Stage 1 999 - - - - - Stage 2 1007 - - - - - Approach EB NB SB HCM Control Delay, s 9 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1583 - 910 - - HCM Lane V/C Ratio 0.001 - 0.018 - - HCM Control Delay 7.3 - 9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 0 0 0 tC, single 6.5 6.3 4.2 tC, 2 stage 5.5 tF 3.6 3.4 2.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1003 1062 1572 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.5 6.3 4.2 - - - Critical Hdwy Stg 1 5.5 - - - - - Critical Hdwy Stg 2 5.5 - - - - - Follow-up Hdwy 3.59 3.39 2.29 - - - Pot Cap-1 Maneuver 1001 1061 1571 - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 1061 1571 - - - Mov Cap-2 Maneuver 915 - - - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 6.5 6.3 4.2 tC, 2 stage tF 3.6 3.4 2.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1003 1062 1572 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.5 6.3 4.2 - - - Critical Hdwy Stg 1 5.5 - - - - - Critical Hdwy Stg 2 5.5 - - - - - Follow-up Hdwy 3.59 3.39 2.29 - - - Pot Cap-1 Maneuver 1001 1061 1571 - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 1061 1571 - - - Mov Cap-2 Maneuver 1001 - - - - - Stage 1 1002 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 64 0 0 0 0 83 0 0 0 Future Volume (vph) 0 0 0 64 0 0 0 0 83 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 75 0 0 0 0 98 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 75 98 0 Volume Left (vph) 0 75 0 0 Volume Right (vph) 0 0 98 0 Hadj 0.00 0.23 -0.57 0.00 Departure Headway 4.2 4.3 3.5 4.2 Degree Utilization, x 0.00 0.09 0.10 0.00 Capacity (veh/h) 844 812 995 849 Control Delay 7.2 7.7 6.9 7.2 Approach Delay 0.0 7.7 6.9 0.0 Approach LOS A A A A Intersection Summary Delay 7.3 Level of Service A Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 64 0 0 0 0 83 0 0 0 Future Vol, veh/h 0 0 0 64 0 0 0 0 83 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 75 0 0 0 0 98 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 7.7 6.9 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 83 0 64 0 LT Vol 0 0 64 0 Through Vol 0 0 0 0 RT Vol 83 0 0 0 Lane Flow Rate 98 0 75 0 Geometry Grp 1 1 1 1 Degree of Util 0.094 0 0.09 0 Departure Headway (Hd) 3.465 4.164 4.305 4.141 Convergence, Y/N Yes Yes Yes Yes Cap 1027 0 835 0 Service Time 1.51 2.198 2.319 2.193 HCM Lane V/C Ratio 0.095 0 0.09 0 HCM Control Delay 6.9 7.2 7.7 7.2 HCM Lane LOS A N A N HCM 95th-tile Q 0.3 0 0.3 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 6 81 64 7 5 3 Future Volume (Veh/h) 6 81 64 7 5 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 7 94 74 8 6 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 82 186 78 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 82 186 78 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 100 99 100 cM capacity (veh/h) 1515 799 983 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 101 82 9 Volume Left 7 0 6 Volume Right 0 8 3 cSH 1515 1700 852 Volume to Capacity 0.00 0.05 0.01 Queue Length 95th (ft) 0 0 1 Control Delay 0.5 0.0 9.3 Lane LOS A A Approach Delay 0.5 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 20.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 81 64 7 5 3 Future Vol, veh/h 6 81 64 7 5 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 94 74 8 6 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 82 0 - 0 186 78 Stage 1 - - - - 78 - Stage 2 - - - - 108 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1515 - - - 803 983 Stage 1 - - - - 945 - Stage 2 - - - - 916 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1515 - - - 799 983 Mov Cap-2 Maneuver - - - - 799 - Stage 1 - - - - 940 - Stage 2 - - - - 916 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1515 - - - 859 HCM Lane V/C Ratio 0.005 - - - 0.011 HCM Control Delay 7.4 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 49 76 74 52 80 8 69 133 46 4 149 67 Future Volume (vph) 49 76 74 52 80 8 69 133 46 4 149 67 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 57 88 86 60 93 9 80 155 53 5 173 78 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 57 174 60 102 235 53 178 78 Volume Left (vph) 57 0 60 0 80 0 5 0 Volume Right (vph) 0 86 0 9 0 53 0 78 Hadj 0.67 -0.31 0.53 -0.03 0.20 -0.67 0.06 -0.61 Departure Headway 6.9 5.9 6.8 6.3 6.2 5.3 6.1 5.4 Degree Utilization, x 0.11 0.29 0.11 0.18 0.40 0.08 0.30 0.12 Capacity (veh/h) 490 572 489 533 549 639 560 624 Control Delay 9.5 10.0 9.5 9.4 12.1 7.6 10.5 7.9 Approach Delay 9.9 9.5 11.3 9.7 Approach LOS A A B A Intersection Summary Delay 10.2 Level of Service B Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 76 74 52 80 8 69 133 46 4 149 67 Future Vol, veh/h 49 76 74 52 80 8 69 133 46 4 149 67 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 10 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 57 88 86 60 93 9 80 155 53 5 173 78 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.2 10.6 12.5 10.9 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 34% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 66% 0% 0% 51% 0% 91% 97% 0% Vol Right, % 0% 100% 0% 49% 0% 9% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 202 46 49 150 52 88 153 67 LT Vol 69 0 49 0 52 0 4 0 Through Vol 133 0 0 76 0 80 149 0 RT Vol 0 46 0 74 0 8 0 67 Lane Flow Rate 235 53 57 174 60 102 178 78 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.411 0.08 0.111 0.292 0.118 0.183 0.306 0.119 Departure Headway (Hd) 6.297 5.415 7.025 6.028 6.997 6.424 6.202 5.496 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 571 660 509 595 512 557 578 650 Service Time 4.048 3.165 4.779 3.782 4.754 4.181 3.956 3.249 HCM Lane V/C Ratio 0.412 0.08 0.112 0.292 0.117 0.183 0.308 0.12 HCM Control Delay 13.4 8.6 10.7 11.3 10.7 10.6 11.7 9 HCM Lane LOS B A B B B B B A HCM 95th-tile Q 2 0.3 0.4 1.2 0.4 0.7 1.3 0.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 30 52 99 29 60 212 Future Volume (Veh/h) 30 52 99 29 60 212 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 35 60 115 34 70 247 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 519 132 149 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 519 132 149 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 93 93 95 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 95 149 317 Volume Left 35 0 70 Volume Right 60 34 0 cSH 694 1700 1432 Volume to Capacity 0.14 0.09 0.05 Queue Length 95th (ft) 12 0 4 Control Delay 11.0 0.0 2.0 Lane LOS B A Approach Delay 11.0 0.0 2.0 Approach LOS B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report 2022 Base Year - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 30 52 99 29 60 212 Future Vol, veh/h 30 52 99 29 60 212 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 4 2 2 2 2 Mvmt Flow 35 60 115 34 70 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 519 132 0 0 149 0 Stage 1 132 - - - - - Stage 2 387 - - - - - Critical Hdwy 6.42 6.24 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 - - 2.218 - Pot Cap-1 Maneuver 517 912 - - 1432 - Stage 1 894 - - - - - Stage 2 686 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 488 912 - - 1432 - Mov Cap-2 Maneuver 488 - - - - - Stage 1 894 - - - - - Stage 2 647 - - - - - Approach WB NB SB HCM Control Delay, s 11 0 1.7 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 692 1432 - HCM Lane V/C Ratio - - 0.138 0.049 - HCM Control Delay - - 11 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0.2 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 472 172 273 278 72 190 Future Volume (veh/h) 472 172 273 278 72 190 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 530 193 307 312 81 213 Approach Volume (veh/h) 530 619 81 Crossing Volume (veh/h) 307 81 530 High Capacity (veh/h) 1088 1300 911 High v/c (veh/h) 0.49 0.48 0.09 Low Capacity (veh/h) 893 1084 735 Low v/c (veh/h) 0.59 0.57 0.11 Intersection Summary Maximum v/c High 0.49 Maximum v/c Low 0.59 Intersection Capacity Utilization 69.9% ICU Level of Service C ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 3.9 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 619 294 Demand Flow Rate, veh/h 0 634 312 Vehicles Circulating, veh/h 313 86 541 Vehicles Exiting, veh/h 407 541 313 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.1 1.4 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.494 0.506 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 226 Entry Flow, veh/h 313 321 86 1855 Cap Entry Lane, veh/h 1247 1320 897 0.943 Entry HV Adj Factor 0.981 0.971 0.942 213 Flow Entry, veh/h 307 312 81 1750 Cap Entry, veh/h 1223 1282 844 0.122 V/C Ratio 0.251 0.243 0.096 0.0 Control Delay, s/veh 5.2 4.9 5.2 A LOS A A A 0 95th %tile Queue, veh 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 85 539 2 27 33 497 291 6 2 68 641 5 Future Volume (vph) 85 539 2 27 33 497 291 6 2 68 641 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3197 1434 1504 3260 1445 1385 1204 1548 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3197 1434 1504 3260 1445 1385 1204 1548 1515 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 89 567 2 28 35 523 306 6 2 72 675 5 RTOR Reduction (vph) 0 0 1 0 0 0 117 0 65 0 0 6 Lane Group Flow (vph) 89 567 1 0 63 523 189 6 9 0 378 369 Confl. Peds. 1 1 1 1 1 Confl. Bikes 1 1 Heavy Vehicles 2% 4% 2% 0% 19% 2% 2% 20% 2% 23% 2% 20% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 8.2 24.6 32.6 7.4 23.8 53.0 8.0 8.0 29.2 29.2 Effective Green, g 8.2 25.1 32.6 7.4 24.3 53.0 8.0 8.0 29.2 29.2 Actuated g/C Ratio 0.10 0.29 0.38 0.09 0.28 0.62 0.09 0.09 0.34 0.34 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 155 936 545 129 924 893 129 112 527 516 v/s Ratio Prot 0.05 c0.18 0.00 0.04 c0.16 0.07 0.00 c0.01 c0.24 0.24 v/s Ratio Perm 0.00 0.06 v/c Ratio 0.57 0.61 0.00 0.49 0.57 0.21 0.05 0.08 0.72 0.72 Uniform Delay, d1 37.1 26.0 16.5 37.3 26.2 7.2 35.4 35.5 24.6 24.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 1.4 0.0 2.1 1.0 0.1 0.1 0.2 4.3 4.4 Delay 41.2 27.4 16.5 39.5 27.2 7.3 35.5 35.7 29.0 29.0 Level of Service D C B D C A D D C C Approach Delay 29.2 21.3 35.7 29.0 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 85.7 Sum of lost time 16.0 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 69 Future Volume (vph) 69 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.95 Adj. Flow (vph) 73 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. 1 Confl. Bikes Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 867 407 0 906 716 0 0 0 820 0 387 Future Volume (vph) 0 867 407 0 906 716 0 0 0 820 0 387 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3228 1444 3260 1426 3131 1417 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1444 3260 1426 3131 1417 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 894 420 0 934 738 0 0 0 845 0 399 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 59 Lane Group Flow (vph) 0 894 420 0 934 738 0 0 0 845 0 340 Confl. Peds. 4 4 Heavy Vehicles 0% 3% 3% 0% 2% 2% 0% 0% 0% 3% 0% 5% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 34.1 64.0 34.1 64.0 20.9 20.9 Effective Green, g 34.6 64.0 34.6 64.0 21.4 21.4 Actuated g/C Ratio 0.54 1.00 0.54 1.00 0.33 0.33 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1745 1444 1762 1426 1046 473 v/s Ratio Prot 0.28 0.29 c0.27 v/s Ratio Perm 0.29 c0.52 0.24 v/c Ratio 0.51 0.29 0.53 0.52 0.81 0.72 Uniform Delay, d1 9.3 0.0 9.5 0.0 19.4 18.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.5 0.7 1.3 4.5 4.8 Delay 10.4 0.5 10.2 1.3 24.0 23.5 Level of Service B A B A C C Approach Delay 7.3 6.3 0.0 23.8 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 867 407 0 906 716 0 0 0 820 0 387 Future Volume (veh/h) 0 867 407 0 906 716 0 0 0 820 0 387 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1709 1709 0 1723 1723 1709 0 1682 Adj Flow Rate, veh/h 0 894 0 0 934 0 845 0 399 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 5 Cap, veh/h 0 1727 0 1741 1083 0 489 Arrive On Green 0.00 0.53 0.00 0.00 0.53 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1425 Grp Volume(v), veh/h 0 894 0 0 934 0 845 0 399 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1425 Q Serve(g_s), s 0.0 11.4 0.0 0.0 12.0 0.0 15.4 0.0 16.3 Cycle Q Clear(g_c), s 0.0 11.4 0.0 0.0 12.0 0.0 15.4 0.0 16.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1727 0 1741 1083 0 489 V/C Ratio(X) 0.00 0.52 0.00 0.54 0.78 0.00 0.82 Avail Cap(c_a), veh/h 0 1727 0 1741 1184 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.71 0.00 0.00 0.63 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 9.7 0.0 0.0 9.8 0.0 18.9 0.0 19.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.6 0.0 3.0 0.0 8.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.4 0.0 0.0 3.6 0.0 5.4 0.0 5.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 10.5 0.0 0.0 10.4 0.0 21.8 0.0 27.7 LOS A B A B C A C Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 10.5 10.4 23.7 Approach LOS B B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 38.0 26.0 38.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 18.3 0.0 Green Ext Time s 0.0 3.1 0.0 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1420 231 0 1330 315 674 Future Volume (vph) 1420 231 0 1330 315 674 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3260 1374 3260 2903 1259 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3260 1374 3260 2903 1259 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1449 236 0 1357 321 688 RTOR Reduction (vph) 0 110 0 0 17 17 Lane Group Flow (vph) 1449 126 0 1357 648 327 Confl. Peds. 2 Confl. Bikes 1 Heavy Vehicles 2% 6% 0% 2% 2% 6% Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 2 8 Actuated Green, G 53.1 53.1 53.1 37.0 37.0 Effective Green, g 53.6 53.6 53.6 37.7 37.7 Actuated g/C Ratio 0.54 0.54 0.54 0.38 0.38 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1747 736 1747 1094 474 v/s Ratio Prot c0.44 0.42 0.22 v/s Ratio Perm 0.09 c0.26 v/c Ratio 0.83 0.17 0.78 0.59 0.69 Uniform Delay, d1 19.4 11.9 18.4 25.0 26.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.7 0.5 2.8 0.7 3.8 Delay 24.1 12.4 21.3 25.7 30.0 Level of Service C B C C C Approach Delay 22.5 21.3 27.2 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 23.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 100.0 Sum of lost time 8.7 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 39 78 1084 527 11 273 873 18 593 27 187 28 Future Volume (vph) 39 78 1084 527 11 273 873 18 593 27 187 28 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1641 3197 1368 1631 3218 1548 1559 1436 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1641 3197 1368 1631 3218 1548 1559 1436 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 42 84 1166 567 12 294 939 19 638 29 201 30 RTOR Reduction (vph) 0 0 0 340 0 0 1 0 0 0 155 0 Lane Group Flow (vph) 0 126 1166 227 0 306 957 0 332 335 46 30 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 1 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 10.3 39.6 39.6 14.9 44.2 22.2 22.2 22.2 5.8 Effective Green, g 10.3 40.1 40.1 14.9 44.7 22.7 22.7 22.7 6.3 Actuated g/C Ratio 0.10 0.40 0.40 0.15 0.45 0.23 0.23 0.23 0.06 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 169 1281 [PHONE REDACTED] 351 353 325 102 v/s Ratio Prot 0.08 c0.36 c0.19 0.30 0.21 c0.21 0.02 v/s Ratio Perm 0.17 0.03 v/c Ratio 0.75 0.91 0.41 1.26 0.67 0.95 0.95 0.14 0.29 Uniform Delay, d1 43.6 28.3 21.5 42.5 21.8 38.0 38.1 30.9 44.7 Progression Factor 0.95 1.16 3.34 0.78 1.60 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.9 7.4 1.4 139.2 1.4 33.9 34.4 0.1 1.2 Delay 51.5 40.0 73.4 172.4 36.3 71.9 72.4 31.0 45.9 Level of Service D D E F D E E C D Approach Delay 51.0 69.3 62.6 Approach LOS D E E Intersection Summary HCM 2000 Control Delay 58.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 77 Future Volume (vph) 30 77 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1716 1433 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1716 1433 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 32 83 RTOR Reduction (vph) 0 78 Lane Group Flow (vph) 32 5 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 5.8 5.8 Effective Green, g 6.3 6.3 Actuated g/C Ratio 0.06 0.06 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 108 90 v/s Ratio Prot c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.30 0.06 Uniform Delay, d1 44.7 44.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.2 Delay 45.9 44.3 Level of Service D D Approach Delay 44.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 14 119 1177 44 1 28 1082 38 24 35 8 58 Future Volume (vph) 14 119 1177 44 1 28 1082 38 24 35 8 58 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.99 1.00 0.97 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1549 3175 1631 3211 1630 1663 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1549 3175 1631 3211 1630 1663 1630 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 132 1308 49 1 31 1202 42 27 39 9 64 RTOR Reduction (vph) 0 0 2 0 0 0 2 0 0 8 0 0 Lane Group Flow (vph) 14 134 1355 0 0 32 1242 0 27 40 0 64 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 12.8 12.8 60.8 4.9 52.9 4.6 9.4 8.4 Effective Green, g 12.8 12.8 61.3 4.9 53.4 4.6 9.4 8.4 Actuated g/C Ratio 0.13 0.13 0.61 0.05 0.53 0.05 0.09 0.08 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 79 1714 74 156 136 v/s Ratio Prot 0.01 c0.09 c0.43 0.02 0.39 0.02 0.02 c0.04 v/s Ratio Perm v/c Ratio 0.07 0.68 0.70 0.41 0.72 0.36 0.26 0.47 Uniform Delay, d1 38.4 41.6 13.1 46.1 17.7 46.3 42.1 43.7 Progression Factor 1.18 1.23 0.62 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.3 1.3 2.5 2.7 2.2 0.6 1.9 Delay 45.2 56.6 9.5 48.6 20.4 48.5 42.7 45.5 Level of Service D E A D C D D D Approach Delay 14.0 21.1 44.8 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 25 89 Future Volume (vph) 25 89 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.88 Flt Protected 1.00 Satd. Flow (prot) 1496 Flt Permitted 1.00 Satd. Flow (perm) 1496 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 28 99 RTOR Reduction (vph) 86 0 Lane Group Flow (vph) 41 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.2 Effective Green, g 13.2 Actuated g/C Ratio 0.13 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 197 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 38.7 Progression Factor 1.00 Incremental Delay, d2 0.4 Delay 39.1 Level of Service D Approach Delay 41.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 645 387 127 685 118 290 114 109 141 209 153 Future Volume (vph) 121 645 387 127 685 118 290 114 109 141 209 153 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 126 672 403 132 714 123 302 119 114 147 218 159 RTOR Reduction (vph) 0 0 160 0 0 65 0 0 90 0 0 135 Lane Group Flow (vph) 126 672 243 132 714 58 302 119 24 147 218 24 Confl. Peds. 3 3 4 4 Confl. Bikes 2 2 3 Heavy Vehicles 2% 6% 2% 2% 6% 4% 4% 2% 2% 3% 4% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 8.1 51.2 51.2 11.7 54.8 54.8 19.6 24.0 24.0 12.7 17.1 17.1 Effective Green, g 8.6 52.2 52.2 12.2 55.8 55.8 20.1 25.0 25.0 13.2 18.1 18.1 Actuated g/C Ratio 0.07 0.44 0.44 0.10 0.47 0.47 0.17 0.21 0.21 0.11 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 118 726 624 167 776 658 270 361 300 179 256 214 v/s Ratio Prot c0.08 0.41 0.08 c0.43 c0.19 0.07 0.09 c0.13 v/s Ratio Perm 0.17 0.04 0.02 0.02 v/c Ratio 1.07 0.93 0.39 0.79 0.92 0.09 1.12 0.33 0.08 0.82 0.85 0.11 Uniform Delay, d1 55.0 31.4 22.4 52.0 29.3 17.3 49.2 39.7 37.6 51.5 48.9 43.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 102.2 17.6 0.3 21.3 16.1 0.0 90.4 0.4 0.1 24.6 22.6 0.2 Delay 157.2 49.0 22.7 73.3 45.4 17.4 139.7 40.1 37.7 76.2 71.5 43.5 Level of Service F D C E D B F D D E E D Approach Delay 51.5 45.7 95.8 64.3 Approach LOS D D F E Intersection Summary HCM 2000 Control Delay 59.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 118.6 Sum of lost time 16.0 Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 645 387 127 685 118 290 114 109 141 209 153 Future Volume (veh/h) 121 645 387 127 685 118 290 114 109 141 209 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1668 1723 1723 1668 1695 1695 1723 1723 1709 1695 1723 Adj Flow Rate, veh/h 126 672 403 132 714 123 302 119 114 147 218 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 6 2 2 6 4 4 2 2 3 4 2 Cap, veh/h 121 751 655 163 794 667 280 349 286 178 235 194 Arrive On Green 0.07 0.45 0.45 0.10 0.48 0.48 0.17 0.20 0.20 0.11 0.14 0.14 Sat Flow, veh/h 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1399 Grp Volume(v), veh/h 126 672 403 132 714 123 302 119 114 147 218 159 Grp Sat Flow(s),veh/h/ln 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1399 Q Serve(g_s), s 8.5 42.8 24.3 9.1 45.3 5.8 20.0 6.8 8.1 10.2 14.7 12.8 Cycle Q Clear(g_c), s 8.5 42.8 24.3 9.1 45.3 5.8 20.0 6.8 8.1 10.2 14.7 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 121 751 655 163 794 667 280 349 286 178 235 194 V/C Ratio(X) 1.04 0.89 0.62 0.81 0.90 0.18 1.08 0.34 0.40 0.83 0.93 0.82 Avail Cap(c_a), veh/h 121 794 693 185 859 722 280 349 286 197 235 194 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 53.5 29.2 24.1 50.9 27.7 17.4 47.7 39.5 40.0 50.3 49.2 48.3 Incr Delay (d2), s/veh 94.0 12.0 1.3 19.8 11.5 0.1 76.8 0.4 0.7 21.5 39.3 23.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 18.8 8.6 4.6 19.7 0.0 14.0 3.0 2.9 5.2 8.7 5.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 147.5 41.3 25.4 70.7 39.2 17.5 124.5 39.9 40.6 71.8 88.5 71.4 LOS F D C E D B F D D E F E Approach Vol, veh/h 1201 969 535 524 Approach Delay, s/veh 47.1 40.8 87.8 78.6 Approach LOS D D F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.5 56.0 24.0 20.0 12.5 59.0 16.6 27.4 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 12.5 54.0 19.5 15.0 8.0 58.5 13.5 21.0 Max Q Clear Time (g_c+I1), s 11.1 44.8 22.0 16.7 10.5 47.3 12.2 8.8 Green Ext Time s 0.0 3.5 0.0 0.0 0.0 6.7 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 57.1 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 216 400 260 262 355 59 266 431 115 156 800 230 Future Volume (vph) 216 400 260 262 355 59 266 431 115 156 800 230 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1554 1636 1400 1614 1595 3131 3079 1233 1583 3020 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1554 1636 1400 1614 1595 3131 3079 1233 1583 3020 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 227 421 274 276 374 62 280 454 121 164 842 242 RTOR Reduction (vph) 0 0 211 0 5 0 0 0 82 0 20 0 Lane Group Flow (vph) 227 421 63 276 431 0 280 454 39 164 1064 0 Confl. Peds. 1 10 10 1 4 1 1 4 Heavy Vehicles 7% 7% 4% 3% 8% 2% 3% 8% 18% 5% 6% 6% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 21.7 28.7 28.7 24.0 31.0 15.8 38.7 38.7 16.7 39.6 Effective Green, g 21.2 28.7 28.7 23.5 31.0 15.3 40.4 40.4 16.2 41.3 Actuated g/C Ratio 0.17 0.23 0.23 0.19 0.25 0.12 0.32 0.32 0.13 0.33 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 263 376 321 303 396 383 996 399 205 999 v/s Ratio Prot 0.15 0.26 c0.17 c0.27 c0.09 0.15 0.10 c0.35 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.86 1.12 0.20 0.91 1.09 0.73 0.46 0.10 0.80 1.06 Uniform Delay, d1 50.4 48.0 38.7 49.6 46.9 52.8 33.5 29.5 52.7 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.9 82.9 0.2 29.8 71.5 6.6 0.2 0.1 19.1 47.4 Delay 74.3 131.0 39.0 79.4 118.4 59.4 33.7 29.6 71.8 89.2 Level of Service E F D E F E C C E F Approach Delay 89.7 103.3 41.5 86.9 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 80.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 124.8 Sum of lost time 16.0 Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 216 400 260 262 355 59 266 431 115 156 800 230 Future Volume (veh/h) 216 400 260 262 355 59 266 431 115 156 800 230 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1654 1695 1709 1641 1723 1709 1641 1504 1682 1668 1668 Adj Flow Rate, veh/h 227 421 0 276 374 62 280 454 121 164 842 242 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 4 3 8 2 3 8 18 5 6 6 Cap, veh/h 249 360 296 330 55 333 1074 437 196 833 239 Arrive On Green 0.16 0.22 0.00 0.18 0.24 0.24 0.11 0.34 0.34 0.12 0.34 0.33 Sat Flow, veh/h 1576 1654 1437 1628 1370 227 3158 3118 1267 1602 2427 697 Grp Volume(v), veh/h 227 421 0 276 0 436 280 454 121 164 550 534 Grp Sat Flow(s),veh/h/ln 1576 1654 1437 1628 0 1597 1579 1559 1267 1602 1585 1540 Q Serve(g_s), s 16.9 26.0 0.0 20.0 0.0 28.8 10.4 13.4 8.3 12.0 41.0 41.0 Cycle Q Clear(g_c), s 16.9 26.0 0.0 20.0 0.0 28.8 10.4 13.4 8.3 12.0 41.0 41.0 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 249 360 296 0 [PHONE REDACTED] 437 196 544 528 V/C Ratio(X) 0.91 1.17 0.93 0.00 1.13 0.84 0.42 0.28 0.84 1.01 1.01 Avail Cap(c_a), veh/h 343 360 354 0 [PHONE REDACTED] 437 281 544 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.5 46.8 0.0 48.2 0.0 45.3 52.5 30.1 28.4 51.3 39.3 39.6 Incr Delay (d2), s/veh 21.2 102.1 0.0 27.8 0.0 86.7 4.5 0.2 0.3 12.0 41.3 42.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 20.7 0.0 10.1 0.0 20.2 4.2 4.9 2.5 5.3 21.3 20.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 70.7 148.9 0.0 76.0 0.0 132.0 57.0 30.3 28.6 63.3 80.6 81.8 LOS E F E A F E C C E F F Approach Vol, veh/h 648 [PHONE REDACTED] Approach Delay, s/veh 121.5 110.3 38.8 78.8 Approach LOS F F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 45.0 22.9 32.8 18.6 45.2 25.7 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 21.5 * 39 26.5 26.0 21.5 39.3 26.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 43.0 18.9 30.8 15.0 15.4 22.0 28.0 Green Ext Time s 0.7 0.0 0.4 0.0 0.2 5.2 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 83.4 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 204 55 19 528 669 122 Future Volume (Veh/h) 204 55 19 528 669 122 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 208 56 19 539 683 124 Pedestrians 4 2 15 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 1 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1341 751 811 vC1, stage 1 conf vol 749 vC2, stage 2 conf vol 592 vCu, unblocked vol 1341 751 811 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 44 86 98 cM capacity (veh/h) 374 408 812 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 208 56 19 539 807 Volume Left 208 0 19 0 0 Volume Right 0 56 0 0 124 cSH 374 [PHONE REDACTED] 1700 Volume to Capacity 0.56 0.14 0.02 0.32 0.47 Queue Length 95th (ft) 81 12 2 0 0 Control Delay 26.0 15.2 9.5 0.0 0.0 Lane LOS D C A Approach Delay 23.7 0.3 0.0 Approach LOS C Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 5.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 204 55 19 528 669 122 Future Vol, veh/h 204 55 19 528 669 122 Conflicting Peds, #/hr 15 2 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 3 2 Mvmt Flow 208 56 19 539 683 124 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1341 751 811 0 - 0 Stage 1 749 - - - - - Stage 2 592 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver ~ 168 411 815 - - - Stage 1 467 - - - - - Stage 2 553 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 163 409 812 - - - Mov Cap-2 Maneuver 301 - - - - - Stage 1 454 - - - - - Stage 2 551 - - - - - Approach EB NB SB HCM Control Delay, s 34.7 0.3 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 812 - 301 409 - - HCM Lane V/C Ratio 0.024 - 0.692 0.137 - - HCM Control Delay 9.5 - 40 15.2 - - HCM Lane LOS A - E C - - HCM 95th %tile Q(veh) 0.1 - 4.8 0.5 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 59 64 1 140 114 123 2 424 95 169 556 12 Future Volume (vph) 59 64 1 140 114 123 2 424 95 169 556 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 61 67 1 146 119 128 2 442 99 176 579 12 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 129 393 2 541 176 591 Volume Left (vph) 61 146 2 0 176 0 Volume Right (vph) 1 128 0 99 0 12 Hadj 0.12 -0.09 0.53 -0.09 0.53 0.04 Departure Headway 9.2 7.7 8.6 7.9 8.4 7.9 Degree Utilization, x 0.33 0.84 0.00 1.19 0.41 1.30 Capacity (veh/h) 365 393 414 460 422 462 Control Delay 16.6 39.3 10.4 130.3 16.1 175.0 Approach Delay 16.6 39.3 129.9 138.5 Approach LOS C E F F Intersection Summary Delay 106.1 Level of Service F Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 109.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 64 1 140 114 123 2 424 95 169 556 12 Future Vol, veh/h 59 64 1 140 114 123 2 424 95 169 556 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 2 Mvmt Flow 61 67 1 146 119 128 2 442 99 176 579 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 18.5 43 133.6 142.7 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 48% 37% 100% 0% Vol Thru, % 0% 82% 52% 30% 0% 98% Vol Right, % 0% 18% 1% 33% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 519 124 377 169 568 LT Vol 2 0 59 140 169 0 Through Vol 0 424 64 114 0 556 RT Vol 0 95 1 123 0 12 Lane Flow Rate 2 541 129 393 176 592 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.192 0.331 0.841 0.414 1.31 Departure Headway (Hd) 9.044 8.39 10.438 8.56 8.923 8.405 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 398 438 347 428 407 438 Service Time 6.744 6.09 8.438 6.56 6.623 6.105 HCM Lane V/C Ratio 0.005 1.235 0.372 0.918 0.432 1.352 HCM Control Delay 11.8 134.1 18.5 43 17.8 179.9 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 19.9 1.4 8.1 2 25 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 33 170 1 28 39 152 370 14 28 531 57 Future Volume (Veh/h) 49 33 170 1 28 39 152 370 14 28 531 57 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 51 34 177 1 29 41 158 385 15 29 553 59 Pedestrians 10 8 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97 vC, conflicting volume 1414 1374 596 1555 1396 400 622 408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1412 1371 568 1557 1393 400 594 408 tC, single 7.2 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage tF 3.6 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 26 70 64 97 74 94 83 97 cM capacity (veh/h) 69 113 494 37 110 [PHONE REDACTED] Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 51 211 71 558 641 Volume Left 51 0 1 158 29 Volume Right 0 177 41 15 59 cSH 69 320 [PHONE REDACTED] Volume to Capacity 0.74 0.66 0.36 0.17 0.03 Queue Length 95th (ft) 85 110 38 15 2 Control Delay 144.2 35.5 32.7 4.2 0.7 Lane LOS F E D A A Approach Delay 56.7 32.7 4.2 0.7 Approach LOS F D Intersection Summary Average Delay 13.0 Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 12.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 33 170 1 28 39 152 370 14 28 531 57 Future Vol, veh/h 49 33 170 1 28 39 152 370 14 28 531 57 Conflicting Peds, #/hr 0 0 4 4 0 0 10 0 8 8 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 7 2 5 2 2 2 2 4 2 2 2 2 Mvmt Flow 51 34 177 1 29 41 158 385 15 29 553 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1395 1375 597 1467 1397 401 622 0 0 408 0 0 Stage 1 651 651 - 717 717 - - - - - - - Stage 2 744 724 - 750 680 - - - - - - - Critical Hdwy 7.17 6.52 6.25 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.17 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.17 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.563 4.018 3.345 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 116 145 497 106 141 649 959 - - 1151 - - Stage 1 449 465 - 421 434 - - - - - - - Stage 2 399 430 - 403 451 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 69 108 490 41 105 644 950 - - 1142 - - Mov Cap-2 Maneuver 69 108 - 41 105 - - - - - - - Stage 1 350 442 - 328 339 - - - - - - - Stage 2 269 335 - 227 429 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 58.4 34.1 2.7 0.4 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 950 - - 69 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.167 - - 0.74 0.68 0.367 0.026 - - HCM Control Delay 9.5 0 - 142.8 38 34.1 8.2 0 - HCM Lane LOS A A - F E D A A - HCM 95th %tile Q(veh) 0.6 - - 3.4 4.6 1.6 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1 1 12 13 123 Future Volume (Veh/h) 84 1 1 12 13 123 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 99 1 1 14 15 145 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 104 88 160 vC1, stage 1 conf vol 88 vC2, stage 2 conf vol 16 vCu, unblocked vol 104 88 160 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 89 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 100 1 14 160 Volume Left 99 1 0 0 Volume Right 1 0 0 145 cSH 910 1419 1700 1700 Volume to Capacity 0.11 0.00 0.01 0.09 Queue Length 95th (ft) 9 0 0 0 Control Delay 9.4 7.5 0.0 0.0 Lane LOS A A Approach Delay 9.4 0.5 0.0 Approach LOS A Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 20.8% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 84 1 1 12 13 123 Future Vol, veh/h 84 1 1 12 13 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 99 1 1 14 15 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 104 88 160 0 - 0 Stage 1 88 - - - - - Stage 2 16 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 935 - - - - - Stage 2 1007 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 843 - - - - - Stage 1 934 - - - - - Stage 2 1007 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1419 - 844 - - HCM Lane V/C Ratio 0.001 - 0.118 - - HCM Control Delay 7.5 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.4 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 0 0 0 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 100 100 100 cM capacity (veh/h) 978 1034 1513 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver 977 1033 1511 - - - Stage 1 977 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 977 1033 1511 - - - Mov Cap-2 Maneuver 892 - - - - - Stage 1 977 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1511 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 1023 1085 1623 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 1022 1084 1622 - - - Stage 1 1022 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1022 1084 1622 - - - Mov Cap-2 Maneuver 1022 - - - - - Stage 1 1022 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1622 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 74 0 0 0 0 91 0 0 0 Future Volume (vph) 0 0 0 74 0 0 0 0 91 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 87 0 0 0 0 107 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 87 107 0 Volume Left (vph) 0 87 0 0 Volume Right (vph) 0 0 107 0 Hadj 0.00 0.30 -0.57 0.00 Departure Headway 4.2 4.4 3.5 4.2 Degree Utilization, x 0.00 0.11 0.11 0.00 Capacity (veh/h) 836 796 984 838 Control Delay 7.2 7.9 7.0 7.2 Approach Delay 0.0 7.9 7.0 0.0 Approach LOS A A A A Intersection Summary Delay 7.4 Level of Service A Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 74 0 0 0 0 91 0 0 0 Future Vol, veh/h 0 0 0 74 0 0 0 0 91 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 0 0 0 87 0 0 0 0 107 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 7.9 7.1 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 91 0 74 0 LT Vol 0 0 74 0 Through Vol 0 0 0 0 RT Vol 91 0 0 0 Lane Flow Rate 107 0 87 0 Geometry Grp 1 1 1 1 Degree of Util 0.108 0 0.106 0 Departure Headway (Hd) 3.621 4.206 4.389 4.185 Convergence, Y/N Yes Yes Yes Yes Cap 981 0 817 0 Service Time 1.678 2.257 2.415 2.255 HCM Lane V/C Ratio 0.109 0 0.106 0 HCM Control Delay 7.1 7.3 7.9 7.3 HCM Lane LOS A N A N HCM 95th-tile Q 0.4 0 0.4 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 6 89 74 21 13 3 Future Volume (Veh/h) 6 89 74 21 13 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 7 103 86 24 15 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 110 215 98 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 110 215 98 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 98 100 cM capacity (veh/h) 1432 752 936 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 110 110 18 Volume Left 7 0 15 Volume Right 0 24 3 cSH 1432 1700 778 Volume to Capacity 0.00 0.06 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.5 0.0 9.7 Lane LOS A A Approach Delay 0.5 0.0 9.7 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 20.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 89 74 21 13 3 Future Vol, veh/h 6 89 74 21 13 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 7 103 86 24 15 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 110 0 - 0 215 98 Stage 1 - - - - 98 - Stage 2 - - - - 117 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1432 - - - 756 936 Stage 1 - - - - 906 - Stage 2 - - - - 889 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1432 - - - 752 936 Mov Cap-2 Maneuver - - - - 752 - Stage 1 - - - - 901 - Stage 2 - - - - 889 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1432 - - - 781 HCM Lane V/C Ratio 0.005 - - - 0.024 HCM Control Delay 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 82 80 78 54 84 8 74 137 47 4 153 114 Future Volume (vph) 82 80 78 54 84 8 74 137 47 4 153 114 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 95 93 91 63 98 9 86 159 55 5 178 133 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 95 184 63 107 245 55 183 133 Volume Left (vph) 95 0 63 0 86 0 5 0 Volume Right (vph) 0 91 0 9 0 55 0 133 Hadj 0.67 -0.31 0.53 -0.02 0.21 -0.67 0.06 -0.61 Departure Headway 7.1 6.1 7.2 6.6 6.5 5.6 6.3 5.7 Degree Utilization, x 0.19 0.31 0.13 0.20 0.44 0.09 0.32 0.21 Capacity (veh/h) 475 552 467 507 524 604 539 600 Control Delay 10.6 10.7 10.0 10.0 13.3 7.9 11.1 8.9 Approach Delay 10.7 10.0 12.3 10.2 Approach LOS B A B B Intersection Summary Delay 10.9 Level of Service B Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 12.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 80 78 54 84 8 74 137 47 4 153 114 Future Vol, veh/h 82 80 78 54 84 8 74 137 47 4 153 114 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 10 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 95 93 91 63 98 9 86 159 55 5 178 133 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.9 11.3 13.7 11.4 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 35% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 65% 0% 0% 51% 0% 91% 97% 0% Vol Right, % 0% 100% 0% 49% 0% 9% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 211 47 82 158 54 92 157 114 LT Vol 74 0 82 0 54 0 4 0 Through Vol 137 0 0 80 0 84 153 0 RT Vol 0 47 0 78 0 8 0 114 Lane Flow Rate 245 55 95 184 63 107 183 133 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.451 0.087 0.193 0.32 0.128 0.201 0.328 0.212 Departure Headway (Hd) 6.614 5.724 7.278 6.279 7.337 6.765 6.459 5.752 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 542 622 491 570 486 527 553 620 Service Time 4.388 3.498 5.055 4.056 5.123 4.55 4.234 3.527 HCM Lane V/C Ratio 0.452 0.088 0.193 0.323 0.13 0.203 0.331 0.215 HCM Control Delay 14.8 9 11.8 12 11.2 11.3 12.4 10.1 HCM Lane LOS B A B B B B B B HCM 95th-tile Q 2.3 0.3 0.7 1.4 0.4 0.7 1.4 0.8 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 62 133 30 68 241 Future Volume (Veh/h) 31 62 133 30 68 241 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 36 72 155 35 79 280 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 610 172 190 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 610 172 190 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 92 92 94 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 108 190 359 Volume Left 36 0 79 Volume Right 72 35 0 cSH 648 1700 1384 Volume to Capacity 0.17 0.11 0.06 Queue Length 95th (ft) 15 0 5 Control Delay 11.7 0.0 2.1 Lane LOS B A Approach Delay 11.7 0.0 2.1 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/03/2022 Weisz Propery 11 Report Pre-Development - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 31 62 133 30 68 241 Future Vol, veh/h 31 62 133 30 68 241 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 4 2 2 2 2 Mvmt Flow 36 72 155 35 79 280 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 611 173 0 0 190 0 Stage 1 173 - - - - - Stage 2 438 - - - - - Critical Hdwy 6.42 6.24 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 - - 2.218 - Pot Cap-1 Maneuver 457 865 - - 1384 - Stage 1 857 - - - - - Stage 2 651 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 426 865 - - 1384 - Mov Cap-2 Maneuver 426 - - - - - Stage 1 857 - - - - - Stage 2 607 - - - - - Approach WB NB SB HCM Control Delay, s 11.7 0 1.7 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 644 1384 - HCM Lane V/C Ratio - - 0.168 0.057 - HCM Control Delay - - 11.7 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.6 0.2 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 484 172 277 286 72 196 Future Volume (veh/h) 484 172 277 286 72 196 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 544 193 311 321 81 220 Approach Volume (veh/h) 544 632 81 Crossing Volume (veh/h) 311 81 544 High Capacity (veh/h) 1085 1300 901 High v/c (veh/h) 0.50 0.49 0.09 Low Capacity (veh/h) 890 1084 726 Low v/c (veh/h) 0.61 0.58 0.11 Intersection Summary Maximum v/c High 0.50 Maximum v/c Low 0.61 Intersection Capacity Utilization 71.3% ICU Level of Service C ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 3.9 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 632 301 Demand Flow Rate, veh/h 0 648 319 Vehicles Circulating, veh/h 317 86 555 Vehicles Exiting, veh/h 417 555 317 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.1 1.4 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.489 0.511 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 233 Entry Flow, veh/h 317 331 86 1855 Cap Entry Lane, veh/h 1247 1320 886 0.943 Entry HV Adj Factor 0.981 0.971 0.942 220 Flow Entry, veh/h 311 321 81 1750 Cap Entry, veh/h 1224 1282 834 0.126 V/C Ratio 0.254 0.251 0.097 0.0 Control Delay, s/veh 5.2 5.0 5.3 A LOS A A A 0 95th %tile Queue, veh 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 85 556 2 27 33 509 291 6 2 68 641 5 Future Volume (vph) 85 556 2 27 33 509 291 6 2 68 641 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3197 1434 1504 3260 1444 1385 1204 1548 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3197 1434 1504 3260 1444 1385 1204 1548 1515 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 89 585 2 28 35 536 306 6 2 72 675 5 RTOR Reduction (vph) 0 0 1 0 0 0 116 0 65 0 0 6 Lane Group Flow (vph) 89 585 1 0 63 536 190 6 9 0 378 369 Confl. Peds. 1 1 1 1 1 Confl. Bikes 1 1 Heavy Vehicles 2% 4% 2% 0% 19% 2% 2% 20% 2% 23% 2% 20% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 8.2 25.0 33.0 7.4 24.2 53.6 8.0 8.0 29.4 29.4 Effective Green, g 8.2 25.5 33.0 7.4 24.7 53.6 8.0 8.0 29.4 29.4 Actuated g/C Ratio 0.10 0.30 0.38 0.09 0.29 0.62 0.09 0.09 0.34 0.34 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 154 944 548 128 933 896 128 111 527 516 v/s Ratio Prot 0.05 c0.18 0.00 0.04 c0.16 0.07 0.00 c0.01 c0.24 0.24 v/s Ratio Perm 0.00 0.06 v/c Ratio 0.58 0.62 0.00 0.49 0.57 0.21 0.05 0.08 0.72 0.72 Uniform Delay, d1 37.4 26.2 16.5 37.7 26.3 7.1 35.7 35.8 24.8 24.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 1.5 0.0 2.2 1.1 0.1 0.1 0.2 4.3 4.4 Delay 41.7 27.7 16.5 39.8 27.4 7.2 35.8 36.0 29.1 29.2 Level of Service D C B D C A D D C C Approach Delay 29.5 21.4 36.0 29.2 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length 86.3 Sum of lost time 16.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 69 Future Volume (vph) 69 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.95 Adj. Flow (vph) 73 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. 1 Confl. Bikes Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 884 407 0 918 749 0 0 0 857 0 387 Future Volume (vph) 0 884 407 0 918 749 0 0 0 857 0 387 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3228 1444 3260 1426 3131 1417 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1444 3260 1426 3131 1417 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 911 420 0 946 772 0 0 0 884 0 399 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 57 Lane Group Flow (vph) 0 911 420 0 946 772 0 0 0 884 0 342 Confl. Peds. 4 4 Heavy Vehicles 0% 3% 3% 0% 2% 2% 0% 0% 0% 3% 0% 5% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 33.8 64.0 33.8 64.0 21.2 21.2 Effective Green, g 34.3 64.0 34.3 64.0 21.7 21.7 Actuated g/C Ratio 0.54 1.00 0.54 1.00 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1730 1444 1747 1426 1061 480 v/s Ratio Prot 0.28 0.29 c0.28 v/s Ratio Perm 0.29 c0.54 0.24 v/c Ratio 0.53 0.29 0.54 0.54 0.83 0.71 Uniform Delay, d1 9.6 0.0 9.7 0.0 19.5 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.5 0.8 1.5 5.6 4.6 Delay 10.8 0.5 10.5 1.5 25.1 23.1 Level of Service B A B A C C Approach Delay 7.5 6.4 0.0 24.5 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 884 407 0 918 749 0 0 0 857 0 387 Future Volume (veh/h) 0 884 407 0 918 749 0 0 0 857 0 387 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1709 1709 0 1723 1723 1709 0 1682 Adj Flow Rate, veh/h 0 911 0 0 946 0 884 0 399 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 5 Cap, veh/h 0 1724 0 1738 1086 0 490 Arrive On Green 0.00 0.53 0.00 0.00 0.53 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1425 Grp Volume(v), veh/h 0 911 0 0 946 0 884 0 399 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1425 Q Serve(g_s), s 0.0 11.7 0.0 0.0 12.2 0.0 16.3 0.0 16.3 Cycle Q Clear(g_c), s 0.0 11.7 0.0 0.0 12.2 0.0 16.3 0.0 16.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1724 0 1738 1086 0 490 V/C Ratio(X) 0.00 0.53 0.00 0.54 0.81 0.00 0.81 Avail Cap(c_a), veh/h 0 1724 0 1738 1184 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.71 0.00 0.00 0.59 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 9.8 0.0 0.0 9.9 0.0 19.1 0.0 19.1 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.6 0.0 4.0 0.0 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.5 0.0 0.0 3.6 0.0 5.8 0.0 5.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 10.6 0.0 0.0 10.5 0.0 23.1 0.0 27.5 LOS A B A B C A C Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 10.6 10.5 24.5 Approach LOS B B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 38.0 26.0 38.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 18.3 0.0 Green Ext Time s 0.0 3.2 0.0 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1474 231 0 1376 315 719 Future Volume (vph) 1474 231 0 1376 315 719 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3260 1374 3260 2895 1259 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3260 1374 3260 2895 1259 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1504 236 0 1404 321 734 RTOR Reduction (vph) 0 110 0 0 15 15 Lane Group Flow (vph) 1504 126 0 1404 673 352 Confl. Peds. 2 Confl. Bikes 1 Heavy Vehicles 2% 6% 0% 2% 2% 6% Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 2 8 Actuated Green, G 53.1 53.1 53.1 37.0 37.0 Effective Green, g 53.6 53.6 53.6 37.7 37.7 Actuated g/C Ratio 0.54 0.54 0.54 0.38 0.38 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1747 736 1747 1091 474 v/s Ratio Prot c0.46 0.43 0.23 v/s Ratio Perm 0.09 c0.28 v/c Ratio 0.86 0.17 0.80 0.62 0.74 Uniform Delay, d1 20.0 11.9 18.9 25.3 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 0.5 3.3 0.9 5.9 Delay 25.8 12.4 22.2 26.2 32.8 Level of Service C B C C C Approach Delay 24.0 22.2 28.5 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 100.0 Sum of lost time 8.7 Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 39 78 1084 626 14 279 873 18 666 27 191 28 Future Volume (vph) 39 78 1084 626 14 279 873 18 666 27 191 28 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1641 3197 1368 1631 3218 1548 1558 1436 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1641 3197 1368 1631 3218 1548 1558 1436 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 42 84 1166 673 15 300 939 19 716 29 205 30 RTOR Reduction (vph) 0 0 0 403 0 0 1 0 0 0 155 0 Lane Group Flow (vph) 0 126 1166 270 0 315 957 0 372 373 50 30 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 1 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 10.3 39.6 39.6 13.0 42.3 24.1 24.1 24.1 5.8 Effective Green, g 10.3 40.1 40.1 13.0 42.8 24.6 24.6 24.6 6.3 Actuated g/C Ratio 0.10 0.40 0.40 0.13 0.43 0.25 0.25 0.25 0.06 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 169 1281 [PHONE REDACTED] 380 383 353 102 v/s Ratio Prot 0.08 c0.36 c0.19 c0.30 c0.24 0.24 0.02 v/s Ratio Perm 0.20 0.04 v/c Ratio 0.75 0.91 0.49 1.49 0.69 0.98 0.97 0.14 0.29 Uniform Delay, d1 43.6 28.3 22.4 43.5 23.3 37.4 37.4 29.5 44.7 Progression Factor 0.96 1.18 3.38 0.79 1.58 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.3 6.9 1.8 236.4 1.8 40.1 38.8 0.1 1.2 Delay 51.0 40.2 77.4 270.6 38.6 77.5 76.2 29.6 45.9 Level of Service D D E F D E E C D Approach Delay 53.6 96.1 66.7 Approach LOS D F E Intersection Summary HCM 2000 Control Delay 68.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 77 Future Volume (vph) 30 77 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1716 1433 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1716 1433 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 32 83 RTOR Reduction (vph) 0 78 Lane Group Flow (vph) 32 5 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 5.8 5.8 Effective Green, g 6.3 6.3 Actuated g/C Ratio 0.06 0.06 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 108 90 v/s Ratio Prot c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.30 0.06 Uniform Delay, d1 44.7 44.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.2 Delay 45.9 44.3 Level of Service D D Approach Delay 44.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 11 119 1181 44 1 28 1088 38 24 35 8 58 Future Volume (vph) 11 119 1181 44 1 28 1088 38 24 35 8 58 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.99 1.00 0.97 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1549 3175 1631 3211 1630 1663 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1549 3175 1631 3211 1630 1663 1630 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 12 132 1312 49 1 31 1209 42 27 39 9 64 RTOR Reduction (vph) 0 0 2 0 0 0 2 0 0 8 0 0 Lane Group Flow (vph) 11 133 1359 0 0 32 1249 0 27 40 0 64 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 12.7 12.7 60.8 4.9 53.0 4.6 9.4 8.4 Effective Green, g 12.7 12.7 61.3 4.9 53.5 4.6 9.4 8.4 Actuated g/C Ratio 0.13 0.13 0.61 0.05 0.54 0.05 0.09 0.08 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 79 1717 74 156 136 v/s Ratio Prot 0.01 c0.09 c0.43 0.02 0.39 0.02 0.02 c0.04 v/s Ratio Perm v/c Ratio 0.06 0.68 0.70 0.41 0.73 0.36 0.26 0.47 Uniform Delay, d1 38.4 41.7 13.1 46.1 17.7 46.3 42.1 43.7 Progression Factor 1.18 1.23 0.62 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.4 1.4 2.5 2.7 2.2 0.6 1.9 Delay 45.2 56.7 9.5 48.6 20.4 48.5 42.7 45.5 Level of Service D E A D C D D D Approach Delay 14.0 21.1 44.8 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 19.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 25 89 Future Volume (vph) 25 89 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.88 Flt Protected 1.00 Satd. Flow (prot) 1496 Flt Permitted 1.00 Satd. Flow (perm) 1496 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 28 99 RTOR Reduction (vph) 86 0 Lane Group Flow (vph) 41 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.2 Effective Green, g 13.2 Actuated g/C Ratio 0.13 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 197 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 38.7 Progression Factor 1.00 Incremental Delay, d2 0.4 Delay 39.1 Level of Service D Approach Delay 41.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 649 387 133 691 118 290 118 113 141 215 153 Future Volume (vph) 121 649 387 133 691 118 290 118 113 141 215 153 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 126 676 403 139 720 123 302 123 118 147 224 159 RTOR Reduction (vph) 0 0 159 0 0 65 0 0 93 0 0 135 Lane Group Flow (vph) 126 676 244 139 720 58 302 123 25 147 224 24 Confl. Peds. 3 3 4 4 Confl. Bikes 2 2 3 Heavy Vehicles 2% 6% 2% 2% 6% 4% 4% 2% 2% 3% 4% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 8.0 51.4 51.4 11.9 55.3 55.3 19.6 24.0 24.0 12.7 17.1 17.1 Effective Green, g 8.5 52.4 52.4 12.4 56.3 56.3 20.1 25.0 25.0 13.2 18.1 18.1 Actuated g/C Ratio 0.07 0.44 0.44 0.10 0.47 0.47 0.17 0.21 0.21 0.11 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 116 726 624 169 781 661 270 360 299 179 255 213 v/s Ratio Prot c0.08 0.41 0.09 c0.44 c0.19 0.07 0.09 c0.13 v/s Ratio Perm 0.17 0.04 0.02 0.02 v/c Ratio 1.09 0.93 0.39 0.82 0.92 0.09 1.12 0.34 0.08 0.82 0.88 0.11 Uniform Delay, d1 55.2 31.6 22.5 52.2 29.3 17.2 49.5 40.0 37.8 51.7 49.4 43.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 108.6 18.6 0.3 25.9 16.2 0.0 90.4 0.4 0.1 24.6 26.9 0.2 Delay 163.9 50.2 22.8 78.2 45.5 17.3 139.9 40.4 37.9 76.4 76.3 43.7 Level of Service F D C E D B F D D E E D Approach Delay 52.9 46.6 95.2 66.5 Approach LOS D D F E Intersection Summary HCM 2000 Control Delay 60.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 119.0 Sum of lost time 16.0 Intersection Capacity Utilization 91.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 649 387 133 691 118 290 118 113 141 215 153 Future Volume (veh/h) 121 649 387 133 691 118 290 118 113 141 215 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1668 1723 1723 1668 1695 1695 1723 1723 1709 1695 1723 Adj Flow Rate, veh/h 126 676 403 139 720 123 302 123 118 147 224 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 6 2 2 6 4 4 2 2 3 4 2 Cap, veh/h 120 747 651 170 797 670 279 347 284 178 234 193 Arrive On Green 0.07 0.45 0.45 0.10 0.48 0.48 0.17 0.20 0.20 0.11 0.14 0.14 Sat Flow, veh/h 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Grp Volume(v), veh/h 126 676 403 139 720 123 302 123 118 147 224 159 Grp Sat Flow(s),veh/h/ln 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Q Serve(g_s), s 8.5 43.6 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Cycle Q Clear(g_c), s 8.5 43.6 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 120 747 651 170 797 670 279 347 284 178 234 193 V/C Ratio(X) 1.05 0.91 0.62 0.82 0.90 0.18 1.08 0.35 0.42 0.83 0.96 0.82 Avail Cap(c_a), veh/h 120 792 690 184 856 719 279 347 284 197 234 193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 53.7 29.7 24.5 50.9 27.8 17.3 47.9 39.8 40.3 50.5 49.6 48.6 Incr Delay (d2), s/veh 95.2 13.3 1.3 22.0 12.1 0.1 78.1 0.5 0.7 21.7 46.6 23.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 19.4 8.7 4.9 20.0 0.0 14.1 3.1 3.0 5.2 9.4 5.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 148.9 43.0 25.8 72.8 39.8 17.4 126.0 40.3 41.1 72.2 96.2 72.2 LOS F D C E D B F D D E F E Approach Vol, veh/h 1205 982 543 530 Approach Delay, s/veh 48.3 41.7 88.1 82.3 Approach LOS D D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 55.9 24.0 20.0 12.5 59.4 16.7 27.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 12.5 54.0 19.5 15.0 8.0 58.5 13.5 21.0 Max Q Clear Time (g_c+I1), s 11.6 45.6 22.0 17.2 10.5 47.9 12.2 9.1 Green Ext Time s 0.0 3.4 0.0 0.0 0.0 6.5 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 58.5 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 218 402 260 262 358 59 266 431 115 156 800 233 Future Volume (vph) 218 402 260 262 358 59 266 431 115 156 800 233 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 229 423 274 276 377 62 280 454 121 164 842 245 RTOR Reduction (vph) 0 0 211 0 5 0 0 0 82 0 20 0 Lane Group Flow (vph) 229 423 63 276 434 0 280 454 39 164 1067 0 Confl. Peds. 1 10 10 1 4 1 1 4 Heavy Vehicles 7% 7% 4% 3% 8% 2% 3% 8% 18% 5% 6% 6% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 21.8 28.7 28.7 24.0 30.9 15.8 38.7 38.7 16.7 39.6 Effective Green, g 21.3 28.7 28.7 23.5 30.9 15.3 40.4 40.4 16.2 41.3 Actuated g/C Ratio 0.17 0.23 0.23 0.19 0.25 0.12 0.32 0.32 0.13 0.33 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 265 376 321 303 395 383 996 399 205 999 v/s Ratio Prot 0.15 0.26 c0.17 c0.27 c0.09 0.15 0.10 c0.35 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.86 1.12 0.20 0.91 1.10 0.73 0.46 0.10 0.80 1.07 Uniform Delay, d1 50.3 48.0 38.7 49.6 47.0 52.8 33.5 29.5 52.7 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.9 84.8 0.2 29.8 75.0 6.6 0.2 0.1 19.1 48.5 Delay 74.2 132.9 39.0 79.4 122.0 59.4 33.7 29.6 71.8 90.2 Level of Service E F D E F E C C E F Approach Delay 90.6 105.6 41.5 87.8 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 81.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 124.8 Sum of lost time 16.0 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 218 402 260 262 358 59 266 431 115 156 800 233 Future Volume (veh/h) 218 402 260 262 358 59 266 431 115 156 800 233 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1654 1695 1709 1641 1723 1709 1641 1504 1682 1668 1668 Adj Flow Rate, veh/h 229 423 0 276 377 62 280 454 121 164 842 245 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 4 3 8 2 3 8 18 5 6 6 Cap, veh/h 251 360 296 329 54 333 1074 437 196 830 241 Arrive On Green 0.16 0.22 0.00 0.18 0.24 0.24 0.11 0.34 0.34 0.12 0.34 0.33 Sat Flow, veh/h 1576 1654 1437 1628 1371 226 3158 3118 1267 1602 2420 704 Grp Volume(v), veh/h 229 423 0 276 0 439 280 454 121 164 551 536 Grp Sat Flow(s),veh/h/ln 1576 1654 1437 1628 0 1597 1579 1559 1267 1602 1585 1538 Q Serve(g_s), s 17.1 26.0 0.0 20.0 0.0 28.7 10.4 13.4 8.3 12.0 41.0 41.0 Cycle Q Clear(g_c), s 17.1 26.0 0.0 20.0 0.0 28.7 10.4 13.4 8.3 12.0 41.0 41.0 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 251 360 296 0 [PHONE REDACTED] 437 196 544 528 V/C Ratio(X) 0.91 1.18 0.93 0.00 1.15 0.84 0.42 0.28 0.84 1.01 1.02 Avail Cap(c_a), veh/h 343 360 354 0 [PHONE REDACTED] 437 281 544 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.4 46.8 0.0 48.2 0.0 45.4 52.5 30.1 28.4 51.3 39.3 39.6 Incr Delay (d2), s/veh 21.5 104.2 0.0 27.8 0.0 91.7 4.5 0.2 0.3 12.0 42.1 43.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 20.9 0.0 10.1 0.0 20.7 4.2 4.9 2.5 5.3 21.5 21.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 71.0 151.0 0.0 76.0 0.0 137.1 57.0 30.3 28.6 63.3 81.4 82.6 LOS E F E A F E C C E F F Approach Vol, veh/h 652 [PHONE REDACTED] Approach Delay, s/veh 122.9 113.5 38.8 79.6 Approach LOS F F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 45.0 23.0 32.7 18.6 45.2 25.7 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 21.5 * 39 26.5 26.0 21.5 39.3 26.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 43.0 19.1 30.7 15.0 15.4 22.0 28.0 Green Ext Time s 0.7 0.0 0.4 0.0 0.2 5.2 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 84.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 204 55 19 605 774 122 Future Volume (Veh/h) 204 55 19 605 774 122 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 208 56 19 617 790 124 Pedestrians 4 2 15 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 1 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1526 858 918 vC1, stage 1 conf vol 856 vC2, stage 2 conf vol 670 vCu, unblocked vol 1526 858 918 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 37 84 97 cM capacity (veh/h) 331 354 740 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 208 56 19 617 914 Volume Left 208 0 19 0 0 Volume Right 0 56 0 0 124 cSH 331 [PHONE REDACTED] 1700 Volume to Capacity 0.63 0.16 0.03 0.36 0.54 Queue Length 95th (ft) 101 14 2 0 0 Control Delay 32.7 17.1 10.0 0.0 0.0 Lane LOS D C A Approach Delay 29.4 0.3 0.0 Approach LOS D Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 7.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 204 55 19 605 774 122 Future Vol, veh/h 204 55 19 605 774 122 Conflicting Peds, #/hr 15 2 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 3 2 Mvmt Flow 208 56 19 617 790 124 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1526 858 918 0 - 0 Stage 1 856 - - - - - Stage 2 670 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver ~ 130 357 743 - - - Stage 1 416 - - - - - Stage 2 509 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 126 355 740 - - - Mov Cap-2 Maneuver 262 - - - - - Stage 1 404 - - - - - Stage 2 507 - - - - - Approach EB NB SB HCM Control Delay, s 48.1 0.3 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 740 - 262 355 - - HCM Lane V/C Ratio 0.026 - 0.795 0.158 - - HCM Control Delay 10 - 56.5 17 - - HCM Lane LOS A - F C - - HCM 95th %tile Q(veh) 0.1 - 6.1 0.6 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 59 64 1 161 114 123 2 501 110 169 661 12 Future Volume (vph) 59 64 1 161 114 123 2 501 110 169 661 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 61 67 1 168 119 128 2 522 115 176 689 12 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 129 415 2 637 176 701 Volume Left (vph) 61 168 2 0 176 0 Volume Right (vph) 1 128 0 115 0 12 Hadj 0.12 -0.07 0.53 -0.09 0.53 0.04 Departure Headway 9.3 7.7 8.7 8.0 8.6 8.1 Degree Utilization, x 0.33 0.89 0.00 1.42 0.42 1.57 Capacity (veh/h) 363 462 409 460 416 450 Control Delay 16.9 46.5 10.5 223.1 16.4 287.5 Approach Delay 16.9 46.5 222.4 233.1 Approach LOS C E F F Intersection Summary Delay 178.6 Level of Service F Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 180.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 64 1 161 114 123 2 501 110 169 661 12 Future Vol, veh/h 59 64 1 161 114 123 2 501 110 169 661 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 2 Mvmt Flow 61 67 1 168 119 128 2 522 115 176 689 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 20.3 53.6 222.1 233.3 HCM LOS C F F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 48% 40% 100% 0% Vol Thru, % 0% 82% 52% 29% 0% 98% Vol Right, % 0% 18% 1% 31% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 611 124 398 169 673 LT Vol 2 0 59 161 169 0 Through Vol 0 501 64 114 0 661 RT Vol 0 110 1 123 0 12 Lane Flow Rate 2 636 129 415 176 701 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.411 0.336 0.893 0.417 1.562 Departure Headway (Hd) 9.42 8.765 11.556 9.208 9.407 8.888 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 382 420 314 398 386 414 Service Time 7.12 6.465 9.556 7.208 7.107 6.588 HCM Lane V/C Ratio 0.005 1.514 0.411 1.043 0.456 1.693 HCM Control Delay 12.2 222.8 20.3 53.6 18.7 287.2 HCM Lane LOS B F C F C F HCM 95th-tile Q 0 28.7 1.4 9.1 2 35.2 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 36 173 1 33 39 157 370 14 28 531 69 Future Volume (Veh/h) 57 36 173 1 33 39 157 370 14 28 531 69 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 59 38 180 1 34 41 164 385 15 29 553 72 Pedestrians 10 8 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1436 1393 603 1578 1422 400 635 408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1433 1389 568 1582 1418 400 601 408 tC, single 7.2 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage tF 3.6 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 4 65 63 97 67 94 82 97 cM capacity (veh/h) 61 108 491 33 104 [PHONE REDACTED] Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 59 218 76 564 654 Volume Left 59 0 1 164 29 Volume Right 0 180 41 15 72 cSH 61 304 [PHONE REDACTED] Volume to Capacity 0.96 0.72 0.42 0.18 0.03 Queue Length 95th (ft) 114 129 48 16 2 Control Delay 214.0 42.0 38.8 4.4 0.7 Lane LOS F E E A A Approach Delay 78.7 38.8 4.4 0.7 Approach LOS F E Intersection Summary Average Delay 17.6 Intersection Capacity Utilization 92.2% ICU Level of Service F Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 17.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 36 173 1 33 39 157 370 14 28 531 69 Future Vol, veh/h 57 36 173 1 33 39 157 370 14 28 531 69 Conflicting Peds, #/hr 0 0 4 4 0 0 10 0 8 8 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 7 2 5 2 2 2 2 4 2 2 2 2 Mvmt Flow 59 38 180 1 34 41 164 385 15 29 553 72 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1415 1393 603 1489 1422 401 635 0 0 408 0 0 Stage 1 657 657 - 729 729 - - - - - - - Stage 2 758 736 - 760 693 - - - - - - - Critical Hdwy 7.17 6.52 6.25 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.17 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.17 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.563 4.018 3.345 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 112 142 493 102 136 649 948 - - 1151 - - Stage 1 446 462 - 414 428 - - - - - - - Stage 2 392 425 - 398 445 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 62 104 486 37 99 644 939 - - 1142 - - Mov Cap-2 Maneuver 62 104 - 37 99 - - - - - - - Stage 1 343 439 - 318 329 - - - - - - - Stage 2 255 327 - 219 423 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 79.9 41.2 2.8 0.4 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - 62 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.174 - - 0.958 0.731 0.44 0.026 - - HCM Control Delay 9.6 0 - 212 43.9 41.2 8.2 0 - HCM Lane LOS A A - F E E A A - HCM 95th %tile Q(veh) 0.6 - - 4.6 5.3 2 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1 1 106 139 123 Future Volume (Veh/h) 84 1 1 106 139 123 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 99 1 1 125 164 145 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 364 236 309 vC1, stage 1 conf vol 236 vC2, stage 2 conf vol 127 vCu, unblocked vol 364 236 309 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 87 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 100 1 125 309 Volume Left 99 1 0 0 Volume Right 1 0 0 145 cSH 752 1252 1700 1700 Volume to Capacity 0.13 0.00 0.07 0.18 Queue Length 95th (ft) 11 0 0 0 Control Delay 10.5 7.9 0.0 0.0 Lane LOS B A Approach Delay 10.5 0.1 0.0 Approach LOS B Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 84 1 1 106 139 123 Future Vol, veh/h 84 1 1 106 139 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 99 1 1 125 164 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 364 237 309 0 - 0 Stage 1 237 - - - - - Stage 2 127 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 802 - - - - - Stage 2 899 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 672 - - - - - Stage 1 801 - - - - - Stage 2 899 - - - - - Approach EB NB SB HCM Control Delay, s 11.3 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1252 - 673 - - HCM Lane V/C Ratio 0.001 - 0.149 - - HCM Control Delay 7.9 - 11.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.5 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 15 0 0 79 110 18 Future Volume (Veh/h) 15 0 0 79 110 18 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 18 0 0 93 129 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 232 140 150 vC1, stage 1 conf vol 140 vC2, stage 2 conf vol 93 vCu, unblocked vol 232 140 150 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 98 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 18 93 150 Volume Left 18 0 0 Volume Right 0 0 21 cSH 795 1328 1700 Volume to Capacity 0.02 0.00 0.09 Queue Length 95th (ft) 2 0 0 Control Delay 9.6 0.0 0.0 Lane LOS A Approach Delay 9.6 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 17.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 0 0 79 110 18 Future Vol, veh/h 15 0 0 79 110 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 18 0 0 93 129 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 233 140 150 0 - 0 Stage 1 140 - - - - - Stage 2 93 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 844 - - - - - Stage 2 887 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 721 - - - - - Stage 1 844 - - - - - Stage 2 887 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1328 - 721 - - HCM Lane V/C Ratio - - 0.024 - - HCM Control Delay 0 - 10.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 0 0 0 110 Future Volume (Veh/h) 79 0 0 0 0 110 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 93 0 0 0 0 129 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 64 129 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 64 129 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 90 100 100 cM capacity (veh/h) 941 1000 1457 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 93 0 129 Volume Left 93 0 0 Volume Right 0 0 129 cSH 941 1700 1700 Volume to Capacity 0.10 0.00 0.08 Queue Length 95th (ft) 8 0 0 Control Delay 9.2 0.0 0.0 Lane LOS A Approach Delay 9.2 0.0 0.0 Approach LOS A Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 18.8% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 79 0 0 0 0 110 Future Vol, veh/h 79 0 0 0 0 110 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 93 0 0 0 0 129 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 65 65 129 0 - 0 Stage 1 65 - - - - - Stage 2 0 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 958 - - - - - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 941 - - - - - Stage 1 958 - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 9.2 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1457 - 941 - - HCM Lane V/C Ratio - - 0.099 - - HCM Control Delay 0 - 9.2 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.3 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 74 0 0 0 0 91 0 0 0 Future Volume (vph) 0 0 0 74 0 0 0 0 91 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 87 0 0 0 0 107 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 87 107 0 Volume Left (vph) 0 87 0 0 Volume Right (vph) 0 0 107 0 Hadj 0.00 0.30 -0.57 0.00 Departure Headway 4.2 4.4 3.5 4.2 Degree Utilization, x 0.00 0.11 0.11 0.00 Capacity (veh/h) 836 796 984 838 Control Delay 7.2 7.9 7.0 7.2 Approach Delay 0.0 7.9 7.0 0.0 Approach LOS A A A A Intersection Summary Delay 7.4 Level of Service A Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 74 0 0 0 0 91 0 0 0 Future Vol, veh/h 0 0 0 74 0 0 0 0 91 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 0 0 0 87 0 0 0 0 107 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 7.9 7.1 0 HCM LOS - A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 100% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 91 0 74 0 LT Vol 0 0 74 0 Through Vol 0 0 0 0 RT Vol 91 0 0 0 Lane Flow Rate 107 0 87 0 Geometry Grp 1 1 1 1 Degree of Util 0.108 0 0.106 0 Departure Headway (Hd) 3.621 4.206 4.389 4.185 Convergence, Y/N Yes Yes Yes Yes Cap 981 0 817 0 Service Time 1.678 2.257 2.415 2.255 HCM Lane V/C Ratio 0.109 0 0.106 0 HCM Control Delay 7.1 7.3 7.9 7.3 HCM Lane LOS A N A N HCM 95th-tile Q 0.4 0 0.4 0 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.04 0.02 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 100 100 cM capacity (veh/h) 1572 1003 1062 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.03 0.03 Queue Length 95th (ft) 0 0 0 Control Delay 0.0 0.0 0.0 Lane LOS A Approach Delay 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1 0 - 0 1 1 Stage 1 - - - - 1 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1571 - - - 1001 1061 Stage 1 - - - - 1002 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 1001 1061 Mov Cap-2 Maneuver - - - - 1001 - Stage 1 - - - - 1002 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 6 89 74 21 13 3 Future Volume (Veh/h) 6 89 74 21 13 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 7 103 86 24 15 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 110 215 98 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 110 215 98 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 98 100 cM capacity (veh/h) 1432 752 936 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 110 110 18 Volume Left 7 0 15 Volume Right 0 24 3 cSH 1432 1700 778 Volume to Capacity 0.00 0.06 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.5 0.0 9.7 Lane LOS A A Approach Delay 0.5 0.0 9.7 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 20.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 89 74 21 13 3 Future Vol, veh/h 6 89 74 21 13 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 7 103 86 24 15 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 110 0 - 0 215 98 Stage 1 - - - - 98 - Stage 2 - - - - 117 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1432 - - - 756 936 Stage 1 - - - - 906 - Stage 2 - - - - 889 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1432 - - - 752 936 Mov Cap-2 Maneuver - - - - 752 - Stage 1 - - - - 901 - Stage 2 - - - - 889 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1432 - - - 781 HCM Lane V/C Ratio 0.005 - - - 0.024 HCM Control Delay 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 82 80 78 54 84 8 74 142 47 4 156 114 Future Volume (vph) 82 80 78 54 84 8 74 142 47 4 156 114 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 95 93 91 63 98 9 86 165 55 5 181 133 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 95 184 63 107 251 55 186 133 Volume Left (vph) 95 0 63 0 86 0 5 0 Volume Right (vph) 0 91 0 9 0 55 0 133 Hadj 0.67 -0.31 0.53 -0.02 0.21 -0.67 0.06 -0.61 Departure Headway 7.1 6.2 7.2 6.6 6.5 5.6 6.4 5.7 Degree Utilization, x 0.19 0.32 0.13 0.20 0.45 0.09 0.33 0.21 Capacity (veh/h) 473 549 465 505 524 603 538 598 Control Delay 10.6 10.8 10.0 10.0 13.5 7.9 11.2 9.0 Approach Delay 10.7 10.0 12.5 10.3 Approach LOS B B B B Intersection Summary Delay 11.0 Level of Service B Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 80 78 54 84 8 74 142 47 4 156 114 Future Vol, veh/h 82 80 78 54 84 8 74 142 47 4 156 114 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 10 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 95 93 91 63 98 9 86 165 55 5 181 133 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 12 11.3 13.9 11.5 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 34% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 66% 0% 0% 51% 0% 91% 97% 0% Vol Right, % 0% 100% 0% 49% 0% 9% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 216 47 82 158 54 92 160 114 LT Vol 74 0 82 0 54 0 4 0 Through Vol 142 0 0 80 0 84 156 0 RT Vol 0 47 0 78 0 8 0 114 Lane Flow Rate 251 55 95 184 63 107 186 133 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.462 0.087 0.194 0.322 0.129 0.202 0.335 0.213 Departure Headway (Hd) 6.625 5.74 7.312 6.312 7.373 6.8 6.48 5.772 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 540 620 488 566 483 524 553 618 Service Time 4.4 3.514 5.089 4.089 5.159 4.586 4.254 3.546 HCM Lane V/C Ratio 0.465 0.089 0.195 0.325 0.13 0.204 0.336 0.215 HCM Control Delay 15 9.1 11.9 12.1 11.3 11.3 12.5 10.1 HCM Lane LOS B A B B B B B B HCM 95th-tile Q 2.4 0.3 0.7 1.4 0.4 0.7 1.5 0.8 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 62 139 30 68 245 Future Volume (Veh/h) 31 62 139 30 68 245 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 36 72 162 35 79 285 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 622 180 197 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 622 180 197 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 92 92 94 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 108 197 364 Volume Left 36 0 79 Volume Right 72 35 0 cSH 640 1700 1376 Volume to Capacity 0.17 0.12 0.06 Queue Length 95th (ft) 15 0 5 Control Delay 11.8 0.0 2.1 Lane LOS B A Approach Delay 11.8 0.0 2.1 Approach LOS B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 31 62 139 30 68 245 Future Vol, veh/h 31 62 139 30 68 245 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 4 2 2 2 2 Mvmt Flow 36 72 162 35 79 285 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 623 180 0 0 197 0 Stage 1 180 - - - - - Stage 2 443 - - - - - Critical Hdwy 6.42 6.24 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 - - 2.218 - Pot Cap-1 Maneuver 450 858 - - 1376 - Stage 1 851 - - - - - Stage 2 647 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 419 858 - - 1376 - Mov Cap-2 Maneuver 419 - - - - - Stage 1 851 - - - - - Stage 2 603 - - - - - Approach WB NB SB HCM Control Delay, s 11.8 0 1.7 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 636 1376 - HCM Lane V/C Ratio - - 0.17 0.057 - HCM Control Delay - - 11.8 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.6 0.2 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 472 184 310 278 80 229 Future Volume (veh/h) 472 184 310 278 80 229 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 530 207 348 312 90 257 Approach Volume (veh/h) 530 660 90 Crossing Volume (veh/h) 348 90 530 High Capacity (veh/h) 1054 1291 911 High v/c (veh/h) 0.50 0.51 0.10 Low Capacity (veh/h) 862 1076 735 Low v/c (veh/h) 0.62 0.61 0.12 Intersection Summary Maximum v/c High 0.51 Maximum v/c Low 0.62 Intersection Capacity Utilization 75.1% ICU Level of Service D ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 3.9 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 660 347 Demand Flow Rate, veh/h 0 676 367 Vehicles Circulating, veh/h 355 95 541 Vehicles Exiting, veh/h 416 541 355 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.3 1.4 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.525 0.475 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 272 Entry Flow, veh/h 355 321 95 1855 Cap Entry Lane, veh/h 1237 1310 897 0.943 Entry HV Adj Factor 0.980 0.971 0.947 257 Flow Entry, veh/h 348 312 90 1750 Cap Entry, veh/h 1212 1272 849 0.147 V/C Ratio 0.287 0.245 0.106 0.0 Control Delay, s/veh 5.6 5.0 5.3 A LOS A A A 1 95th %tile Queue, veh 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 85 578 2 27 33 534 291 6 2 68 641 5 Future Volume (vph) 85 578 2 27 33 534 291 6 2 68 641 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3197 1434 1504 3260 1444 1385 1204 1548 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3197 1434 1504 3260 1444 1385 1204 1548 1515 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 89 608 2 28 35 562 306 6 2 72 675 5 RTOR Reduction (vph) 0 0 1 0 0 0 114 0 65 0 0 6 Lane Group Flow (vph) 89 608 1 0 63 562 192 6 9 0 378 369 Confl. Peds. 1 1 1 1 1 Confl. Bikes 1 1 Heavy Vehicles 2% 4% 2% 0% 19% 2% 2% 20% 2% 23% 2% 20% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 8.3 26.2 34.2 7.5 25.4 55.1 8.0 8.0 29.7 29.7 Effective Green, g 8.3 26.7 34.2 7.5 25.9 55.1 8.0 8.0 29.7 29.7 Actuated g/C Ratio 0.09 0.30 0.39 0.09 0.29 0.63 0.09 0.09 0.34 0.34 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 153 971 557 128 960 905 126 109 523 511 v/s Ratio Prot 0.05 c0.19 0.00 0.04 c0.17 0.07 0.00 c0.01 c0.24 0.24 v/s Ratio Perm 0.00 0.06 v/c Ratio 0.58 0.63 0.00 0.49 0.59 0.21 0.05 0.08 0.72 0.72 Uniform Delay, d1 38.1 26.3 16.4 38.4 26.4 7.1 36.5 36.6 25.5 25.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.6 1.5 0.0 2.2 1.2 0.1 0.1 0.2 4.6 4.7 Delay 42.7 27.8 16.4 40.5 27.6 7.1 36.6 36.8 30.1 30.2 Level of Service D C B D C A D D C C Approach Delay 29.7 21.7 36.8 30.1 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length 87.9 Sum of lost time 16.0 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 69 Future Volume (vph) 69 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.95 Adj. Flow (vph) 73 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. 1 Confl. Bikes Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 873 440 0 912 716 0 0 0 826 0 418 Future Volume (vph) 0 873 440 0 912 716 0 0 0 826 0 418 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3228 1444 3260 1426 3131 1417 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1444 3260 1426 3131 1417 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 900 454 0 940 738 0 0 0 852 0 431 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 59 Lane Group Flow (vph) 0 900 454 0 940 738 0 0 0 852 0 372 Confl. Peds. 4 4 Heavy Vehicles 0% 3% 3% 0% 2% 2% 0% 0% 0% 3% 0% 5% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 34.1 64.0 34.1 64.0 20.9 20.9 Effective Green, g 34.6 64.0 34.6 64.0 21.4 21.4 Actuated g/C Ratio 0.54 1.00 0.54 1.00 0.33 0.33 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1745 1444 1762 1426 1046 473 v/s Ratio Prot 0.28 0.29 c0.27 v/s Ratio Perm 0.31 c0.52 0.26 v/c Ratio 0.52 0.31 0.53 0.52 0.81 0.79 Uniform Delay, d1 9.4 0.0 9.5 0.0 19.5 19.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.6 0.7 1.3 4.8 8.2 Delay 10.5 0.6 10.2 1.3 24.3 27.4 Level of Service B A B A C C Approach Delay 7.1 6.3 0.0 25.4 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 873 440 0 912 716 0 0 0 826 0 418 Future Volume (veh/h) 0 873 440 0 912 716 0 0 0 826 0 418 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1709 1709 0 1723 1723 1709 0 1682 Adj Flow Rate, veh/h 0 900 0 0 940 0 852 0 431 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 5 Cap, veh/h 0 1687 0 1700 1123 0 507 Arrive On Green 0.00 0.52 0.00 0.00 0.52 0.00 0.36 0.00 0.36 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1425 Grp Volume(v), veh/h 0 900 0 0 940 0 852 0 431 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1425 Q Serve(g_s), s 0.0 11.8 0.0 0.0 12.4 0.0 15.2 0.0 17.9 Cycle Q Clear(g_c), s 0.0 11.8 0.0 0.0 12.4 0.0 15.2 0.0 17.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1687 0 1700 1123 0 507 V/C Ratio(X) 0.00 0.53 0.00 0.55 0.76 0.00 0.85 Avail Cap(c_a), veh/h 0 1687 0 1700 1184 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.70 0.00 0.00 0.62 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 10.2 0.0 0.0 10.4 0.0 18.2 0.0 19.1 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.7 0.0 2.6 0.0 11.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.6 0.0 0.0 3.7 0.0 5.3 0.0 6.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 11.1 0.0 0.0 11.0 0.0 20.8 0.0 30.7 LOS A B A B C A C Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 11.1 11.0 24.1 Approach LOS B B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.2 26.8 37.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 19.9 0.0 Green Ext Time s 0.0 2.4 0.0 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1426 237 0 1330 321 713 Future Volume (vph) 1426 237 0 1330 321 713 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3260 1374 3260 2899 1259 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3260 1374 3260 2899 1259 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1455 242 0 1357 328 728 RTOR Reduction (vph) 0 112 0 0 17 17 Lane Group Flow (vph) 1455 130 0 1357 675 347 Confl. Peds. 2 Confl. Bikes 1 Heavy Vehicles 2% 6% 0% 2% 2% 6% Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 2 8 Actuated Green, G 53.1 53.1 53.1 37.0 37.0 Effective Green, g 53.6 53.6 53.6 37.7 37.7 Actuated g/C Ratio 0.54 0.54 0.54 0.38 0.38 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1747 736 1747 1092 474 v/s Ratio Prot c0.45 0.42 0.23 v/s Ratio Perm 0.09 c0.28 v/c Ratio 0.83 0.18 0.78 0.62 0.73 Uniform Delay, d1 19.4 11.9 18.4 25.3 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 0.5 2.8 0.9 5.4 Delay 24.3 12.4 21.3 26.2 32.2 Level of Service C B C C C Approach Delay 22.6 21.3 28.3 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 100.0 Sum of lost time 8.7 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 39 78 1084 572 11 279 873 18 615 27 191 28 Future Volume (vph) 39 78 1084 572 11 279 873 18 615 27 191 28 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1641 3197 1368 1631 3218 1548 1559 1436 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1641 3197 1368 1631 3218 1548 1559 1436 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 42 84 1166 615 12 300 939 19 661 29 205 30 RTOR Reduction (vph) 0 0 0 368 0 0 1 0 0 0 157 0 Lane Group Flow (vph) 0 126 1166 247 0 312 957 0 344 346 48 30 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 1 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 10.3 39.6 39.6 14.2 43.5 22.9 22.9 22.9 5.8 Effective Green, g 10.3 40.1 40.1 14.2 44.0 23.4 23.4 23.4 6.3 Actuated g/C Ratio 0.10 0.40 0.40 0.14 0.44 0.23 0.23 0.23 0.06 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 169 1281 [PHONE REDACTED] 362 364 336 102 v/s Ratio Prot 0.08 c0.36 c0.19 c0.30 c0.22 0.22 0.02 v/s Ratio Perm 0.18 0.03 v/c Ratio 0.75 0.91 0.45 1.35 0.68 0.95 0.95 0.14 0.29 Uniform Delay, d1 43.6 28.3 21.9 42.9 22.3 37.7 37.7 30.4 44.7 Progression Factor 0.96 1.14 3.22 0.79 1.59 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.7 7.2 1.6 177.6 1.5 34.4 34.4 0.1 1.2 Delay 51.6 39.5 72.0 211.3 37.1 72.2 72.1 30.5 45.9 Level of Service D D E F D E E C D Approach Delay 50.8 79.9 62.6 Approach LOS D E E Intersection Summary HCM 2000 Control Delay 61.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 77 Future Volume (vph) 30 77 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1716 1433 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1716 1433 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 32 83 RTOR Reduction (vph) 0 78 Lane Group Flow (vph) 32 5 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 5.8 5.8 Effective Green, g 6.3 6.3 Actuated g/C Ratio 0.06 0.06 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 108 90 v/s Ratio Prot c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.30 0.06 Uniform Delay, d1 44.7 44.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.2 Delay 45.9 44.3 Level of Service D D Approach Delay 44.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 14 119 1179 44 1 28 1088 38 24 35 8 58 Future Volume (vph) 14 119 1179 44 1 28 1088 38 24 35 8 58 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.99 1.00 0.97 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1549 3175 1631 3211 1630 1663 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1549 3175 1631 3211 1630 1663 1630 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 132 1310 49 1 31 1209 42 27 39 9 64 RTOR Reduction (vph) 0 0 2 0 0 0 2 0 0 8 0 0 Lane Group Flow (vph) 14 134 1357 0 0 32 1249 0 27 40 0 64 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 12.8 12.8 60.8 4.9 52.9 4.6 9.4 8.4 Effective Green, g 12.8 12.8 61.3 4.9 53.4 4.6 9.4 8.4 Actuated g/C Ratio 0.13 0.13 0.61 0.05 0.53 0.05 0.09 0.08 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 79 1714 74 156 136 v/s Ratio Prot 0.01 c0.09 c0.43 0.02 0.39 0.02 0.02 c0.04 v/s Ratio Perm v/c Ratio 0.07 0.68 0.70 0.41 0.73 0.36 0.26 0.47 Uniform Delay, d1 38.4 41.6 13.1 46.1 17.8 46.3 42.1 43.7 Progression Factor 1.18 1.23 0.62 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.3 1.4 2.5 2.8 2.2 0.6 1.9 Delay 45.3 56.5 9.5 48.6 20.5 48.5 42.7 45.5 Level of Service D E A D C D D D Approach Delay 14.0 21.2 44.8 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 25 89 Future Volume (vph) 25 89 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.88 Flt Protected 1.00 Satd. Flow (prot) 1496 Flt Permitted 1.00 Satd. Flow (perm) 1496 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 28 99 RTOR Reduction (vph) 86 0 Lane Group Flow (vph) 41 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.2 Effective Green, g 13.2 Actuated g/C Ratio 0.13 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 197 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 38.7 Progression Factor 1.00 Incremental Delay, d2 0.4 Delay 39.1 Level of Service D Approach Delay 41.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 649 387 133 691 118 290 118 113 141 215 153 Future Volume (vph) 121 649 387 133 691 118 290 118 113 141 215 153 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 126 676 403 139 720 123 302 123 118 147 224 159 RTOR Reduction (vph) 0 0 159 0 0 65 0 0 93 0 0 135 Lane Group Flow (vph) 126 676 244 139 720 58 302 123 25 147 224 24 Confl. Peds. 3 3 4 4 Confl. Bikes 2 2 3 Heavy Vehicles 2% 6% 2% 2% 6% 4% 4% 2% 2% 3% 4% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 8.0 51.4 51.4 11.9 55.3 55.3 19.6 24.0 24.0 12.7 17.1 17.1 Effective Green, g 8.5 52.4 52.4 12.4 56.3 56.3 20.1 25.0 25.0 13.2 18.1 18.1 Actuated g/C Ratio 0.07 0.44 0.44 0.10 0.47 0.47 0.17 0.21 0.21 0.11 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 116 726 624 169 781 661 270 360 299 179 255 213 v/s Ratio Prot c0.08 0.41 0.09 c0.44 c0.19 0.07 0.09 c0.13 v/s Ratio Perm 0.17 0.04 0.02 0.02 v/c Ratio 1.09 0.93 0.39 0.82 0.92 0.09 1.12 0.34 0.08 0.82 0.88 0.11 Uniform Delay, d1 55.2 31.6 22.5 52.2 29.3 17.2 49.5 40.0 37.8 51.7 49.4 43.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 108.6 18.6 0.3 25.9 16.2 0.0 90.4 0.4 0.1 24.6 26.9 0.2 Delay 163.9 50.2 22.8 78.2 45.5 17.3 139.9 40.4 37.9 76.4 76.3 43.7 Level of Service F D C E D B F D D E E D Approach Delay 52.9 46.6 95.2 66.5 Approach LOS D D F E Intersection Summary HCM 2000 Control Delay 60.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 119.0 Sum of lost time 16.0 Intersection Capacity Utilization 91.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 649 387 133 691 118 290 118 113 141 215 153 Future Volume (veh/h) 121 649 387 133 691 118 290 118 113 141 215 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1668 1723 1723 1668 1695 1695 1723 1723 1709 1695 1723 Adj Flow Rate, veh/h 126 676 403 139 720 123 302 123 118 147 224 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 6 2 2 6 4 4 2 2 3 4 2 Cap, veh/h 120 747 651 170 797 670 279 347 284 178 234 193 Arrive On Green 0.07 0.45 0.45 0.10 0.48 0.48 0.17 0.20 0.20 0.11 0.14 0.14 Sat Flow, veh/h 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Grp Volume(v), veh/h 126 676 403 139 720 123 302 123 118 147 224 159 Grp Sat Flow(s),veh/h/ln 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Q Serve(g_s), s 8.5 43.6 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Cycle Q Clear(g_c), s 8.5 43.6 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 120 747 651 170 797 670 279 347 284 178 234 193 V/C Ratio(X) 1.05 0.91 0.62 0.82 0.90 0.18 1.08 0.35 0.42 0.83 0.96 0.82 Avail Cap(c_a), veh/h 120 792 690 184 856 719 279 347 284 197 234 193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 53.7 29.7 24.5 50.9 27.8 17.3 47.9 39.8 40.3 50.5 49.6 48.6 Incr Delay (d2), s/veh 95.2 13.3 1.3 22.0 12.1 0.1 78.1 0.5 0.7 21.7 46.6 23.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 19.4 8.7 4.9 20.0 0.0 14.1 3.1 3.0 5.2 9.4 5.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 148.9 43.0 25.8 72.8 39.8 17.4 126.0 40.3 41.1 72.2 96.2 72.2 LOS F D C E D B F D D E F E Approach Vol, veh/h 1205 982 543 530 Approach Delay, s/veh 48.3 41.7 88.1 82.3 Approach LOS D D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 55.9 24.0 20.0 12.5 59.4 16.7 27.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 12.5 54.0 19.5 15.0 8.0 58.5 13.5 21.0 Max Q Clear Time (g_c+I1), s 11.6 45.6 22.0 17.2 10.5 47.9 12.2 9.1 Green Ext Time s 0.0 3.4 0.0 0.0 0.0 6.5 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 58.5 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 218 402 260 262 358 59 266 431 115 156 800 233 Future Volume (vph) 218 402 260 262 358 59 266 431 115 156 800 233 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 229 423 274 276 377 62 280 454 121 164 842 245 RTOR Reduction (vph) 0 0 211 0 5 0 0 0 82 0 20 0 Lane Group Flow (vph) 229 423 63 276 434 0 280 454 39 164 1067 0 Confl. Peds. 1 10 10 1 4 1 1 4 Heavy Vehicles 7% 7% 4% 3% 8% 2% 3% 8% 18% 5% 6% 6% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 21.8 28.7 28.7 24.0 30.9 15.8 38.7 38.7 16.7 39.6 Effective Green, g 21.3 28.7 28.7 23.5 30.9 15.3 40.4 40.4 16.2 41.3 Actuated g/C Ratio 0.17 0.23 0.23 0.19 0.25 0.12 0.32 0.32 0.13 0.33 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 265 376 321 303 395 383 996 399 205 999 v/s Ratio Prot 0.15 0.26 c0.17 c0.27 c0.09 0.15 0.10 c0.35 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.86 1.12 0.20 0.91 1.10 0.73 0.46 0.10 0.80 1.07 Uniform Delay, d1 50.3 48.0 38.7 49.6 47.0 52.8 33.5 29.5 52.7 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.9 84.8 0.2 29.8 75.0 6.6 0.2 0.1 19.1 48.5 Delay 74.2 132.9 39.0 79.4 122.0 59.4 33.7 29.6 71.8 90.2 Level of Service E F D E F E C C E F Approach Delay 90.6 105.6 41.5 87.8 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 81.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 124.8 Sum of lost time 16.0 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 218 402 260 262 358 59 266 431 115 156 800 233 Future Volume (veh/h) 218 402 260 262 358 59 266 431 115 156 800 233 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1654 1695 1709 1641 1723 1709 1641 1504 1682 1668 1668 Adj Flow Rate, veh/h 229 423 0 276 377 62 280 454 121 164 842 245 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 4 3 8 2 3 8 18 5 6 6 Cap, veh/h 251 360 296 329 54 333 1074 437 196 830 241 Arrive On Green 0.16 0.22 0.00 0.18 0.24 0.24 0.11 0.34 0.34 0.12 0.34 0.33 Sat Flow, veh/h 1576 1654 1437 1628 1371 226 3158 3118 1267 1602 2420 704 Grp Volume(v), veh/h 229 423 0 276 0 439 280 454 121 164 551 536 Grp Sat Flow(s),veh/h/ln 1576 1654 1437 1628 0 1597 1579 1559 1267 1602 1585 1538 Q Serve(g_s), s 17.1 26.0 0.0 20.0 0.0 28.7 10.4 13.4 8.3 12.0 41.0 41.0 Cycle Q Clear(g_c), s 17.1 26.0 0.0 20.0 0.0 28.7 10.4 13.4 8.3 12.0 41.0 41.0 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 251 360 296 0 [PHONE REDACTED] 437 196 544 528 V/C Ratio(X) 0.91 1.18 0.93 0.00 1.15 0.84 0.42 0.28 0.84 1.01 1.02 Avail Cap(c_a), veh/h 343 360 354 0 [PHONE REDACTED] 437 281 544 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.4 46.8 0.0 48.2 0.0 45.4 52.5 30.1 28.4 51.3 39.3 39.6 Incr Delay (d2), s/veh 21.5 104.2 0.0 27.8 0.0 91.7 4.5 0.2 0.3 12.0 42.1 43.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 20.9 0.0 10.1 0.0 20.7 4.2 4.9 2.5 5.3 21.5 21.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 71.0 151.0 0.0 76.0 0.0 137.1 57.0 30.3 28.6 63.3 81.4 82.6 LOS E F E A F E C C E F F Approach Vol, veh/h 652 [PHONE REDACTED] Approach Delay, s/veh 122.9 113.5 38.8 79.6 Approach LOS F F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 45.0 23.0 32.7 18.6 45.2 25.7 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 21.5 * 39 26.5 26.0 21.5 39.3 26.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 43.0 19.1 30.7 15.0 15.4 22.0 28.0 Green Ext Time s 0.7 0.0 0.4 0.0 0.2 5.2 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 84.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 204 55 19 554 720 122 Future Volume (Veh/h) 204 55 19 554 720 122 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 208 56 19 565 735 124 Pedestrians 4 2 15 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 1 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1419 803 863 vC1, stage 1 conf vol 801 vC2, stage 2 conf vol 618 vCu, unblocked vol 1419 803 863 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 41 85 98 cM capacity (veh/h) 355 381 776 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 208 56 19 565 859 Volume Left 208 0 19 0 0 Volume Right 0 56 0 0 124 cSH 355 [PHONE REDACTED] 1700 Volume to Capacity 0.59 0.15 0.02 0.33 0.51 Queue Length 95th (ft) 89 13 2 0 0 Control Delay 28.6 16.1 9.8 0.0 0.0 Lane LOS D C A Approach Delay 25.9 0.3 0.0 Approach LOS D Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 204 55 19 554 720 122 Future Vol, veh/h 204 55 19 554 720 122 Conflicting Peds, #/hr 15 2 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 3 2 Mvmt Flow 208 56 19 565 735 124 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1419 803 863 0 - 0 Stage 1 801 - - - - - Stage 2 618 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver ~ 151 383 779 - - - Stage 1 442 - - - - - Stage 2 538 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 146 381 776 - - - Mov Cap-2 Maneuver 283 - - - - - Stage 1 430 - - - - - Stage 2 536 - - - - - Approach EB NB SB HCM Control Delay, s 39.9 0.3 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 776 - 283 381 - - HCM Lane V/C Ratio 0.025 - 0.736 0.147 - - HCM Control Delay 9.8 - 46.3 16.1 - - HCM Lane LOS A - E C - - HCM 95th %tile Q(veh) 0.1 - 5.3 0.5 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 59 64 1 140 114 123 2 450 95 169 607 12 Future Volume (vph) 59 64 1 140 114 123 2 450 95 169 607 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 61 67 1 146 119 128 2 469 99 176 632 12 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 129 393 2 568 176 644 Volume Left (vph) 61 146 2 0 176 0 Volume Right (vph) 1 128 0 99 0 12 Hadj 0.12 -0.09 0.53 -0.09 0.53 0.04 Departure Headway 9.2 7.7 8.6 7.9 8.4 7.9 Degree Utilization, x 0.33 0.84 0.00 1.25 0.41 1.42 Capacity (veh/h) 364 393 415 462 422 465 Control Delay 16.6 39.3 10.4 153.4 16.1 223.3 Approach Delay 16.6 39.3 152.9 178.9 Approach LOS C E F F Intersection Summary Delay 131.5 Level of Service F Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 135.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 64 1 140 114 123 2 450 95 169 607 12 Future Vol, veh/h 59 64 1 140 114 123 2 450 95 169 607 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 2 Mvmt Flow 61 67 1 146 119 128 2 469 99 176 632 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 19 43.8 157.3 183.3 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 48% 37% 100% 0% Vol Thru, % 0% 83% 52% 30% 0% 98% Vol Right, % 0% 17% 1% 33% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 545 124 377 169 619 LT Vol 2 0 59 140 169 0 Through Vol 0 450 64 114 0 607 RT Vol 0 95 1 123 0 12 Lane Flow Rate 2 568 129 393 176 645 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.253 0.331 0.841 0.414 1.427 Departure Headway (Hd) 9.156 8.508 10.763 8.779 9.012 8.494 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 393 431 336 416 401 432 Service Time 6.856 6.208 8.763 6.779 6.712 6.194 HCM Lane V/C Ratio 0.005 1.318 0.384 0.945 0.439 1.493 HCM Control Delay 11.9 157.8 19 43.8 17.9 228.4 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 22.3 1.4 8 2 30.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 33 170 1 28 39 152 378 14 28 543 57 Future Volume (Veh/h) 49 33 170 1 28 39 152 378 14 28 543 57 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 51 34 177 1 29 41 158 394 15 29 566 59 Pedestrians 10 8 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1436 1396 610 1577 1418 410 635 417 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1434 1392 575 1580 1415 410 601 417 tC, single 7.2 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage tF 3.6 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 21 69 64 97 72 94 83 97 cM capacity (veh/h) 65 109 486 34 105 [PHONE REDACTED] Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 51 211 71 567 654 Volume Left 51 0 1 158 29 Volume Right 0 177 41 15 59 cSH 65 312 [PHONE REDACTED] Volume to Capacity 0.79 0.68 0.37 0.17 0.03 Queue Length 95th (ft) 90 115 40 15 2 Control Delay 160.6 37.7 34.3 4.2 0.7 Lane LOS F E D A A Approach Delay 61.6 34.3 4.2 0.7 Approach LOS F D Intersection Summary Average Delay 13.8 Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 13.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 33 170 1 28 39 152 378 14 28 543 57 Future Vol, veh/h 49 33 170 1 28 39 152 378 14 28 543 57 Conflicting Peds, #/hr 0 0 4 4 0 0 10 0 8 8 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 7 2 5 2 2 2 2 4 2 2 2 2 Mvmt Flow 51 34 177 1 29 41 158 394 15 29 566 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1417 1397 610 1489 1419 410 635 0 0 417 0 0 Stage 1 664 664 - 726 726 - - - - - - - Stage 2 753 733 - 763 693 - - - - - - - Critical Hdwy 7.17 6.52 6.25 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.17 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.17 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.563 4.018 3.345 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 112 141 489 102 137 642 948 - - 1142 - - Stage 1 442 458 - 416 430 - - - - - - - Stage 2 394 426 - 397 445 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 66 104 482 39 101 637 939 - - 1133 - - Mov Cap-2 Maneuver 66 104 - 39 101 - - - - - - - Stage 1 343 435 - 323 334 - - - - - - - Stage 2 263 331 - 221 423 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 62.7 35.5 2.7 0.4 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - 66 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.169 - - 0.773 0.698 0.379 0.026 - - HCM Control Delay 9.6 0 - 155.5 40.3 35.5 8.3 0 - HCM Lane LOS A A - F E E A A - HCM 95th %tile Q(veh) 0.6 - - 3.5 4.9 1.6 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1 1 45 76 123 Future Volume (Veh/h) 84 1 1 45 76 123 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 99 1 1 53 89 145 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 216 162 234 vC1, stage 1 conf vol 162 vC2, stage 2 conf vol 55 vCu, unblocked vol 216 162 234 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 88 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 100 1 53 234 Volume Left 99 1 0 0 Volume Right 1 0 0 145 cSH 834 1333 1700 1700 Volume to Capacity 0.12 0.00 0.03 0.14 Queue Length 95th (ft) 10 0 0 0 Control Delay 9.9 7.7 0.0 0.0 Lane LOS A A Approach Delay 9.9 0.1 0.0 Approach LOS A Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 24.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 84 1 1 45 76 123 Future Vol, veh/h 84 1 1 45 76 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 99 1 1 53 89 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 217 162 234 0 - 0 Stage 1 162 - - - - - Stage 2 55 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 867 - - - - - Stage 2 968 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 762 - - - - - Stage 1 866 - - - - - Stage 2 968 - - - - - Approach EB NB SB HCM Control Delay, s 10.4 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1333 - 763 - - HCM Lane V/C Ratio 0.001 - 0.131 - - HCM Control Delay 7.7 - 10.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.5 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 4 0 3 29 57 6 Future Volume (Veh/h) 4 0 3 29 57 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 0 4 34 67 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 112 70 74 vC1, stage 1 conf vol 70 vC2, stage 2 conf vol 42 vCu, unblocked vol 112 70 74 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 99 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 5 38 74 Volume Left 5 4 0 Volume Right 0 0 7 cSH 871 1419 1700 Volume to Capacity 0.01 0.00 0.04 Queue Length 95th (ft) 0 0 0 Control Delay 9.2 0.8 0.0 Lane LOS A A Approach Delay 9.2 0.8 0.0 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 14.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 3 29 57 6 Future Vol, veh/h 4 0 3 29 57 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 5 0 4 34 67 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 113 71 74 0 - 0 Stage 1 71 - - - - - Stage 2 42 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 908 - - - - - Stage 2 936 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 802 - - - - - Stage 1 905 - - - - - Stage 2 936 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1419 - 802 - - HCM Lane V/C Ratio 0.002 - 0.006 - - HCM Control Delay 7.5 0 9.5 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 31 35 18 27 30 Future Volume (Veh/h) 14 31 35 18 27 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 16 36 41 21 32 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 152 50 67 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 152 50 67 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 98 96 97 cM capacity (veh/h) 817 1019 1535 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 52 62 67 Volume Left 16 41 0 Volume Right 36 0 35 cSH 947 1535 1700 Volume to Capacity 0.05 0.03 0.04 Queue Length 95th (ft) 4 2 0 Control Delay 9.0 5.0 0.0 Lane LOS A A Approach Delay 9.0 5.0 0.0 Approach LOS A Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 19.8% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 31 35 18 27 30 Future Vol, veh/h 14 31 35 18 27 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 16 36 41 21 32 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 153 50 67 0 - 0 Stage 1 50 - - - - - Stage 2 103 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 839 1018 1535 - - - Stage 1 972 - - - - - Stage 2 921 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 816 1018 1535 - - - Mov Cap-2 Maneuver 816 - - - - - Stage 1 946 - - - - - Stage 2 921 - - - - - Approach EB NB SB HCM Control Delay, s 9 4.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1535 - 945 - - HCM Lane V/C Ratio 0.027 - 0.056 - - HCM Control Delay 7.4 0 9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 8 9 28 74 13 18 28 27 91 20 23 13 Future Volume (vph) 8 9 28 74 13 18 28 27 91 20 23 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 9 11 33 87 15 21 33 32 107 24 27 15 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 53 123 172 66 Volume Left (vph) 9 87 33 24 Volume Right (vph) 33 21 107 15 Hadj -0.21 0.12 -0.27 -0.01 Departure Headway 4.4 4.6 4.1 4.5 Degree Utilization, x 0.06 0.16 0.20 0.08 Capacity (veh/h) 771 733 831 752 Control Delay 7.7 8.5 8.1 7.9 Approach Delay 7.7 8.5 8.1 7.9 Approach LOS A A A A Intersection Summary Delay 8.1 Level of Service A Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 9 28 74 13 18 28 27 91 20 23 13 Future Vol, veh/h 8 9 28 74 13 18 28 27 91 20 23 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 9 11 33 87 15 21 33 32 107 24 27 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.6 8.5 8.2 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 19% 18% 70% 36% Vol Thru, % 18% 20% 12% 41% Vol Right, % 62% 62% 17% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 146 45 105 56 LT Vol 28 8 74 20 Through Vol 27 9 13 23 RT Vol 91 28 18 13 Lane Flow Rate 172 53 124 66 Geometry Grp 1 1 1 1 Degree of Util 0.197 0.063 0.158 0.082 Departure Headway (Hd) 4.137 4.313 4.618 4.46 Convergence, Y/N Yes Yes Yes Yes Cap 869 831 778 805 Service Time 2.151 2.335 2.638 2.477 HCM Lane V/C Ratio 0.198 0.064 0.159 0.082 HCM Control Delay 8.2 7.6 8.5 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.7 0.2 0.6 0.3 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 27 38 16 18 0 Future Volume (Veh/h) 0 27 38 16 18 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 32 45 19 21 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 86 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 86 54 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 98 100 cM capacity (veh/h) 1489 895 990 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 32 64 21 Volume Left 0 0 21 Volume Right 0 19 0 cSH 1489 1700 895 Volume to Capacity 0.00 0.04 0.02 Queue Length 95th (ft) 0 0 2 Control Delay 0.0 0.0 9.1 Lane LOS A Approach Delay 0.0 0.0 9.1 Approach LOS A Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 27 38 16 18 0 Future Vol, veh/h 0 27 38 16 18 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 32 45 19 21 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 64 0 - 0 87 55 Stage 1 - - - - 55 - Stage 2 - - - - 32 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1489 - - - 895 990 Stage 1 - - - - 947 - Stage 2 - - - - 970 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1489 - - - 895 990 Mov Cap-2 Maneuver - - - - 895 - Stage 1 - - - - 947 - Stage 2 - - - - 970 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1489 - - - 895 HCM Lane V/C Ratio - - - - 0.024 HCM Control Delay 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 38 27 0 Future Volume (Veh/h) 0 0 0 38 27 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 0 0 45 32 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 45 22 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 22 22 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 97 100 cM capacity (veh/h) 1513 974 1032 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 45 32 Volume Left 0 0 32 Volume Right 0 45 0 cSH 1700 1700 974 Volume to Capacity 0.00 0.03 0.03 Queue Length 95th (ft) 0 0 3 Control Delay 0.0 0.0 8.8 Lane LOS A Approach Delay 0.0 0.0 8.8 Approach LOS A Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 38 27 0 Future Vol, veh/h 0 0 0 38 27 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 0 0 45 32 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 45 0 - 0 23 23 Stage 1 - - - - 23 - Stage 2 - - - - 0 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1513 - - - 973 1031 Stage 1 - - - - 979 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1513 - - - 973 1031 Mov Cap-2 Maneuver - - - - 973 - Stage 1 - - - - 979 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1513 - - - 973 HCM Lane V/C Ratio - - - - 0.033 HCM Control Delay 0 - - - 8.8 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 9 103 94 21 13 7 Future Volume (Veh/h) 9 103 94 21 13 7 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 10 120 109 24 15 8 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 133 261 121 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 133 261 121 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 99 98 99 cM capacity (veh/h) 1404 706 909 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 130 133 23 Volume Left 10 0 15 Volume Right 0 24 8 cSH 1404 1700 765 Volume to Capacity 0.01 0.08 0.03 Queue Length 95th (ft) 1 0 2 Control Delay 0.6 0.0 9.8 Lane LOS A A Approach Delay 0.6 0.0 9.8 Approach LOS A Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 103 94 21 13 7 Future Vol, veh/h 9 103 94 21 13 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 10 120 109 24 15 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 133 0 - 0 261 121 Stage 1 - - - - 121 - Stage 2 - - - - 140 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1404 - - - 711 909 Stage 1 - - - - 885 - Stage 2 - - - - 868 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1404 - - - 705 909 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 878 - Stage 2 - - - - 868 - Approach EB WB SB HCM Control Delay, s 0.6 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1404 - - - 765 HCM Lane V/C Ratio 0.007 - - - 0.03 HCM Control Delay 7.6 0 - - 9.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 90 83 81 54 88 8 78 137 47 4 153 126 Future Volume (vph) 90 83 81 54 88 8 78 137 47 4 153 126 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 105 97 94 63 102 9 91 159 55 5 178 147 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 105 191 63 111 250 55 183 147 Volume Left (vph) 105 0 63 0 91 0 5 0 Volume Right (vph) 0 94 0 9 0 55 0 147 Hadj 0.67 -0.31 0.53 -0.02 0.22 -0.67 0.06 -0.61 Departure Headway 7.2 6.2 7.3 6.7 6.6 5.7 6.4 5.7 Degree Utilization, x 0.21 0.33 0.13 0.21 0.46 0.09 0.33 0.23 Capacity (veh/h) 471 546 461 500 516 593 531 591 Control Delay 10.9 11.0 10.1 10.2 13.8 8.0 11.3 9.3 Approach Delay 11.0 10.2 12.8 10.4 Approach LOS B B B B Intersection Summary Delay 11.2 Level of Service B Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 12.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 90 83 81 54 88 8 78 137 47 4 153 126 Future Vol, veh/h 90 83 81 54 88 8 78 137 47 4 153 126 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 10 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 105 97 94 63 102 9 91 159 55 5 178 147 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 12.3 11.5 14.2 11.7 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 36% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 64% 0% 0% 51% 0% 92% 97% 0% Vol Right, % 0% 100% 0% 49% 0% 8% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 215 47 90 164 54 96 157 126 LT Vol 78 0 90 0 54 0 4 0 Through Vol 137 0 0 83 0 88 153 0 RT Vol 0 47 0 81 0 8 0 126 Lane Flow Rate 250 55 105 191 63 112 183 147 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.467 0.089 0.214 0.337 0.13 0.213 0.333 0.238 Departure Headway (Hd) 6.727 5.83 7.361 6.361 7.445 6.875 6.558 5.85 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 533 610 486 561 478 518 544 609 Service Time 4.51 3.612 5.145 4.145 5.24 4.669 4.341 3.632 HCM Lane V/C Ratio 0.469 0.09 0.216 0.34 0.132 0.216 0.336 0.241 HCM Control Delay 15.3 9.2 12.2 12.4 11.4 11.5 12.6 10.5 HCM Lane LOS C A B B B B B B HCM 95th-tile Q 2.5 0.3 0.8 1.5 0.4 0.8 1.5 0.9 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 35 109 133 36 117 241 Future Volume (Veh/h) 35 109 133 36 117 241 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 41 127 155 42 136 280 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 728 176 197 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 728 176 197 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 88 85 90 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 168 197 416 Volume Left 41 0 136 Volume Right 127 42 0 cSH 637 1700 1376 Volume to Capacity 0.26 0.12 0.10 Queue Length 95th (ft) 26 0 8 Control Delay 12.7 0.0 3.2 Lane LOS B A Approach Delay 12.7 0.0 3.2 Approach LOS B Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 35 109 133 36 117 241 Future Vol, veh/h 35 109 133 36 117 241 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 4 2 2 2 2 Mvmt Flow 41 127 155 42 136 280 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 728 176 0 0 197 0 Stage 1 176 - - - - - Stage 2 552 - - - - - Critical Hdwy 6.42 6.24 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 - - 2.218 - Pot Cap-1 Maneuver 390 862 - - 1376 - Stage 1 855 - - - - - Stage 2 577 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 344 862 - - 1376 - Mov Cap-2 Maneuver 344 - - - - - Stage 1 855 - - - - - Stage 2 509 - - - - - Approach WB NB SB HCM Control Delay, s 12.8 0 2.6 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 631 1376 - HCM Lane V/C Ratio - - 0.265 0.099 - HCM Control Delay - - 12.8 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.1 0.3 - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized MOYes MOYes Traffic Volume (veh/h) 464 194 336 278 83 246 Future Volume (veh/h) 464 194 336 278 83 246 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 521 218 378 312 93 276 Approach Volume (veh/h) 521 690 93 Crossing Volume (veh/h) 378 93 521 High Capacity (veh/h) 1029 1288 918 High v/c (veh/h) 0.51 0.54 0.10 Low Capacity (veh/h) 839 1073 741 Low v/c (veh/h) 0.62 0.64 0.13 Intersection Summary Maximum v/c High 0.54 Maximum v/c Low 0.64 Intersection Capacity Utilization 77.5% ICU Level of Service D ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 4.0 Intersection LOS A Approach EB WB NB Entry Lanes 0 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 0 690 369 Demand Flow Rate, veh/h 0 707 392 Vehicles Circulating, veh/h 386 99 531 Vehicles Exiting, veh/h 420 531 386 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.5 1.3 Approach LOS - A A Lane Left Right Left Bypass Designated Moves L TR L R Assumed Moves L TR L R RT Channelized Free Lane Util 0.546 0.454 1.000 Follow-Up Headway, s 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 293 Entry Flow, veh/h 386 321 99 1855 Cap Entry Lane, veh/h 1232 1305 904 0.943 Entry HV Adj Factor 0.979 0.971 0.939 276 Flow Entry, veh/h 378 312 93 1750 Cap Entry, veh/h 1207 1267 849 0.158 V/C Ratio 0.313 0.246 0.109 0.0 Control Delay, s/veh 5.9 5.0 5.3 A LOS A A A 1 95th %tile Queue, veh 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 85 589 2 27 33 560 291 6 2 68 641 5 Future Volume (vph) 85 589 2 27 33 560 291 6 2 68 641 5 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1630 3197 1433 1504 3260 1444 1385 1204 1548 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1630 3197 1433 1504 3260 1444 1385 1204 1548 1515 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 89 620 2 28 35 589 306 6 2 72 675 5 RTOR Reduction (vph) 0 0 1 0 0 0 108 0 65 0 0 6 Lane Group Flow (vph) 89 620 1 0 63 589 198 6 9 0 378 369 Confl. Peds. 1 1 1 1 1 Confl. Bikes 1 1 Heavy Vehicles 2% 4% 2% 0% 19% 2% 2% 20% 2% 23% 2% 20% Turn Type Prot NA pm+ov Prot Prot NA pm+ov Split NA Split NA Protected Phases 5 2 8 1 1 6 4 8 8 4 4 Permitted Phases 2 6 Actuated Green, G 8.3 27.4 35.5 7.5 26.6 56.5 8.1 8.1 29.9 29.9 Effective Green, g 8.3 27.9 35.5 7.5 27.1 56.5 8.1 8.1 29.9 29.9 Actuated g/C Ratio 0.09 0.31 0.40 0.08 0.30 0.63 0.09 0.09 0.33 0.33 Clearance Time 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 4.2 2.5 2.5 4.2 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 151 997 569 126 988 912 125 109 517 506 v/s Ratio Prot 0.05 c0.19 0.00 0.04 c0.18 0.07 0.00 c0.01 c0.24 0.24 v/s Ratio Perm 0.00 0.06 v/c Ratio 0.59 0.62 0.00 0.50 0.60 0.22 0.05 0.08 0.73 0.73 Uniform Delay, d1 38.9 26.2 16.3 39.2 26.5 7.0 37.1 37.2 26.2 26.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 1.4 0.0 2.3 1.2 0.1 0.1 0.2 5.0 4.9 Delay 43.7 27.7 16.3 41.4 27.7 7.1 37.2 37.5 31.2 31.1 Level of Service D C B D C A D D C C Approach Delay 29.7 22.0 37.4 31.1 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 89.4 Sum of lost time 16.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement SBR Lane Configurations Traffic Volume (vph) 69 Future Volume (vph) 69 Ideal Flow 1750 Total Lost time Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.95 Adj. Flow (vph) 73 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. 1 Confl. Bikes Heavy Vehicles 2% Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Avenue & OR 219/OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 861 463 0 921 724 0 0 0 843 0 435 Future Volume (vph) 0 861 463 0 921 724 0 0 0 843 0 435 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3228 1444 3260 1426 3131 1417 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1444 3260 1426 3131 1417 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 888 477 0 949 746 0 0 0 869 0 448 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 57 Lane Group Flow (vph) 0 888 477 0 949 746 0 0 0 869 0 391 Confl. Peds. 4 4 Heavy Vehicles 0% 3% 3% 0% 2% 2% 0% 0% 0% 3% 0% 5% Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 33.6 64.0 33.6 64.0 21.4 21.4 Effective Green, g 34.1 64.0 34.1 64.0 21.9 21.9 Actuated g/C Ratio 0.53 1.00 0.53 1.00 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1719 1444 1736 1426 1071 484 v/s Ratio Prot 0.28 0.29 c0.28 v/s Ratio Perm 0.33 c0.52 0.28 v/c Ratio 0.52 0.33 0.55 0.52 0.81 0.81 Uniform Delay, d1 9.6 0.0 9.9 0.0 19.2 19.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.6 0.8 1.4 4.6 9.4 Delay 10.8 0.6 10.7 1.4 23.8 28.5 Level of Service B A B A C C Approach Delay 7.2 6.6 0.0 25.4 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 64.0 Sum of lost time 8.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: OR 214 & I-5 SB Ramp 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 861 463 0 921 724 0 0 0 843 0 435 Future Volume (veh/h) 0 861 463 0 921 724 0 0 0 843 0 435 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1709 1709 0 1723 1723 1709 0 1682 Adj Flow Rate, veh/h 0 888 0 0 949 0 869 0 448 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 5 Cap, veh/h 0 1667 0 1681 1141 0 515 Arrive On Green 0.00 0.51 0.00 0.00 0.51 0.00 0.36 0.00 0.36 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1425 Grp Volume(v), veh/h 0 888 0 0 949 0 869 0 448 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1425 Q Serve(g_s), s 0.0 11.7 0.0 0.0 12.7 0.0 15.5 0.0 18.7 Cycle Q Clear(g_c), s 0.0 11.7 0.0 0.0 12.7 0.0 15.5 0.0 18.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1667 0 1681 1141 0 515 V/C Ratio(X) 0.00 0.53 0.00 0.56 0.76 0.00 0.87 Avail Cap(c_a), veh/h 0 1667 0 1681 1184 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.70 0.00 0.00 0.60 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 10.4 0.0 0.0 10.7 0.0 18.0 0.0 19.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.7 0.0 2.7 0.0 13.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.6 0.0 0.0 3.9 0.0 5.4 0.0 7.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 11.3 0.0 0.0 11.3 0.0 20.7 0.0 32.8 LOS A B A B C A C Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 11.3 11.3 24.8 Approach LOS B B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 36.9 27.1 36.9 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 0.0 20.7 0.0 Green Ext Time s 0.0 1.9 0.0 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1337 241 0 1341 330 726 Future Volume (vph) 1337 241 0 1341 330 726 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.7 4.7 Lane Util. Factor 0.95 1.00 *0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 0.85 Flt Protected 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 3260 1374 3260 2900 1259 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3260 1374 3260 2900 1259 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1364 246 0 1368 337 741 RTOR Reduction (vph) 0 114 0 0 22 22 Lane Group Flow (vph) 1364 132 0 1368 686 348 Confl. Peds. 2 Confl. Bikes 1 Heavy Vehicles 2% 6% 0% 2% 2% 6% Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 2 8 Actuated Green, G 53.1 53.1 53.1 37.0 37.0 Effective Green, g 53.6 53.6 53.6 37.7 37.7 Actuated g/C Ratio 0.54 0.54 0.54 0.38 0.38 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 2.5 2.5 Lane Grp Cap (vph) 1747 736 1747 1093 474 v/s Ratio Prot 0.42 c0.42 0.24 v/s Ratio Perm 0.10 c0.28 v/c Ratio 0.78 0.18 0.78 0.63 0.73 Uniform Delay, d1 18.5 11.9 18.6 25.4 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.5 2.9 1.0 5.5 Delay 22.1 12.4 21.5 26.4 32.3 Level of Service C B C C C Approach Delay 20.6 21.5 28.4 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 100.0 Sum of lost time 8.7 Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramp & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 39 78 1074 517 11 279 873 18 635 27 191 28 Future Volume (vph) 39 78 1074 517 11 279 873 18 635 27 191 28 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1641 3197 1368 1631 3218 1548 1558 1436 1630 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1641 3197 1368 1631 3218 1548 1558 1436 1630 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 42 84 1155 556 12 300 939 19 683 29 205 30 RTOR Reduction (vph) 0 0 0 333 0 0 1 0 0 0 156 0 Lane Group Flow (vph) 0 126 1155 223 0 312 957 0 355 357 49 30 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 1 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 7 7 4 Permitted Phases 2 7 Actuated Green, G 10.3 39.6 39.6 13.5 42.8 23.6 23.6 23.6 5.8 Effective Green, g 10.3 40.1 40.1 13.5 43.3 24.1 24.1 24.1 6.3 Actuated g/C Ratio 0.10 0.40 0.40 0.14 0.43 0.24 0.24 0.24 0.06 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 169 1281 [PHONE REDACTED] 373 375 346 102 v/s Ratio Prot 0.08 c0.36 c0.19 c0.30 c0.23 0.23 0.02 v/s Ratio Perm 0.16 0.03 v/c Ratio 0.75 0.90 0.41 1.42 0.69 0.95 0.95 0.14 0.29 Uniform Delay, d1 43.6 28.1 21.4 43.2 22.9 37.4 37.4 29.8 44.7 Progression Factor 0.99 1.12 3.02 0.79 1.58 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.4 7.1 1.4 206.9 1.7 34.1 34.0 0.1 1.2 Delay 53.5 38.6 66.2 241.1 37.8 71.5 71.4 30.0 45.9 Level of Service D D E F D E E C D Approach Delay 48.0 87.8 62.2 Approach LOS D F E Intersection Summary HCM 2000 Control Delay 63.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 77 Future Volume (vph) 30 77 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1716 1433 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1716 1433 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 32 83 RTOR Reduction (vph) 0 78 Lane Group Flow (vph) 32 5 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G 5.8 5.8 Effective Green, g 6.3 6.3 Actuated g/C Ratio 0.06 0.06 Clearance Time 4.5 4.5 Vehicle Extension 2.5 2.5 Lane Grp Cap (vph) 108 90 v/s Ratio Prot c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.30 0.06 Uniform Delay, d1 44.7 44.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.2 Delay 45.9 44.3 Level of Service D D Approach Delay 44.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie HCM 6th Edition methodology does not support Non-NEMA phasing. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 14 119 1164 44 1 28 1088 38 24 35 8 58 Future Volume (vph) 14 119 1164 44 1 28 1088 38 24 35 8 58 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.99 1.00 0.97 1.00 Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1513 1549 3175 1631 3211 1630 1663 1630 Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1513 1549 3175 1631 3211 1630 1663 1630 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 132 1293 49 1 31 1209 42 27 39 9 64 RTOR Reduction (vph) 0 0 2 0 0 0 2 0 0 8 0 0 Lane Group Flow (vph) 14 134 1340 0 0 32 1249 0 27 40 0 64 Confl. Peds. 11 11 5 2 2 Confl. Bikes 1 2 Heavy Vehicles 0% 2% 4% 4% 0% 2% 3% 2% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA Prot NA Prot Protected Phases 5 5 2 1 1 6 3 8 7 Permitted Phases Actuated Green, G 12.8 12.8 60.8 4.9 52.9 4.6 9.4 8.4 Effective Green, g 12.8 12.8 61.3 4.9 53.4 4.6 9.4 8.4 Actuated g/C Ratio 0.13 0.13 0.61 0.05 0.53 0.05 0.09 0.08 Clearance Time 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 2.5 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 79 1714 74 156 136 v/s Ratio Prot 0.01 c0.09 0.42 0.02 c0.39 0.02 0.02 c0.04 v/s Ratio Perm v/c Ratio 0.07 0.68 0.69 0.41 0.73 0.36 0.26 0.47 Uniform Delay, d1 38.4 41.6 13.0 46.1 17.8 46.3 42.1 43.7 Progression Factor 1.17 1.23 0.62 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.3 1.3 2.5 2.8 2.2 0.6 1.9 Delay 45.1 56.5 9.4 48.6 20.5 48.5 42.7 45.5 Level of Service D E A D C D D D Approach Delay 14.0 21.2 44.8 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement SBT SBR Lane Configurations Traffic Volume (vph) 25 89 Future Volume (vph) 25 89 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.88 Flt Protected 1.00 Satd. Flow (prot) 1496 Flt Permitted 1.00 Satd. Flow (perm) 1496 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 28 99 RTOR Reduction (vph) 86 0 Lane Group Flow (vph) 41 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.2 Effective Green, g 13.2 Actuated g/C Ratio 0.13 Clearance Time 4.0 Vehicle Extension 2.5 Lane Grp Cap (vph) 197 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 38.7 Progression Factor 1.00 Incremental Delay, d2 0.4 Delay 39.1 Level of Service D Approach Delay 41.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 6: Oregon Way & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie HCM 6th Edition cannot analyze u-turn movements. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 638 387 133 691 118 290 118 113 141 215 153 Future Volume (vph) 115 638 387 133 691 118 290 118 113 141 215 153 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1651 1419 1630 1651 1399 1599 1716 1424 1614 1683 1406 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 120 665 403 139 720 123 302 123 118 147 224 159 RTOR Reduction (vph) 0 0 162 0 0 65 0 0 93 0 0 135 Lane Group Flow (vph) 120 665 241 139 720 58 302 123 25 147 224 24 Confl. Peds. 3 3 4 4 Confl. Bikes 2 2 3 Heavy Vehicles 2% 6% 2% 2% 6% 4% 4% 2% 2% 3% 4% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G 8.0 50.9 50.9 11.9 54.8 54.8 19.6 24.0 24.0 12.7 17.1 17.1 Effective Green, g 8.5 51.9 51.9 12.4 55.8 55.8 20.1 25.0 25.0 13.2 18.1 18.1 Actuated g/C Ratio 0.07 0.44 0.44 0.10 0.47 0.47 0.17 0.21 0.21 0.11 0.15 0.15 Clearance Time 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 116 723 621 170 777 658 271 362 300 179 257 214 v/s Ratio Prot c0.07 0.40 0.09 c0.44 c0.19 0.07 0.09 c0.13 v/s Ratio Perm 0.17 0.04 0.02 0.02 v/c Ratio 1.03 0.92 0.39 0.82 0.93 0.09 1.11 0.34 0.08 0.82 0.87 0.11 Uniform Delay, d1 55.0 31.3 22.5 51.9 29.4 17.3 49.2 39.7 37.5 51.5 49.1 43.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 93.1 16.7 0.3 24.7 16.9 0.0 88.9 0.4 0.1 24.6 25.8 0.2 Delay 148.1 48.0 22.8 76.7 46.3 17.3 138.1 40.1 37.6 76.1 74.9 43.5 Level of Service F D C E D B F D D E E D Approach Delay 49.6 47.0 94.1 65.8 Approach LOS D D F E Intersection Summary HCM 2000 Control Delay 58.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 118.5 Sum of lost time 16.0 Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: Settlemier St/Boones Ferry Rd & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 115 638 387 133 691 118 290 118 113 141 215 153 Future Volume (veh/h) 115 638 387 133 691 118 290 118 113 141 215 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1668 1723 1723 1668 1695 1695 1723 1723 1709 1695 1723 Adj Flow Rate, veh/h 120 665 403 139 720 123 302 123 118 147 224 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 6 2 2 6 4 4 2 2 3 4 2 Cap, veh/h 120 747 651 170 797 670 279 347 284 178 234 193 Arrive On Green 0.07 0.45 0.45 0.10 0.48 0.48 0.17 0.20 0.20 0.11 0.14 0.14 Sat Flow, veh/h 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Grp Volume(v), veh/h 120 665 403 139 720 123 302 123 118 147 224 159 Grp Sat Flow(s),veh/h/ln 1641 1668 1455 1641 1668 1401 1615 1723 1411 1628 1695 1398 Q Serve(g_s), s 8.5 42.4 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Cycle Q Clear(g_c), s 8.5 42.4 24.5 9.6 45.9 5.8 20.0 7.1 8.4 10.2 15.2 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 120 747 651 170 797 670 279 347 284 178 234 193 V/C Ratio(X) 1.00 0.89 0.62 0.82 0.90 0.18 1.08 0.35 0.42 0.83 0.96 0.82 Avail Cap(c_a), veh/h 120 792 690 184 856 719 279 347 284 197 234 193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 53.7 29.4 24.5 50.9 27.8 17.3 47.9 39.8 40.3 50.5 49.6 48.6 Incr Delay (d2), s/veh 81.1 11.6 1.3 22.0 12.1 0.1 78.1 0.5 0.7 21.7 46.6 23.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 18.6 8.7 4.9 20.0 0.0 14.1 3.1 3.0 5.2 9.4 5.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 134.8 41.0 25.8 72.8 39.8 17.4 126.0 40.3 41.1 72.2 96.2 72.2 LOS F D C E D B F D D E F E Approach Vol, veh/h 1188 982 543 530 Approach Delay, s/veh 45.3 41.7 88.1 82.3 Approach LOS D D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 55.9 24.0 20.0 12.5 59.4 16.7 27.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 12.5 54.0 19.5 15.0 8.0 58.5 13.5 21.0 Max Q Clear Time (g_c+I1), s 11.6 44.4 22.0 17.2 10.5 47.9 12.2 9.1 Green Ext Time s 0.0 3.5 0.0 0.0 0.0 6.5 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 57.4 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 398 260 262 358 59 266 431 115 156 800 233 Future Volume (vph) 215 398 260 262 358 59 266 431 115 156 800 233 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1554 1636 1400 1614 1596 3131 3079 1233 1583 3019 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 226 419 274 276 377 62 280 454 121 164 842 245 RTOR Reduction (vph) 0 0 211 0 5 0 0 0 82 0 20 0 Lane Group Flow (vph) 226 419 63 276 434 0 280 454 39 164 1067 0 Confl. Peds. 1 10 10 1 4 1 1 4 Heavy Vehicles 7% 7% 4% 3% 8% 2% 3% 8% 18% 5% 6% 6% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 21.6 28.6 28.6 24.0 31.0 15.8 38.7 38.7 16.7 39.6 Effective Green, g 21.1 28.6 28.6 23.5 31.0 15.3 40.4 40.4 16.2 41.3 Actuated g/C Ratio 0.17 0.23 0.23 0.19 0.25 0.12 0.32 0.32 0.13 0.33 Clearance Time 3.5 4.0 4.0 3.5 4.0 3.5 5.7 5.7 3.5 5.7 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 262 375 321 304 396 384 997 399 205 999 v/s Ratio Prot 0.15 0.26 c0.17 c0.27 c0.09 0.15 0.10 c0.35 v/s Ratio Perm 0.04 0.03 v/c Ratio 0.86 1.12 0.20 0.91 1.10 0.73 0.46 0.10 0.80 1.07 Uniform Delay, d1 50.4 48.0 38.8 49.5 46.9 52.7 33.4 29.4 52.7 41.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.9 82.2 0.2 28.9 74.0 6.4 0.2 0.1 19.1 48.5 Delay 74.3 130.2 39.0 78.4 120.9 59.1 33.7 29.5 71.8 90.2 Level of Service E F D E F E C C E F Approach Delay 89.3 104.5 41.4 87.8 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 80.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 124.7 Sum of lost time 16.0 Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: 99 E & OR 214 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 398 260 262 358 59 266 431 115 156 800 233 Future Volume (veh/h) 215 398 260 262 358 59 266 431 115 156 800 233 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1654 1695 1709 1641 1723 1709 1641 1504 1682 1668 1668 Adj Flow Rate, veh/h 226 419 0 276 377 62 280 454 121 164 842 245 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 4 3 8 2 3 8 18 5 6 6 Cap, veh/h 248 360 296 332 55 333 1074 437 196 830 241 Arrive On Green 0.16 0.22 0.00 0.18 0.24 0.24 0.11 0.34 0.34 0.12 0.34 0.33 Sat Flow, veh/h 1576 1654 1437 1628 1371 226 3158 3118 1267 1602 2420 704 Grp Volume(v), veh/h 226 419 0 276 0 439 280 454 121 164 551 536 Grp Sat Flow(s),veh/h/ln 1576 1654 1437 1628 0 1597 1579 1559 1267 1602 1585 1538 Q Serve(g_s), s 16.9 26.0 0.0 20.0 0.0 28.9 10.4 13.4 8.3 12.0 41.0 41.0 Cycle Q Clear(g_c), s 16.9 26.0 0.0 20.0 0.0 28.9 10.4 13.4 8.3 12.0 41.0 41.0 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 248 360 296 0 [PHONE REDACTED] 437 196 544 528 V/C Ratio(X) 0.91 1.16 0.93 0.00 1.14 0.84 0.42 0.28 0.84 1.01 1.02 Avail Cap(c_a), veh/h 343 360 354 0 [PHONE REDACTED] 437 281 544 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.5 46.8 0.0 48.2 0.0 45.3 52.5 30.1 28.4 51.3 39.3 39.6 Incr Delay (d2), s/veh 21.0 100.0 0.0 27.8 0.0 88.3 4.5 0.2 0.3 12.0 42.1 43.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 20.5 0.0 10.1 0.0 20.5 4.2 4.9 2.5 5.3 21.5 21.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 70.6 146.8 0.0 76.0 0.0 133.6 57.0 30.3 28.6 63.3 81.4 82.6 LOS E F E A F E C C E F F Approach Vol, veh/h 645 [PHONE REDACTED] Approach Delay, s/veh 120.1 111.4 38.8 79.6 Approach LOS F F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 45.0 22.8 32.9 18.6 45.2 25.7 30.0 Change Period (Y+Rc), s 5.7 * 5.7 3.5 4.0 3.5 5.7 3.5 4.0 Max Green Setting (Gmax), s 21.5 * 39 26.5 26.0 21.5 39.3 26.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 43.0 18.9 30.9 15.0 15.4 22.0 28.0 Green Ext Time s 0.7 0.0 0.4 0.0 0.2 5.2 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 83.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 189 55 19 574 750 122 Future Volume (Veh/h) 189 55 19 574 750 122 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 193 56 19 586 765 124 Pedestrians 4 2 15 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 1 Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1470 833 893 vC1, stage 1 conf vol 831 vC2, stage 2 conf vol 639 vCu, unblocked vol 1470 833 893 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 44 85 97 cM capacity (veh/h) 343 366 757 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 193 56 19 586 889 Volume Left 193 0 19 0 0 Volume Right 0 56 0 0 124 cSH 343 [PHONE REDACTED] 1700 Volume to Capacity 0.56 0.15 0.03 0.34 0.52 Queue Length 95th (ft) 82 13 2 0 0 Control Delay 28.2 16.6 9.9 0.0 0.0 Lane LOS D C A Approach Delay 25.6 0.3 0.0 Approach LOS D Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 9: Evergreen Rd & Stacey Allison Wy 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 5.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 189 55 19 574 750 122 Future Vol, veh/h 189 55 19 574 750 122 Conflicting Peds, #/hr 15 2 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 3 2 Mvmt Flow 193 56 19 586 765 124 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1470 833 893 0 - 0 Stage 1 831 - - - - - Stage 2 639 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver ~ 140 369 759 - - - Stage 1 428 - - - - - Stage 2 526 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 135 367 756 - - - Mov Cap-2 Maneuver 272 - - - - - Stage 1 416 - - - - - Stage 2 524 - - - - - Approach EB NB SB HCM Control Delay, s 38.6 0.3 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 756 - 272 367 - - HCM Lane V/C Ratio 0.026 - 0.709 0.153 - - HCM Control Delay 9.9 - 45 16.6 - - HCM Lane LOS A - E C - - HCM 95th %tile Q(veh) 0.1 - 4.9 0.5 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 59 64 1 140 114 123 2 470 95 169 637 12 Future Volume (vph) 59 64 1 140 114 123 2 470 95 169 637 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 61 67 1 146 119 128 2 490 99 176 664 12 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 129 393 2 589 176 676 Volume Left (vph) 61 146 2 0 176 0 Volume Right (vph) 1 128 0 99 0 12 Hadj 0.12 -0.09 0.53 -0.08 0.53 0.04 Departure Headway 9.2 7.7 8.6 7.9 8.4 7.9 Degree Utilization, x 0.33 0.84 0.00 1.30 0.41 1.49 Capacity (veh/h) 365 393 415 463 423 457 Control Delay 16.6 39.3 10.4 172.1 16.1 253.4 Approach Delay 16.6 39.3 171.5 204.3 Approach LOS C E F F Intersection Summary Delay 149.1 Level of Service F Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 10: Evergreen Rd & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 149.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 64 1 140 114 123 2 470 95 169 637 12 Future Vol, veh/h 59 64 1 140 114 123 2 470 95 169 637 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 3 2 Mvmt Flow 61 67 1 146 119 128 2 490 99 176 664 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 19.2 44.4 170 202.5 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 48% 37% 100% 0% Vol Thru, % 0% 83% 52% 30% 0% 98% Vol Right, % 0% 17% 1% 33% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 565 124 377 169 649 LT Vol 2 0 59 140 169 0 Through Vol 0 470 64 114 0 637 RT Vol 0 95 1 123 0 12 Lane Flow Rate 2 589 129 393 176 676 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.285 0.331 0.842 0.409 1.479 Departure Headway (Hd) 9.211 8.566 10.93 8.888 9.062 8.544 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 391 430 331 412 400 433 Service Time 6.911 6.266 8.93 6.888 6.762 6.244 HCM Lane V/C Ratio 0.005 1.37 0.39 0.954 0.44 1.561 HCM Control Delay 12 170.6 19.2 44.4 17.9 250.6 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 23.6 1.4 8 1.9 32.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 28 170 1 28 39 152 378 14 28 543 57 Future Volume (Veh/h) 49 28 170 1 28 39 152 378 14 28 543 57 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 51 29 177 1 29 41 158 394 15 29 566 59 Pedestrians 10 8 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1273 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 1436 1396 610 1574 1418 410 635 417 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1434 1393 576 1577 1415 410 602 417 tC, single 7.2 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage tF 3.6 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 21 73 64 97 72 94 83 97 cM capacity (veh/h) 65 109 486 36 105 [PHONE REDACTED] Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 51 206 71 567 654 Volume Left 51 0 1 158 29 Volume Right 0 177 41 15 59 cSH 65 326 [PHONE REDACTED] Volume to Capacity 0.79 0.63 0.37 0.17 0.03 Queue Length 95th (ft) 90 101 40 15 2 Control Delay 160.3 33.1 34.1 4.2 0.7 Lane LOS F D D A A Approach Delay 58.4 34.1 4.2 0.7 Approach LOS F D Intersection Summary Average Delay 13.1 Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 11: Settlemier St & Hayes St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 12.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 28 170 1 28 39 152 378 14 28 543 57 Future Vol, veh/h 49 28 170 1 28 39 152 378 14 28 543 57 Conflicting Peds, #/hr 0 0 4 4 0 0 10 0 8 8 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 140 - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 7 2 5 2 2 2 2 4 2 2 2 2 Mvmt Flow 51 29 177 1 29 41 158 394 15 29 566 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1417 1397 610 1487 1419 410 635 0 0 417 0 0 Stage 1 664 664 - 726 726 - - - - - - - Stage 2 753 733 - 761 693 - - - - - - - Critical Hdwy 7.17 6.52 6.25 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.17 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.17 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.563 4.018 3.345 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 112 141 489 103 137 642 948 - - 1142 - - Stage 1 442 458 - 416 430 - - - - - - - Stage 2 394 426 - 398 445 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 66 104 482 41 101 637 939 - - 1133 - - Mov Cap-2 Maneuver 66 104 - 41 101 - - - - - - - Stage 1 343 435 - 323 334 - - - - - - - Stage 2 263 331 - 225 423 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 58.9 35.5 2.7 0.4 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - 66 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.169 - - 0.773 0.649 0.379 0.026 - - HCM Control Delay 9.6 0 - 155.5 35 35.5 8.3 0 - HCM Lane LOS A A - F E E A A - HCM 95th %tile Q(veh) 0.6 - - 3.5 4.2 1.6 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 13 1 1 58 94 123 Future Volume (Veh/h) 13 1 1 58 94 123 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 15 1 1 68 111 145 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 254 184 256 vC1, stage 1 conf vol 184 vC2, stage 2 conf vol 70 vCu, unblocked vol 254 184 256 tC, single 6.4 6.2 4.1 tC, 2 stage 5.4 tF 3.5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 16 1 68 256 Volume Left 15 1 0 0 Volume Right 1 0 0 145 cSH 814 1309 1700 1700 Volume to Capacity 0.02 0.00 0.04 0.15 Queue Length 95th (ft) 2 0 0 0 Control Delay 9.5 7.8 0.0 0.0 Lane LOS A A Approach Delay 9.5 0.1 0.0 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 23.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 12: Evergreen Rd & Hooper St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 13 1 1 58 94 123 Future Vol, veh/h 13 1 1 58 94 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 20 20 2 Mvmt Flow 15 1 1 68 111 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 254 184 256 0 - 0 Stage 1 184 - - - - - Stage 2 70 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 848 - - - - - Stage 2 953 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 738 - - - - - Stage 1 847 - - - - - Stage 2 953 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1309 - 745 - - HCM Lane V/C Ratio 0.001 - 0.022 - - HCM Control Delay 7.8 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.1 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 3 0 3 42 75 6 Future Volume (Veh/h) 3 0 3 42 75 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 0 4 49 88 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 148 92 95 vC1, stage 1 conf vol 92 vC2, stage 2 conf vol 57 vCu, unblocked vol 148 92 95 tC, single 6.6 6.4 4.3 tC, 2 stage 5.6 tF 3.7 3.5 2.4 p0 queue free % 100 100 100 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 4 53 95 Volume Left 4 4 0 Volume Right 0 0 7 cSH 847 1393 1700 Volume to Capacity 0.00 0.00 0.06 Queue Length 95th (ft) 0 0 0 Control Delay 9.3 0.6 0.0 Lane LOS A A Approach Delay 9.3 0.6 0.0 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 15.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 13: Evergreen Rd & North Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 3 42 75 6 Future Vol, veh/h 3 0 3 42 75 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 20 20 20 10 10 20 Mvmt Flow 4 0 4 49 88 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 149 92 95 0 - 0 Stage 1 92 - - - - - Stage 2 57 - - - - - Critical Hdwy 6.6 6.4 4.3 - - - Critical Hdwy Stg 1 5.6 - - - - - Critical Hdwy Stg 2 5.6 - - - - - Follow-up Hdwy 3.68 3.48 2.38 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 888 - - - - - Stage 2 922 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 776 - - - - - Stage 1 885 - - - - - Stage 2 922 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1393 - 776 - - HCM Lane V/C Ratio 0.003 - 0.005 - - HCM Control Delay 7.6 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 13 41 35 31 45 30 Future Volume (Veh/h) 13 41 35 31 45 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 15 48 41 36 53 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 70 88 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 70 88 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 98 95 97 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # EB 1 NB 1 SB 1 Volume Total 63 77 88 Volume Left 15 41 0 Volume Right 48 0 35 cSH 931 1508 1700 Volume to Capacity 0.07 0.03 0.05 Queue Length 95th (ft) 5 2 0 Control Delay 9.1 4.1 0.0 Lane LOS A A Approach Delay 9.1 4.1 0.0 Approach LOS A Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 14: Evergreen Rd & South Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 13 41 35 31 45 30 Future Vol, veh/h 13 41 35 31 45 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 10 10 2 Mvmt Flow 15 48 41 36 53 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 189 71 88 0 - 0 Stage 1 71 - - - - - Stage 2 118 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 952 - - - - - Stage 2 907 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 778 - - - - - Stage 1 925 - - - - - Stage 2 907 - - - - - Approach EB NB SB HCM Control Delay, s 9.2 4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1508 - 930 - - HCM Lane V/C Ratio 0.027 - 0.068 - - HCM Control Delay 7.5 0 9.2 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 17 57 74 13 28 28 30 91 34 27 13 Future Volume (vph) 29 17 57 74 13 28 28 30 91 34 27 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 34 20 67 87 15 33 33 35 107 40 32 15 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 121 135 175 87 Volume Left (vph) 34 87 33 40 Volume Right (vph) 67 33 107 15 Hadj -0.15 0.06 -0.26 0.04 Departure Headway 4.5 4.7 4.4 4.8 Degree Utilization, x 0.15 0.18 0.21 0.12 Capacity (veh/h) 735 711 775 701 Control Delay 8.4 8.7 8.5 8.4 Approach Delay 8.4 8.7 8.5 8.4 Approach LOS A A A A Intersection Summary Delay 8.5 Level of Service A Intersection Capacity Utilization 30.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 15: Parr Rd & Industrial Road & Evergreen Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 17 57 74 13 28 28 30 91 34 27 13 Future Vol, veh/h 29 17 57 74 13 28 28 30 91 34 27 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 5 3 10 6 2 2 5 10 2 2 3 5 Mvmt Flow 34 20 67 87 15 33 33 35 107 40 32 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.3 8.8 8.6 8.4 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 19% 28% 64% 46% Vol Thru, % 20% 17% 11% 36% Vol Right, % 61% 55% 24% 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 149 103 115 74 LT Vol 28 29 74 34 Through Vol 30 17 13 27 RT Vol 91 57 28 13 Lane Flow Rate 175 121 135 87 Geometry Grp 1 1 1 1 Degree of Util 0.212 0.151 0.178 0.114 Departure Headway (Hd) 4.361 4.472 4.724 4.721 Convergence, Y/N Yes Yes Yes Yes Cap 822 801 759 757 Service Time 2.395 2.508 2.758 2.759 HCM Lane V/C Ratio 0.213 0.151 0.178 0.115 HCM Control Delay 8.6 8.3 8.8 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.8 0.5 0.6 0.4 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 98 38 16 18 0 Future Volume (Veh/h) 0 98 38 16 18 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 115 45 19 21 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 170 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 170 54 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 97 100 cM capacity (veh/h) 1489 803 990 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 115 64 21 Volume Left 0 0 21 Volume Right 0 19 0 cSH 1489 1700 803 Volume to Capacity 0.00 0.04 0.03 Queue Length 95th (ft) 0 0 2 Control Delay 0.0 0.0 9.6 Lane LOS A Approach Delay 0.0 0.0 9.6 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 15.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 16: Industrial Road & East Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 98 38 16 18 0 Future Vol, veh/h 0 98 38 16 18 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 115 45 19 21 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 64 0 - 0 170 55 Stage 1 - - - - 55 - Stage 2 - - - - 115 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1489 - - - 802 990 Stage 1 - - - - 947 - Stage 2 - - - - 890 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1489 - - - 802 990 Mov Cap-2 Maneuver - - - - 802 - Stage 1 - - - - 947 - Stage 2 - - - - 890 - Approach EB WB SB HCM Control Delay, s 0 0 9.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1489 - - - 802 HCM Lane V/C Ratio - - - - 0.026 HCM Control Delay 0 - - - 9.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 37 0 38 27 0 Future Volume (Veh/h) 0 37 0 38 27 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 44 0 45 32 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 45 66 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 66 22 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 100 97 100 cM capacity (veh/h) 1513 919 1032 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 44 45 32 Volume Left 0 0 32 Volume Right 0 45 0 cSH 1513 1700 919 Volume to Capacity 0.00 0.03 0.03 Queue Length 95th (ft) 0 0 3 Control Delay 0.0 0.0 9.1 Lane LOS A Approach Delay 0.0 0.0 9.1 Approach LOS A Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 17: Industrial Road & West Access 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 37 0 38 27 0 Future Vol, veh/h 0 37 0 38 27 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 10 5 5 10 10 10 Mvmt Flow 0 44 0 45 32 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 45 0 - 0 67 23 Stage 1 - - - - 23 - Stage 2 - - - - 44 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1513 - - - 919 1031 Stage 1 - - - - 979 - Stage 2 - - - - 958 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1513 - - - 919 1031 Mov Cap-2 Maneuver - - - - 919 - Stage 1 - - - - 979 - Stage 2 - - - - 958 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1513 - - - 919 HCM Lane V/C Ratio - - - - 0.035 HCM Control Delay 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 9 114 111 21 13 11 Future Volume (Veh/h) 9 114 111 21 13 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 10 133 129 24 15 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 153 294 141 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 153 294 141 tC, single 4.2 6.5 6.3 tC, 2 stage tF 2.3 3.6 3.4 p0 queue free % 99 98 99 cM capacity (veh/h) 1380 675 886 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 143 153 28 Volume Left 10 0 15 Volume Right 0 24 13 cSH 1380 1700 759 Volume to Capacity 0.01 0.09 0.04 Queue Length 95th (ft) 1 0 3 Control Delay 0.6 0.0 9.9 Lane LOS A A Approach Delay 0.6 0.0 9.9 Approach LOS A Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 24.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 20: Parr Rd & Stubb Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 114 111 21 13 11 Future Vol, veh/h 9 114 111 21 13 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 10 10 10 10 10 10 Mvmt Flow 10 133 129 24 15 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 153 0 - 0 294 141 Stage 1 - - - - 141 - Stage 2 - - - - 153 - Critical Hdwy 4.2 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.29 - - - 3.59 3.39 Pot Cap-1 Maneuver 1380 - - - 680 886 Stage 1 - - - - 867 - Stage 2 - - - - 856 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1380 - - - 675 886 Mov Cap-2 Maneuver - - - - 675 - Stage 1 - - - - 860 - Stage 2 - - - - 856 - Approach EB WB SB HCM Control Delay, s 0.6 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1380 - - - 758 HCM Lane V/C Ratio 0.008 - - - 0.037 HCM Control Delay 7.6 0 - - 9.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 96 86 83 54 101 8 78 137 47 4 153 130 Future Volume (vph) 96 86 83 54 101 8 78 137 47 4 153 130 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 112 100 97 63 117 9 91 159 55 5 178 151 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 112 197 63 126 250 55 183 151 Volume Left (vph) 112 0 63 0 91 0 5 0 Volume Right (vph) 0 97 0 9 0 55 0 151 Hadj 0.67 -0.31 0.53 -0.02 0.22 -0.67 0.06 -0.61 Departure Headway 7.3 6.3 7.3 6.8 6.7 5.8 6.5 5.8 Degree Utilization, x 0.23 0.34 0.13 0.24 0.46 0.09 0.33 0.25 Capacity (veh/h) 468 541 458 496 508 582 523 581 Control Delay 11.2 11.3 10.2 10.6 14.1 8.2 11.5 9.5 Approach Delay 11.3 10.5 13.1 10.6 Approach LOS B B B B Intersection Summary Delay 11.4 Level of Service B Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th AWSC 21: Boones Ferry Rd/Settlemier Rd & Parr Rd/Front St 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 96 86 83 54 101 8 78 137 47 4 153 130 Future Vol, veh/h 96 86 83 54 101 8 78 137 47 4 153 130 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 10 2 2 2 2 2 2 2 2 2 3 5 Mvmt Flow 112 100 97 63 117 9 91 159 55 5 178 151 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 12.6 11.9 14.6 11.9 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 36% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 64% 0% 0% 51% 0% 93% 97% 0% Vol Right, % 0% 100% 0% 49% 0% 7% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 215 47 96 169 54 109 157 130 LT Vol 78 0 96 0 54 0 4 0 Through Vol 137 0 0 86 0 101 153 0 RT Vol 0 47 0 83 0 8 0 130 Lane Flow Rate 250 55 112 197 63 127 183 151 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.475 0.09 0.23 0.351 0.133 0.248 0.338 0.25 Departure Headway (Hd) 6.843 5.945 7.431 6.432 7.613 7.049 6.668 5.959 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 523 597 480 554 474 512 535 597 Service Time 4.64 3.742 5.229 4.23 5.313 4.749 4.466 3.757 HCM Lane V/C Ratio 0.478 0.092 0.233 0.356 0.133 0.248 0.342 0.253 HCM Control Delay 15.8 9.3 12.5 12.7 11.5 12.1 12.9 10.8 HCM Lane LOS C A B B B B B B HCM 95th-tile Q 2.5 0.3 0.9 1.6 0.5 1 1.5 1 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 38 129 133 40 147 241 Future Volume (Veh/h) 38 129 133 40 147 241 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 44 150 155 47 171 280 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 800 178 202 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 800 178 202 tC, single 6.4 6.2 4.1 tC, 2 stage tF 3.5 3.3 2.2 p0 queue free % 86 83 88 cM capacity (veh/h) [PHONE REDACTED] Direction, Lane # WB 1 NB 1 SB 1 Volume Total 194 202 451 Volume Left 44 0 171 Volume Right 150 47 0 cSH 613 1700 1370 Volume to Capacity 0.32 0.12 0.12 Queue Length 95th (ft) 34 0 11 Control Delay 13.6 0.0 3.8 Lane LOS B A Approach Delay 13.6 0.0 3.8 Approach LOS B Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM 6th TWSC 22: Butteville Rd & Parr Rd 11/04/2022 Weisz Propery 11 Report Phase 1 Post-Development w/ Kalugin - PM Peak Hour Mackenzie Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 129 133 40 147 241 Future Vol, veh/h 38 129 133 40 147 241 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 4 2 2 2 2 Mvmt Flow 44 150 155 47 171 280 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 801 179 0 0 202 0 Stage 1 179 - - - - - Stage 2 622 - - - - - Critical Hdwy 6.42 6.24 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 - - 2.218 - Pot Cap-1 Maneuver 354 859 - - 1370 - Stage 1 852 - - - - - Stage 2 535 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 302 859 - - 1370 - Mov Cap-2 Maneuver 302 - - - - - Stage 1 852 - - - - - Stage 2 456 - - - - - Approach WB NB SB HCM Control Delay, s 13.7 0 3 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 605 1370 - HCM Lane V/C Ratio - - 0.321 0.125 - HCM Control Delay - - 13.7 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.4 0.4 - ---PAGE BREAK--- APPENDIX I QUEUING ANALYSIS ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection: 1: Butteville Rd & OR 219 Movement EB EB WB WB B40 NB Directions Served TR R UL T T UL Maximum Queue (ft) 138 37 267 115 19 28 Average Queue (ft) 40 1 105 18 1 13 95th Queue (ft) 93 27 220 68 14 31 Link Distance (ft) 234 234 [PHONE REDACTED] 442 Upstream Blk Time 1 0 Queuing Penalty (veh) 3 0 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Woodland Avenue & OR 219/OR 214 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R UL T T R L TR L LTR Maximum Queue (ft) 72 112 152 19 145 290 295 169 5 91 164 223 Average Queue (ft) 24 37 67 1 58 115 114 11 0 26 69 103 95th Queue (ft) 57 87 127 8 113 225 227 72 5 67 124 181 Link Distance (ft) 1426 1426 981 981 940 489 489 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 225 140 225 95 110 Storage Blk Time 1 1 11 0 Queuing Penalty (veh) 0 1 5 0 Intersection: 3: OR 214 & I-5 SB Ramp Movement EB EB WB WB SB SB SB Directions Served T T T T L L R Maximum Queue (ft) 95 144 225 192 95 163 118 Average Queue (ft) 39 72 97 79 48 61 9 95th Queue (ft) 75 123 176 158 85 112 60 Link Distance (ft) 981 981 [PHONE REDACTED] 1124 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time 1 0 Queuing Penalty (veh) 2 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection: 4: I-5 NB Ramp & OR 214 Movement EB EB WB WB NB NB NB Directions Served T T T T L LR R Maximum Queue (ft) 179 206 212 228 240 320 286 Average Queue (ft) 87 111 141 183 80 181 142 95th Queue (ft) 152 183 219 246 161 281 246 Link Distance (ft) [PHONE REDACTED] 1207 1207 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Evergreen Rd & OR 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 270 353 332 306 354 451 431 346 404 348 38 70 Average Queue (ft) 93 211 206 34 197 232 208 272 357 203 7 20 95th Queue (ft) 200 306 305 170 386 398 346 354 423 485 29 56 Link Distance (ft) 400 400 551 551 348 324 Upstream Blk Time 0 0 0 0 0 25 1 Queuing Penalty (veh) 0 0 2 0 0 0 0 Storage Bay Dist (ft) 175 250 375 325 225 70 Storage Blk Time 0 15 4 7 1 0 42 0 1 Queuing Penalty (veh) 0 14 10 30 1 2 242 0 0 Intersection: 5: Evergreen Rd & OR 214 Movement SB Directions Served R Maximum Queue (ft) 58 Average Queue (ft) 13 95th Queue (ft) 46 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - AM Peak Hour Mackenzie Intersection: 6: Oregon Way & OR 214 Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served U UL T TR UL T TR L TR L TR Maximum Queue (ft) 16 83 267 298 22 342 270 62 70 24 78 Average Queue (ft) 1 29 55 69 3 135 89 19 19 2 25 95th Queue (ft) 9 67 195 215 15 263 216 49 53 13 52 Link Distance (ft) 551 551 628 628 237 355 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 300 300 150 150 50 Storage Blk Time 0 7 1 Queuing Penalty (veh) 0 0 0 Intersection: 22: Butteville Rd & Parr Rd Movement WB SB Directions Served LR LT Maximum Queue (ft) 62 38 Average Queue (ft) 26 6 95th Queue (ft) 47 24 Link Distance (ft) 4290 1171 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 314 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection: 1: Butteville Rd & OR 219 Movement EB WB WB B40 B40 NB Directions Served TR UL T T T UL Maximum Queue (ft) 108 292 157 65 13 43 Average Queue (ft) 41 124 18 4 1 15 95th Queue (ft) 85 250 80 44 12 37 Link Distance (ft) 234 [PHONE REDACTED] 1426 442 Upstream Blk Time 2 0 Queuing Penalty (veh) 10 0 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Woodland Avenue & OR 219/OR 214 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R UL T T R L TR L LTR Maximum Queue (ft) 72 124 154 14 181 263 289 128 5 80 172 224 Average Queue (ft) 23 35 66 1 54 108 106 8 0 25 64 94 95th Queue (ft) 58 92 123 6 124 216 226 55 4 63 121 171 Link Distance (ft) 1426 1426 981 981 940 489 489 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 225 140 225 95 110 Storage Blk Time 1 1 10 0 Queuing Penalty (veh) 0 1 5 0 Intersection: 3: OR 214 & I-5 SB Ramp Movement EB EB WB WB SB SB SB Directions Served T T T T L L R Maximum Queue (ft) 98 152 178 176 85 131 90 Average Queue (ft) 37 68 96 79 43 50 7 95th Queue (ft) 77 121 159 141 75 96 52 Link Distance (ft) 981 981 [PHONE REDACTED] 1124 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time 0 0 Queuing Penalty (veh) 1 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection: 4: I-5 NB Ramp & OR 214 Movement EB EB WB WB NB NB NB Directions Served T T T T L LR R Maximum Queue (ft) 161 185 211 225 221 310 273 Average Queue (ft) 81 99 143 172 72 182 135 95th Queue (ft) 138 161 214 243 149 272 227 Link Distance (ft) [PHONE REDACTED] 1207 1207 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Evergreen Rd & OR 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 269 350 380 310 266 418 425 340 401 348 49 59 Average Queue (ft) 84 211 214 36 151 223 206 256 343 180 11 18 95th Queue (ft) 189 319 332 194 276 365 349 352 423 464 38 51 Link Distance (ft) 400 400 551 551 348 324 Upstream Blk Time 0 0 19 1 Queuing Penalty (veh) 1 0 0 0 Storage Bay Dist (ft) 175 250 375 325 225 70 Storage Blk Time 0 17 5 0 0 1 0 36 0 Queuing Penalty (veh) 0 16 11 0 1 1 1 199 0 Intersection: 5: Evergreen Rd & OR 214 Movement SB Directions Served R Maximum Queue (ft) 64 Average Queue (ft) 14 95th Queue (ft) 49 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Property SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - AM Peak Hour Mackenzie Intersection: 6: Oregon Way & OR 214 Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served U UL T TR UL T TR L TR L TR Maximum Queue (ft) 16 137 348 360 22 383 320 65 65 20 64 Average Queue (ft) 1 30 65 78 2 143 96 21 17 1 25 95th Queue (ft) 9 89 214 233 12 300 233 53 49 8 52 Link Distance (ft) 551 551 628 628 237 355 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 300 300 150 150 50 Storage Blk Time 0 1 6 2 Queuing Penalty (veh) 0 0 0 0 Intersection: 22: Butteville Rd & Parr Rd Movement WB SB Directions Served LR LT Maximum Queue (ft) 65 57 Average Queue (ft) 34 14 95th Queue (ft) 54 42 Link Distance (ft) 4290 1171 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 248 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection: 1: Butteville Rd & OR 219 Movement EB EB WB WB NB Directions Served TR R UL T UL Maximum Queue (ft) 258 226 160 102 60 Average Queue (ft) 123 19 62 10 16 95th Queue (ft) 241 118 134 50 42 Link Distance (ft) 234 234 241 241 442 Upstream Blk Time 5 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Woodland Avenue & OR 219/OR 214 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R UL T T R L TR L LTR Maximum Queue (ft) 146 229 274 12 128 259 270 195 30 127 369 421 Average Queue (ft) 53 107 151 0 49 113 114 44 4 43 172 230 95th Queue (ft) 104 206 256 5 103 202 207 127 19 92 329 389 Link Distance (ft) 1426 1426 981 981 940 489 489 Upstream Blk Time 0 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 225 140 225 95 110 Storage Blk Time 1 13 0 14 0 1 Queuing Penalty (veh) 0 0 0 41 0 0 Intersection: 3: OR 214 & I-5 SB Ramp Movement EB EB EB WB WB SB SB SB Directions Served T T R T T L L R Maximum Queue (ft) 622 646 272 530 536 154 242 120 Average Queue (ft) 266 312 85 259 254 78 100 53 95th Queue (ft) 677 747 327 492 488 130 180 147 Link Distance (ft) 981 981 [PHONE REDACTED] 1124 Upstream Blk Time 0 1 0 Queuing Penalty (veh) 1 5 0 Storage Bay Dist (ft) 240 90 Storage Blk Time 24 5 2 Queuing Penalty (veh) 96 21 7 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection: 4: I-5 NB Ramp & OR 214 Movement EB EB WB WB NB NB NB Directions Served T T T T L LR R Maximum Queue (ft) 526 537 218 224 457 589 522 Average Queue (ft) 294 324 150 194 148 313 283 95th Queue (ft) 517 531 219 210 449 622 577 Link Distance (ft) [PHONE REDACTED] 1207 1207 Upstream Blk Time 1 1 Queuing Penalty (veh) 4 4 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Evergreen Rd & OR 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 270 426 436 310 450 574 592 345 398 348 77 104 Average Queue (ft) 132 320 320 197 387 416 314 259 332 188 25 39 95th Queue (ft) 269 467 470 394 538 697 582 353 424 469 63 83 Link Distance (ft) 400 400 551 551 348 324 Upstream Blk Time 10 10 21 1 0 19 1 Queuing Penalty (veh) 89 89 130 8 0 0 0 Storage Bay Dist (ft) 175 250 375 325 225 70 Storage Blk Time 1 36 22 0 54 1 0 43 2 4 Queuing Penalty (veh) 6 43 136 2 235 4 2 227 2 5 Intersection: 5: Evergreen Rd & OR 214 Movement SB Directions Served R Maximum Queue (ft) 58 Average Queue (ft) 27 95th Queue (ft) 62 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/o Evergreen Road - PM Peak Hour Mackenzie Intersection: 6: Oregon Way & OR 214 Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served U UL T TR UL T TR L TR L TR Maximum Queue (ft) 40 204 369 385 250 586 562 77 82 83 129 Average Queue (ft) 6 92 72 100 70 377 325 24 28 37 57 95th Queue (ft) 26 164 229 260 224 685 652 59 66 71 108 Link Distance (ft) 551 551 628 628 237 355 Upstream Blk Time 17 6 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 300 300 150 150 50 Storage Blk Time 1 46 16 12 Queuing Penalty (veh) 1 13 19 7 Intersection: 22: Butteville Rd & Parr Rd Movement WB SB Directions Served LR LT Maximum Queue (ft) 56 57 Average Queue (ft) 28 11 95th Queue (ft) 47 37 Link Distance (ft) 4290 1171 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 1198 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection: 1: Butteville Rd & OR 219 Movement EB EB WB WB NB Directions Served TR R UL T UL Maximum Queue (ft) 264 240 185 59 57 Average Queue (ft) 139 34 68 8 19 95th Queue (ft) 273 152 147 39 46 Link Distance (ft) 234 234 241 241 442 Upstream Blk Time 5 1 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Woodland Avenue & OR 219/OR 214 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R UL T T R L TR L LTR Maximum Queue (ft) 205 507 528 103 126 228 274 173 36 157 444 483 Average Queue (ft) 72 183 226 6 48 121 121 43 4 50 208 263 95th Queue (ft) 193 518 555 63 105 203 220 131 22 120 438 474 Link Distance (ft) 1426 1426 981 981 940 489 489 Upstream Blk Time 10 14 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 225 140 225 95 110 Storage Blk Time 0 6 24 0 14 0 5 Queuing Penalty (veh) 0 5 0 0 41 0 0 Intersection: 3: OR 214 & I-5 SB Ramp Movement EB EB EB WB WB SB SB SB Directions Served T T R T T L L R Maximum Queue (ft) 727 802 272 470 476 488 550 120 Average Queue (ft) 349 402 124 250 252 111 139 60 95th Queue (ft) 858 927 393 501 503 312 372 156 Link Distance (ft) 981 981 [PHONE REDACTED] 1124 Upstream Blk Time 3 6 0 0 Queuing Penalty (veh) 18 38 2 2 Storage Bay Dist (ft) 240 90 Storage Blk Time 35 10 2 Queuing Penalty (veh) 155 40 7 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection: 4: I-5 NB Ramp & OR 214 Movement EB EB WB WB NB NB NB Directions Served T T T T L LR R Maximum Queue (ft) 677 686 214 203 555 657 641 Average Queue (ft) 399 418 156 192 162 343 318 95th Queue (ft) 756 755 225 204 467 628 609 Link Distance (ft) [PHONE REDACTED] 1207 1207 Upstream Blk Time 6 6 Queuing Penalty (veh) 35 36 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Evergreen Rd & OR 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 270 424 439 310 450 578 600 339 386 348 82 121 Average Queue (ft) 157 369 375 252 424 494 390 265 339 172 27 38 95th Queue (ft) 311 488 493 429 526 714 663 352 413 453 66 84 Link Distance (ft) 400 400 551 551 348 324 Upstream Blk Time 20 19 32 2 0 19 1 Queuing Penalty (veh) 172 168 195 11 0 0 0 Storage Bay Dist (ft) 175 250 375 325 225 70 Storage Blk Time 1 48 37 0 71 2 0 46 3 3 Queuing Penalty (veh) 6 56 215 0 310 6 2 232 3 3 Intersection: 5: Evergreen Rd & OR 214 Movement SB Directions Served R Maximum Queue (ft) 61 Average Queue (ft) 26 95th Queue (ft) 63 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 ---PAGE BREAK--- Queuing and Blocking Report 11/05/2022 Weisz Propery SimTraffic Report Phase 1 Post-Development w/ Evergreen Road - PM Peak Hour Mackenzie Intersection: 6: Oregon Way & OR 214 Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served U UL T TR UL T TR L TR L TR Maximum Queue (ft) 39 226 336 381 250 668 677 91 82 111 153 Average Queue (ft) 9 100 61 85 66 482 434 27 33 41 63 95th Queue (ft) 31 180 209 234 223 796 794 68 76 85 120 Link Distance (ft) 551 551 628 628 237 355 Upstream Blk Time 38 18 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 300 300 150 150 50 Storage Blk Time 0 60 20 16 Queuing Penalty (veh) 0 18 23 9 Intersection: 22: Butteville Rd & Parr Rd Movement WB SB Directions Served LR LT Maximum Queue (ft) 66 61 Average Queue (ft) 35 17 95th Queue (ft) 55 47 Link Distance (ft) 4290 1171 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 1809 ---PAGE BREAK--- APPENDIX J WARRANTS ---PAGE BREAK---   2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 [PHONE REDACTED] 1100 1200 1300 1400 100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 115* 80* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume PM 3:00 - 1153, 211 4:00 - 1261, 231 5:00 - 1415, 259 6:00 - 1146, 210 PM PEAK HOUR - EVERGREEN ROAD & STACY ALLISON WAY ---PAGE BREAK--- AM & PM 4 HOUR VOLUME - EVERGREEN ROAD & STACY ALLISON WAY ---PAGE BREAK---   2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 [PHONE REDACTED] 1100 1200 1300 1400 100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 115* 80* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume PM 3:00 - 1023, 289 4:00 - 1190, 336 5:00 - 1335, 377 6:00 - 987, 279 PM PEAK HOUR - EVERGREEN ROAD & HAYES STREET ---PAGE BREAK--- AM & PM 4 HOUR VOLUME - EVERGREEN ROAD & HAYES STREET ---PAGE BREAK--- Warrant 1 - Eight Hour Warrant 1 for a one lane major and minor street is not met for Evergreen Road & Stacy Allison Way for either Phase 1 or Phase 2. - Minor volumes exceed the 150 vph minimum for the minor street for six of the eight hours for Phase 1. - Minor volumes exceed the 150 vph minimum for the minor street for six of the eight hours for Phase 2. - Major volumes exceed the 500 vph minimum for the major street for all eight hours for both Phases 1 & 2. Warrant 1 for a one lane major and minor street is not met for Evergreen Road & Hayes Street for either Phase 1 or Phase 2. - Minor volumes exceed the 150 vph minimum for a minor street for four of the eight hours for Phase 1. - Minor volumes exceed the 150 vph minimum for a minor street for four of the eight hours for Phase 2. - Major volumes exceed the 500 vph minimum for the major street for all eight hours for both Phases 1 & 2. This can be seen in the following two pages showing the eight hour analysis used for Warrants 1 & 2. ---PAGE BREAK--- * ((Advancing volume/number of advancing through lanes) + (opposing volume/ number of opposing through lanes)) FIGURE 1 Phase 1 Post-Development Traffic Volumes - Butteville Road & Parr Road 526 VPH 116 VPH PM 301 VPH AM 82 VPH 117 VPH