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Prepared For: JSA Civil, LLC Prepared By: GVC Transportation Solutions October 2025 Traffic Impact Analysis WinCo Foods Woodburn, Oregon GVC Transportation Solutions ---PAGE BREAK--- This page intentionally blank. ---PAGE BREAK--- Traffic Impact Analysis Project Information Project: WinCo Foods – Woodburn, OR Prepared for: JSA Civil, LLC Reviewing Agency Jurisdiction: City of Woodburn Project Representative Prepared by: GVC Transportation Solutions Contact: Ryan Shea, PTP, Senior Project Manager Project Reference: GVC #0520.020 Path: C:\GVC Management Company, Inc\GVC Transportation Solutions (Non Gondola Projects Only)\0520 - JSA Civil\0520.020 Woodburn, OR WinCo Foods\04 - Dels\TIA\2025.1008 Woodburn WinCo TIA.docx ---PAGE BREAK--- ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page i Table of Contents 1 Introduction 1 1.1 Project Overview 1 2 Proposed Development 2 2.1 Site Development 2 2.2 Study Context 2 3 Existing Conditions 4 3.1 Area Land Uses 4 3.2 Roadway Inventory 4 3.3 Traffic Volume Data 5 3.4 Other transportation modes 5 3.5 Crash History 6 4 Project Traffic Characteristics 11 4.1 Site-Generated Traffic Volumes 11 4.2 Interchange Management Area Overlay District 12 4.3 Site Traffic Sitribution and Assignment 13 5 Future Traffic Conditions 16 5.1 Roadway Network 16 5.2 Future Traffic Volumes 16 6 Traffic Operations Analysis 26 6.1 Level of Service 26 6.2 Intersection 26 6.3 Intersection Analysis 27 6.4 Intersection analysis Summary 33 6.5 Site Access 34 6.6 Transportation Demand Management 34 7 Summary and Mitagation 36 7.1 36 7.2 Mitigation 36 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page ii List of Tables Table 1. Seasonal Adjustment Factor Calculations 5 Table 2. Crash Rates by Study Intersection 6 Table 3. ITE Trip Generation Rates for Supermarket 11 Table 4. Project Trip Generation 12 Table 5. Level of Service Criteria for Intersections 27 Table 6. 2025 Existing AM Peak Hour Intersection Operations – ODOT Intersections 27 Table 7. 2025 Existing PM Peak Hour Intersection Operations – ODOT Intersections 28 Table 8. 2026 AM Peak Hour Intersection Operations – ODOT Intersections 28 Table 9. 2026 PM Peak Hour Intersection Operations – ODOT Intersections 29 Table 10. 2040 AM Peak Hour Intersection Operations – ODOT Intersections 29 Table 11. 2040 PM Peak Hour Intersection Operations – ODOT Intersections 30 Table 12. 2025 Existing AM Peak Hour Intersection Operations –Woodburn Intersections 31 Table 13. 2025 Existing PM Peak Hour Intersection Operations –Woodburn Intersections 31 Table 14. 2026 AM Peak Hour Intersection Operations – Woodburn Intersections 32 Table 15. 2026 PM Peak Hour Intersection Operations – Woodburn Intersections 33 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page iii List of Figures Figure 1. Site Vicinity Map 1 Figure 2. Preliminary Site Plan 3 Figure 3. Intersection Channelization and Control 8 Figure 4. Existing 2025 AM Peak Hour Traffic Volumes 9 Figure 5. Existing 2025 PM Peak Hour Traffic Volumes 10 Figure 6. AM Peak Hour Site-Generated Traffic Volumes 14 Figure 7. PM Peak Hour Site-Generated Traffic Volumes 15 Figure 8. Projected 2026 AM Peak Hour Traffic Volumes without 18 Figure 9. Projected 2026 PM Peak Hour Traffic Volumes without Project 19 Figure 10. Projected 2040 AM Peak Hour Traffic Volumes without Project 20 Figure 11. Projected 2040 PM Peak Hour Traffic Volumes without Project 21 Figure 12. Projected 2026 AM Peak Hour Traffic Volumes with Project 22 Figure 13. Projected 2026 PM Peak Hour Traffic Volumes with Project 23 Figure 14. Projected 2040 AM Peak Hour Traffic Volumes with Project 24 Figure 15. Projected 2040 PM Peak Hour Traffic Volumes with Project 25 List of Appendices Appendix A Traffic Volume Counts Appendix B Traffic Volume Calculation Worksheets Appendix C Operations Analysis Worksheets ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 1 1 INTRODUCTION 1.1 PROJECT OVERVIEW WinCo Foods is proposing to construct a 86,600 square foot WinCo Foods store to be located on vacant land in Woodburn, Oregon. The purpose of this Traffic Impact Analysis (TIA) is to evaluate existing and future traffic conditions in the vicinity of this site and to determine what, if any, potential traffic impacts might be associated with the development of this project. This TIA will form the basis for determining the need for any traffic-related project mitigation. It has been prepared in accordance with City of Woodburn and ODOT standards and guidance as provided in the ODOT Analysis Procedures Manual. Figure 1 illustrates the site vicinity and the transportation network serving the project area. FIGURE 1. SITE VICINITY MAP . ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 2 2 PROPOSED DEVELOPMENT 2.1 SITE DEVELOPMENT The proposed project will construct a new 86,600-sf building located on vacant land along Stacy Allison Way. The WinCo Foods project will be developed on two vacant lots, totaling approximately 14 acres. Access to the project will be provided by four full access driveways, two along Stacy Allison Way, one along Center Street and one along Evergreen Road. It is expected that the proposed WinCo Foods project will be developed in a single phase to be opened in 2026. A preliminary site plan for the project presented in Figure 2. 2.2 STUDY CONTEXT A Traffic Methodology Memo was prepared for the proposed project and was submitted to City of Woodburn, which outlined the proposed study intersections, time periods, horizon years, volume adjustment methodologies and growth rates. Based on comments from City and ODOT staff, the following off-site intersections will be included in the Traffic Impact Analysis: ODOT Intersections • I-5 SB Ramps at Highway 219 • I-5 NB Ramps at Highway 219 • Highway 214 at Evergreen Road • Highway 214 at Oregon Way • Highway 214 at Boones Ferry Road City of Woodburn Intersections • Stacy Allison Way at Evergreen Road • Hayes Street at Evergreen Road • Harvard Drive at Evergreen Road • Hooper Street at Evergreen Road • Hayes Street at Settlemier Avenue • Parr Road at Settlemier Avenue • Evergreen Road at Parr Road • Parr Road at Butteville Road Operational analysis included in this report has been prepared during the AM and PM peak hour conditions. The study intersection located on City facilities will include analysis for the existing 2025 and forecasted operations in the 2026 without and with the proposed project. The study intersections on ODOT facilities will include analysis for the existing 2025 and forecasted operations in the 2026 and 2040 horizon years without and with the proposed project. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 3 FIGURE 2. PRELIMINARY SITE PLAN ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 4 3 EXISTING CONDITIONS 3.1 AREA LAND USES The proposed WinCo Foods will be located on undeveloped property within the Interchange Management Overlay District along Stacy Allison Way. The project site has a land use designation of Commercial. The adjacent land uses include commercial and residential. 3.2 ROADWAY INVENTORY 3.2.1 OR 214/OR 219 OR 214/216 is classified by ODOT as district highway. Within the study area, this roadway has a posted speed limit of 30 mph. This roadway provides two travel lanes in each direction between Butteville Road and Oregon Way, east of Oregon Way the road narrows to provide one travel lane in each direction with a two-way-left-turn-lane 3.2.1 EVERGREEN ROAD Evergreen Road is a north-south minor arterial that provides one lane in each direction with a two-way- left-turn-lane This roadway has a posted speed limit of 25 mph. 3.2.2 BOONES FERRY ROAD/SETTLEMIER AVENUE Boones Ferry Road/Settlemier Avenue is a north-south minor arterial that provides one lane in each direction with a speed limit of 25 mph. 3.2.3 STACY ALLISON WAY Stacy Allison Way is a north-south service collector with a speed limit of 25 mph. This roadway provides one travel lane in each direction with a two-way-left-turn-lane 3.2.4 HAYES STREET Hayes Street is an east-west service collector providing one travel lane in each direction. This roadway has a posted speed limit of 25 mph. 3.2.5 PARR ROAD Parr Road is an east-west service collector/minor arterial with a speed limit of 25 mph. This roadway provides one travel lane in each direction, a two-way-left-turn-lane is provided between Stubb Road and Boones Ferry Road/Settlemier Avenue. 3.2.6 HARVARD DRIVE Harvard Drive is north-south access street with a speed limit of 25 mph. This roadway provides one travel lane in each direction. 3.2.7 BUTTEVILLE ROAD Butteville Road is north-south minor arterial with a speed limit of 55 mph. This roadway provides one travel lane in each direction. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 5 A summary of the existing intersection channelization and control type for each of the study intersections is provided in Figure 3. 3.3 TRAFFIC VOLUME DATA TC2 Traffic Count Consultants, a transportation data collection service, provided AM and PM peak period turning movement counts at the study area intersections. The counts were conducted on Tuesday, July 22, 2025, and Wednesday, July 23, 2025, between 7:00 AM and 9:00 AM for the morning peak and between 4:00 PM and 6:00 PM for the evening peak period. The turning movement count diagrams are provided in Appendix A. 3.3.1 SEASONAL ADJUSTMENT The Oregon DOT Analysis Procedures Manual (APM) Chapter 5 provides guidance for performing seasonal adjustments to traffic volume data to develop 30th highest hourly design volumes (30 HV). Data from the seasonal trend table (updated 8/13/2024) was reviewed to identify the appropriate traffic count seasonal adjustment factors. The seasonal trend data for Commuter and Summer were used. Following procedures in the APM, the data month (July 15th) and the seasonal trend peak period factor were used to calculate the adjustment values. The seasonal adjustment factor of 1.015, which is the average of the Commuter and Summer adjustment values, was applied to the raw traffic counts at the ODOT study intersections to develop the seasonally adjusted volumes that are used in this Traffic Impact Analysis. Table 1 provides seasonal adjustment calculations. TABLE 1. SEASONAL ADJUSTMENT FACTOR CALCULATIONS Trend Data Month (July 15) Seasonal Trend Peak Period Factor Adjustment Factor Commuter 0.9666 0.9376 1.030 Summer 0.8449 0.8449 1.000 Average - - 1.015 3.3.2 SCHOOL ADJUSTMENT Due to the counts being collected while schools were not in session, a review of traffic volumes collected in September 2024, as part of the Mill Creek Meadows TIA, was conducted to calculate an adjustment factor to apply to the existing counts at the City study intersections. The existing count volumes at the intersection of Parr Road/Settlemier Avenue and Hayes Street/Settlemier Avenue were compared to the 2024 counts. Based on this comparison, an adjustment factor of 2.0 was applied to the AM counts and 1.1 to the PM counts to develop the school adjusted volumes. The school adjustment growth was then reviewed and, for select movements along Evergreen Road in the AM peak hour, adjusted based on the existing volume counts and the reduced impact of school traffic activity. 3.4 OTHER TRANSPORTATION MODES 3.4.1 TRANSIT SERVICE Woodburn Transit Systems (WTS) provides public transportation within the City of Woodburn. Service is typically provided Monday through Friday from 8:00am to 6:00pm with shorter operating hours on the ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 6 weekend. The closest transit stop is located near Walmart along Harvard Drive, approximately 0.40 miles east of the project site. 3.4.2 PEDESTRIAN AND BICYCLE FACILITIES Sidewalks and bike lanes are currently provided along the project frontages on Evergreen Road, Center Street and Stacy Allison Way and along most roadways within the study area. 3.5 CRASH HISTORY 3.5.1 CRASH ANALYSIS ODOT crash data records were reviewed to determine if any crashes had occurred in the study area over the five-year period from January 1, 2020 to December 31, 2024. A crash frequency rate per Millions of Entering Vehicles (MEV) was calculated for the study intersections. The average daily traffic entering the study intersection was estimated by adding the entering PM peak hour turning movements and multiplying by a factor of 10. We have summarized the crash data for the study intersections in Table 2. TABLE 2. CRASH RATES BY STUDY INTERSECTION Intersection Total Number of Reported Crashes Total Daily Entering Traffic Crashes per MEV ODOT 90th Percentile Rate I-5 SB Ramps at Highway 219 28 32,000 0.479 0.509 I-5 NB Ramps at Highway 219 28 32,630 0.470 0.509 Highway 214 at Evergreen Road 36 29,970 0.658 0.860 Highway 214 at Oregon Way 11 22,310 0.270 0.860 Highway 214 at Boones Ferry Road 4 25,310 0.087 0.860 Stacy Allison Way at Evergreen Road 4 11,390 0.192 0.293 Hayes Street at Evergreen Road 4 11,130 0.197 0.408 Harvard Drive at Evergreen Road 13 8,370 0.851 0.408 Hayes Street at Settlemier Avenue 6 12,660 0.260 0.509 Hooper Street at Evergreen Road 2 1,430 0.766 0.293 Evergreen Road at Parr Road 0 2,550 0.000 0.408 Parr Road at Settlemier Avenue 8 8,110 0.541 0.408 Parr Road at Butteville Road 3 6,380 0.258 0.475 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 7 Within the study area, there are three intersections that have a crash rate greater than ODOT’s 90th percentile crash rate. There were no fatal crashes reported in the study area. The intersections exceeding ODOT’s 90th percentile crash rates are described below: • Harvard Drive at Evergreen Road This intersection experienced 13 crashes over the 5 year period and has a crash rate of 0.851 which exceeds ODOT’s 90th percentile rate of 0.408 for this intersection type. Over 70% of the crashes were reported as angle collisions. No serious injury or fatal crashes were reported. The City has identified intersection improvements, such as installing a traffic signal. • Hooper Street at Evergreen Road This intersection experienced 2 crashes over the 5 year period and has a crash rate of 0.766 which exceeds ODOT’s 90th percentile rate of 0.293 for this intersection type. One crash involved turning movements and one involved a vehicle hitting an object. No serious injury or fatal crashes were reported. Due to the minimal crashes, and low traffic volumes, no crash pattern was identified. • Parr Road at Settlemier Avenue This intersection experienced 9 crashes over the 5 year period and has a crash rate of 0.541 which exceeds ODOT’s 90th percentile rate of 0.408 for this intersection type. Approximately 75% of the crashes were reported as either angle crashes (3 crashes) or turning movements (3 crashes). No serious injury or fatal crashes were reported. The City of Woodburn TSP identities intersection capacity improvement such as traffic signal (if warranted), turn lanes, or roundabout at this location. 3.5.2 ODOT SPIS SUMMARY The ODOT Region 2 2023 SPIS list, which includes data from 2020, 2021 and 2022, was reviewed for the study intersections. Two locations are listed in the top 15% SPIS groups: • Evergreen Road at Highway 214. • Oregon Way at Highway 214 The crash analysis, provided in section 3.5.1, did not present crash rates exceeding ODOT’s 90th percentile rates for these two locations. ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 3 Intersection Channelization and Control Traffic Signal Stop Sign Travel Lane/Channelization LEGEND 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 2 3 1 5 6 4 7 8 10 13 11 9 12 Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 4 ExisƟng 2025 AM Peak Hour Traﬃc Volumes 475 380 170 340 165 195 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 595 535 175 355 455 255 665 5 55 585 50 110 25 410 90 20 25 10 365 30 100 405 55 70 95 240 35 60 80 40 15 165 445 30 160 55 40 140 5 20 25 70 315 5 60 90 5 75 60 5 20 135 10 165 60 5 55 70 15 5 10 50 45 5 15 25 0 25 0 0 0 75 10 0 145 20 0 15 130 5 100 140 125 30 135 140 20 75 75 5 140 40 350 35 150 60 100 145 450 145 265 50 50 5 700 15 5 660 15 10 10 10 5 5 50 10 10 0 2 3 1 5 6 4 7 8 10 13 11 9 12 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 5 ExisƟng 2025 PM Peak Hour Traﬃc Volumes 910 395 410 695 315 475 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 955 270 195 975 515 350 750 10 240 900 75 135 45 425 190 45 75 35 590 85 290 560 85 90 110 230 85 210 120 80 65 245 335 30 350 95 70 155 0 55 10 100 230 5 110 180 20 180 120 0 35 150 15 105 60 5 110 160 70 10 10 25 30 5 45 30 0 20 0 0 0 105 15 0 90 15 0 15 85 5 90 50 45 45 150 65 60 170 45 5 50 55 160 55 235 85 170 85 370 165 400 70 45 10 890 55 35 955 75 5 30 20 10 30 60 60 15 0 2 3 1 5 6 4 7 8 10 13 11 9 12 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 11 4 PROJECT TRAFFIC CHARACTERISTICS The project-related characteristics having the most effect on area traffic conditions are peak hour trip generation and the directional distribution of traffic volumes on the surrounding roadway network. 4.1 SITE-GENERATED TRAFFIC VOLUMES Vehicle trip generation was estimated using the rates contained in the 11th edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). For the proposed Woodburn WinCo Foods project, the land-use category “Supermarket” (land use code 850) was used. Pass-By It is anticipated that this project will attract some traffic from people already driving on the area roadways. These trips are not new trips added to the local roadways (primary trips) but represent “pass- by” trips according to the following definition: Pass-by trips: Pass-by trips are trips made as an intermediate stop from an origin to a primary destination stopping to shop on the way home from work) by vehicles passing directly by the project driveway. The 11th edition of the Trip Generation Manual by ITE provides data on pass-by characteristics for certain land use categories. The pass-by percentage for Supermarket during the PM peak hour is 24%. The trip generation rates, as contained in the 11th edition of the Trip Generation Manual, used for the proposed project are shown in Table 3. For this analysis, the “fitted-curve” equation was used when available to estimate trips in preference to using the average trip rate as this approach was recommended by ITE. 4.1.1 TRIP GENERATION RATES The trip generation rates used for the Supermarket land use category are shown in Table 3. TABLE 3. ITE TRIP GENERATION RATES FOR SUPERMARKET Peak Period Unit Trip Rate Pass-by % Enter % Exit % AM Peak Hour 1,000 sq ft 2.86 0% 59% 41% PM Peak Hour 1,000 sq ft 7.941 24% 50% 50% Daily 1,000 sq ft 89.621 2%2 50% 50% 1. Fitted curve equation rate 2. Equivalent to the PM peak hour pass by volume 4.1.2 ESTIMATED TRIP GENERATION The total trip generation expected from this project is calculated by applying the unit measure for the land use category to the appropriate trip generation rate. The trip generation for the proposed WinCo Foods project is shown in Tables 4 below. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 12 TABLE 4. PROJECT TRIP GENERATION Peak Period Size Total Trips Pass-by New-to-Network Trips Total Enter Enter AM Peak Hour 86.60 248 0 248 146 102 PM Peak Hour 86.60 688 165 523 262 261 Daily 86.60 7,761 1651 7,596 3,798 3,798 1. This is equal to the PM peak hour pass-by volumes. The total daily pass-by volume is expected to be higher. 4.2 INTERCHANGE MANAGEMENT AREA OVERLAY DISTRICT The Woodburn Development Ordinance (WDO), section 2.05.02 describes the purpose and applicability of the Interchange Management Area Overlay District (IMA). The IMA is intended to preserve the long- term capacity of the I-5/Highway 214 interchange. Peak hour vehicle trip budgets were allocated to the parcels within the IMA. The trip budgets are based on 11 peak hour trips per developed industrial acre and 33 peak hour trips per developed commercial acre. The IMA boundary and subareas are shown below. The proposed WinCo Foods project is located within subarea K on lots 052W12C02100 and 052W12C02200. Per the Vehicle Trip Budget by Parcel (Parcel Budget) Table 2.05A of the WDO, the WinCo project site has 429 maximum peak hour vehicle trips, which includes the WinCo site and the adjacent future commercial pads. Pursuant to WDO section 2.05.02 G.2(a), development may exceed the identified Parcel Budget. The proposed project will continue to coordinate with City staff regarding the available trip allocation for the project. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 13 4.3 SITE TRAFFIC SITRIBUTION AND ASSIGNMENT For this study, the regional distribution of traffic to and from the proposed project was estimated based on locations and densities of the existing residential neighborhoods and employment areas. The regional traffic distribution percentages and site traffic assignment for the proposed development are shown in Figure 6 for the AM peak hour and Figure 7 for the PM peak hour. ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 6 AM Peak Hour Site Generated Traffic Volumes Project Trips Primary Trips Inbound Outbound Total 146 102 248 Pass-By Trips Inbound Outbound Total 0 0 0 Total Trips Inbound Outbound Total 146 102 248 Legend XX% Primary Trip Distribution Percentage (XX) Pass-By Traffic Volumes (XX%) Pass-By Trip Distribution Percentage XX Primary Traffic Volumes 10% 5% 10% 10% 14% 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 15 7 5 15 5% 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 54 0 8) Harvard Dr at Evergreen Rd 34 48 7) Hayes St at Evergreen Rd 15) Stacy Allison Way at South Site Drwy 5 (50%) (50%) 10 22 15 10 37 0 30 21 25 13 37 9 35 13 9 25 5 7 5 10% 15% 5% 5% 4) Highway 214 at Oregon Way 7 5 5) Highway 214 at Boones Ferry Rd 16 23 8 5 11 15 14) Stacy Allison Way at North Site Drwy 5 32 5 49 7 5 9) Hayes St at SeƩlemier Ave 14 10 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 16) Evergreen Rd at Site Drwy 12) Parr Rd at SeƩlemier Ave 7 5 1% 1 1 25 36 15 21 21 10 15 26 37 55 39 5% 5% 5 7 15 10 15 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 7 PM Peak Hour Site Generated Traffic Volumes 10% 5% 10% 10% 14% 26 13 13 26 5% 94 (66) 0 (-41) (16) 89 89 (16) 5 (50%) (50%) 26 39 39 26 (41) 65 (-41) 0 53 (41) (41) 53 (42) 65 24 (16) (66) 94 (16) 24 65 24 (16) (16) 24 65 13 13 5 10% 15% 5% 5% 13 13 40 40 13 13 27 27 5 89 (66) 5 89 (66) 13 13 26 26 26 13 13 1% 3 3 62 63 36 37 36 37 26 26 65 66 102 (16) (16) 102 5% 5% 13 13 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 15) Stacy Allison Way at South Site Drwy 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 14) Stacy Allison Way at North Site Drwy 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 16) Evergreen Rd at Site Drwy 12) Parr Rd at SeƩlemier Ave Project Trips Primary Trips Inbound Outbound Total 262 261 523 Pass-By Trips Inbound Outbound Total 82 83 165 Total Trips Inbound Outbound Total 344 344 688 Legend XX% Primary Trip Distribution Percentage (XX) Pass-By Traffic Volumes (XX%) Pass-By Trip Distribution Percentage XX Primary Traffic Volumes 26 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 16 5 FUTURE TRAFFIC CONDITIONS 5.1 ROADWAY NETWORK IMPROVEMENTS The City of Woodland Transportation System Plan (2019-2039) identifies the following roadway improvements within the project vicinity: • R3 – OR 214 from Cascade Drive to OR 99E. Widen roadway to include two lanes in each direction and a two-way left-turn lane, including changes to signal timing as appropriate, in coordination with ODOT (and in conjunction with bicycle facility improvements) • R6 – Butteville Road from OR 219 to southern UGB. Upgrade to Minor Arterial urban standards including bicycle and pedestrian enhancements. • R8 – OR 214/I-5 SB Ramp Intersection. Investigate corridor signal timing and coordination adjustments in coordination with ODOT. • R9 - OR 214/I-5 NB Ramp Intersection. Investigate corridor signal timing and coordination adjustments in coordination with ODOT. • R10 - OR 214/Evergreen Road Intersection. Investigate corridor signal timing and coordination adjustments in coordination with ODOT. • R11 - - OR 214/Oregon Way/Country Club Road Intersection. Investigate corridor signal timing and coordination adjustments in coordination with ODOT. • R15 – Parr Road/Settlemier Avenue intersection. Install intersection capacity improvement such as traffic signal (if warranted), turn lanes, or roundabout. • S8 – Butteville Road/Parr Road. Modify intersection to address existing sight distance and geometric limitations. In addition to the projects listed above, City staff have identified intersection improvements for the following locations: • Evergreen Road at Stacy Allison Way – Install intersection capacity improvement such as traffic signal. • Evergreen Road at Hayes Street – Install intersection capacity improvement such as traffic signal. • Evergreen Road at Harvard Drive – Install intersection capacity improvement such as traffic signal. 5.2 FUTURE TRAFFIC VOLUMES Traffic volume forecasts were prepared for weekday AM peak hour and PM peak hour conditions for the 2026 and 2040 horizon years for ODOT intersections and for the 2026 horizon year for City of Woodburn intersections. The future traffic volume forecast includes non-specific background traffic growth, pipeline development projects and estimated traffic generated by the proposed WinCo Foods project. Future year non-project related traffic volumes were estimated based on a background traffic growth rate of 0.50% for City streets, which was provided by City Staff, and 0.50% for ODOT facilities which was calculated using ODOT’s future volume table. In addition to the background traffic growth, the following pipeline development projects have been identified near the study area and have been included in the forecast: ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 17 • Allison Way Apartments (Phases 1 & 2) • Specht Industrial Development • Brighton Pointe Subdivision (Phases 1 & 2) • 9008 Parr Rd Subdivision (assumed 75% complete) • Smith Creek Development (assumed 75% complete) • Unitus Community Credit Union • US Market Gas Station (Newberg Hwy location) • Mill Creek Meadows subdivision • Mill Creek Meadows II subdivision • Dove Landing subdivision (assumed 50% complete) • Marion Pointe subdivision (assumed 50% complete) • Commerce Way Industrial Park • Boones Crossing Townhouses • Parr Rd Cottages In addition to these two sources of traffic volume growth, the recently completed extension of Evergreen Road south to Parr Road was incorporated. It is expected that this connection will result in a shift in traffic for existing volumes as well as the pipeline development projects located along Evergreen Road and south of the project. To account for this connection 10% of the volume travelling to/from Evergreen Road from west OR 214 was shifted to this southern connection, presumed to use Parr Road and Butteville Road to travel west. The projected 2026 and 2040 traffic volumes without the WinCo Foods project are shown in Figures 8 - 11. The 2026 and 2040 traffic volumes including project traffic are shown in Figures 12-15. The traffic volume calculations for the study intersections are included in Appendix B. ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 8 Projected 2026 AM Peak Hour Traﬃc Volumes without Project 445 460 245 370 205 310 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 645 780 205 480 555 270 780 20 160 705 50 140 25 605 110 20 30 15 390 40 135 445 65 85 115 310 40 85 105 60 20 195 700 35 290 75 40 145 5 20 45 80 545 5 65 210 10 75 75 5 20 170 10 245 60 5 80 70 15 5 10 160 115 5 80 65 10 50 30 10 10 75 65 30 155 55 15 30 140 5 110 160 150 45 205 165 25 100 95 5 230 50 350 45 150 125 100 145 535 150 335 50 50 5 730 15 5 710 15 80 10 100 75 5 50 10 10 0 2 3 1 5 6 4 7 8 10 13 11 9 12 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 9 Projected 2026 PM Peak Hour Traﬃc Volumes without Project 895 465 470 695 370 710 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 995 465 215 1,205 650 365 860 45 465 1,065 75 180 45 565 220 45 75 35 630 120 355 590 110 100 140 280 105 235 135 95 75 305 510 35 635 130 70 155 0 55 25 105 390 5 120 445 40 185 165 0 35 180 20 145 60 5 200 160 70 10 10 95 85 5 135 140 15 45 30 10 10 110 60 30 95 65 15 40 195 5 115 65 60 50 195 80 75 245 70 5 120 65 160 60 235 170 180 90 445 170 515 75 45 10 955 55 35 1,015 75 65 30 105 65 30 60 60 15 0 2 3 1 5 6 4 7 8 10 13 11 9 12 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 10 Projected 2040 AM Peak Hour Traﬃc Volumes without Project 475 490 255 390 215 325 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 3) Highway 214 at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 685 815 215 505 585 285 825 20 160 745 55 150 25 630 115 20 30 15 415 45 140 475 70 90 120 325 45 90 110 65 55 5 775 15 5 755 20 80 10 100 75 5 55 10 10 0 2 3 1 5 4 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 11 Projected 2040 PM Peak Hour Traﬃc Volumes without Project 960 490 500 745 390 740 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 3) Highway 214 at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 1,065 485 225 1,270 685 390 915 45 480 1,125 80 190 50 595 235 50 80 40 670 125 375 630 115 110 145 295 110 250 145 100 50 15 1,020 55 40 1,080 80 65 35 105 65 35 60 60 15 0 2 3 1 5 4 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 12 Projected 2026 AM Peak Hour Traﬃc Volumes with Project 450 470 245 375 205 325 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 660 790 205 500 570 270 780 20 195 705 50 165 25 630 140 20 30 15 405 40 135 460 70 90 120 310 50 95 110 60 20 235 705 35 300 130 40 145 5 20 45 105 555 5 100 225 10 75 120 5 25 205 10 245 60 15 80 70 15 5 10 160 150 5 105 65 10 70 30 10 10 75 80 30 155 65 15 45 140 5 125 160 150 45 205 185 25 100 95 5 230 65 350 55 150 125 105 155 535 160 335 65 50 5 750 15 5 725 20 80 10 100 75 5 60 10 10 0 14) Stacy Allison Way at North Site Drwy 30 30 15 50 15) Stacy Allison Way at South Site Drwy 16) Evergreen Rd at Site Drwy 25 35 55 40 0 0 25 5 10 5 0 0 165 105 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 13 Projected 2026 PM Peak Hour Traﬃc Volumes with Project 910 490 470 710 370 735 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 8) Harvard Dr at Evergreen Rd 7) Hayes St at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 9) Hayes St at SeƩlemier Ave 13) Parr Rd at BuƩerville Rd 11) Parr Rd at Evergreen Rd 10) Hopper St at Evergreen Rd 12) Parr Rd at SeƩlemier Ave 1,035 495 215 1,245 675 365 820 45 570 1,025 75 270 45 670 315 45 75 35 660 120 355 615 125 115 150 280 115 250 150 95 75 465 550 35 675 290 70 155 0 55 25 105 430 5 185 485 40 185 270 0 45 285 20 145 60 20 200 160 70 10 10 100 145 5 200 145 15 80 30 10 10 110 85 30 95 90 15 75 105 5 150 65 60 50 195 115 75 245 70 5 120 90 160 85 235 170 190 115 445 185 515 100 45 10 955 55 35 1,055 85 65 30 105 65 30 70 60 15 0 14) Stacy Allison Way at North Site Drwy 20 155 30 155 15) Stacy Allison Way at South Site Drwy 16) Evergreen Rd at Site Drwy 65 65 120 120 0 0 15 5 25 5 0 0 105 170 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 14 Projected 2040 AM Peak Hour Traﬃc Volumes with Project 480 500 255 400 215 340 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 3) Highway 214 at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 700 825 215 525 600 285 825 20 200 745 55 170 25 655 145 20 30 15 430 45 140 485 75 95 125 325 50 95 115 65 55 5 800 15 5 770 25 80 10 100 75 5 60 10 10 0 2 3 1 5 4 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- WinCo Foods Woodburn, OR Traffic Impact Analysis GVC Transportation Solutions Project Site Figure 15 Projected 2040 PM Peak Hour Traﬃc Volumes with Project 970 520 500 755 390 770 2) I-5 NB Ramps at Highway 219 1) I-5 SB Ramps at Highway 219 3) Highway 214 at Evergreen Rd 4) Highway 214 at Oregon Way 5) Highway 214 at Boones Ferry Rd 1,100 510 225 1,310 710 390 870 45 585 1,085 80 280 50 700 325 50 80 40 700 125 375 655 130 120 160 295 125 260 160 100 50 15 1,060 55 40 1,120 90 65 35 105 65 35 75 60 15 0 2 3 1 5 4 Legend Peak Hour Traﬃc Volume XXX Center St Stacy Allison Way 214 Hayes St Harvard Dr Ever g r e e n Rd 219 Parr Rd Settlemier Ave Butteville Rd Oregon Way Boones Ferry Rd Hooper St N ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 26 6 TRAFFIC OPERATIONS ANALYSIS Traffic analyses were conducted to identify any deficiencies within the study area for the PM peak hour in the 2025 base year and the 2026 and 2040 horizon years. The AM and PM peak hours were selected as the traffic analysis periods that represent the highest potential traffic conditions on area roadways. 6.1 LEVEL OF SERVICE The acknowledged source for determining operational performance for arterial segments and independent intersections is the current edition of the Highway Capacity Manual (HCM). Intersection analysis was performed using the software package (version 12). This software implements the methods of the 7th edition HCM. Since the HCM 7 methodology does not provide intersection v/c ratios and does not accurately account for U-turns, the HCM 2000 methodology was used when warranted. Operations analysis results are described in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). The following operating standards apply to the study intersections: ODOT Intersections: • OR 214/219 is a district highway which has a v/c target of 0.95. City of Woodburn Intersections: • For a signalized and all-way stop-control intersection, the minimum LOS shall be either or if pre-development already operating at lower LOS, then at no lower LOS. • For a signalized intersection, the minimum V/C ratio shall be either less than 1.00 regardless of LOS or if pre-development already operating at 1.00 or higher V/C, then at no higher V/C. • For an unsignalized intersection, the minimum V/C shall be 0.95 or lower for the major movement through the intersection, or, if pre-development already operating at higher V/C, then at no higher V/C. 6.2 INTERSECTION OPERATIONS For signalized, all-way stop, and roundabout controlled intersections, the overall LOS grade represents the weighted average of all movements at the intersection. For intersections under minor street stop- sign control, the LOS of the most difficult movement (typically the minor street left turn) represents the intersection level of service. The LOS/delay criteria for stop sign-controlled intersections are different than for signalized intersections because driver expectation is that a signalized intersection is designed to carry higher traffic volumes and experience greater delay. Table 5 shows the Level of Service criteria for stop-controlled intersections and signalized intersections. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 27 TABLE 5. LEVEL OF SERVICE CRITERIA FOR INTERSECTIONS Level of Service Signalized/Roundabout Intersection Average Control Delay (seconds/vehicle) Stop-Controlled Intersection Average Control Delay (seconds/vehicle) A ≤ 10 ≤ 10 B > 10-20 > 10-15 C > 20-35 > 15-25 D > 35-55 > 25-35 E > 55-80 > 35-50 F > 80 > 50 6.3 INTERSECTION ANALYSIS The analysis was conducted during the AM peak hour and PM peak hour for the following scenarios: ODOT intersections • Existing 2025 traffic volumes • Projected 2026 traffic volumes without and with the Project • Projected 2040 traffic volumes without and with the Project City of Woodburn intersections • Existing 2025 traffic volumes • Projected 2026 traffic volumes without and with the Project The intersection control and channelization are documented earlier in this report in Figure 3. The LOS analysis worksheets are included in Appendix C. 6.3.1 ODOT INTERSECTION OPERATIONS ANALYSIS 2025 INTERSECTION OPERATIONS ANALYSIS Table 6 presents a summary of traffic operations analysis results for the ODOT study intersections in the 2025 base year AM peak hour. As indicated in the table, all study area intersections are currently operating within their LOS standard. TABLE 6. 2025 EXISTING AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.33 14.3 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.34 18.5 B 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.56 30.7 C 4 Highway 214 at Oregon Way Signal V/C 0.95 0.32 11.4 B 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.67 20.2 C ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 28 Table 7 presents a summary of traffic operations analysis results for the ODOT study intersections in the 2025 base year PM peak hour. As indicated in the table, all study area intersections are currently operating within their LOS standard. TABLE 7. 2025 EXISTING PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.51 15.3 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.57 17.5 B 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.75 33.7 C 4 Highway 214 at Oregon Way Signal V/C 0.95 0.51 17.9 B 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.84 34.5 C 2026 INTERSECTION OPERATIONS ANALYSIS For the future conditions analysis, based on the amount of background growth forecasted along Highway 214/Highway 219, select locations were optimized for the 2026 baseline and with project conditions. Table 8 presents a summary of traffic operations analysis results for the ODOT study intersections for the AM peak in the 2026 horizon year without and with project traffic. Based on the amount of background growth forecasted along Highway 214/Highway 219, select locations were optimized to the 2026 baseline and with project conditions. As indicated in the table, all study area intersections are projected to operate within their LOS standard. TABLE 8. 2026 AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.41 17.1 B 0.42 17.3 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.37 18.6 B 0.38 18.6 B 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.71 32.1 C 0.75 33.1 C 4 Highway 214 at Oregon Way Signal V/C 0.95 0.44 22.7 C 0.45 22.7 C 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.75 26.5 C 0.77 28.6 C ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 29 Table 9 presents a summary of traffic operations analysis results for the ODOT study intersections for the PM peak in the 2026 horizon year without and with project traffic. As indicated in the table, all study area intersections are projected to operate within their LOS standard. TABLE 9. 2026 PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.58 18.8 B 0.59 19.0 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.71 22.1 C 0.74 22.7 C 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.85 56.9 E 0.94 77.3 E 4 Highway 214 at Oregon Way Signal V/C 0.95 0.58 22.3 C 0.59 24.3 C 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.94 49.3 D 0.94 54.9 D 2040 INTERSECTION OPERATIONS ANALYSIS For the future conditions analysis, based on the amount of background growth forecasted along Highway 214/Highway 219, select locations were optimized for the 2040 baseline and with project conditions. Table 10 presents a summary of traffic operations analysis results for the ODOT study intersections for the AM peak in the 2040 horizon year without and with project traffic. As indicated in the table, all study area intersections are projected to operate within their LOS standard. TABLE 10. 2040 AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.44 16.9 B 0.45 17.0 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.40 18.8 B 0.41 18.8 B 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.75 33.7 C 0.78 35.1 D 4 Highway 214 at Oregon Way Signal V/C 0.95 0.46 22.8 C 0.47 22.7 C 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.79 30.5 C 0.81 32.4 C ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 30 Table 11 presents a summary of traffic operations analysis results for the ODOT study intersections for the PM peak in the 2040 horizon year without and with project traffic. As indicated in the table, one intersection is projected to exceed its operating standard in the 2040 horizon with the addition of project traffic. This intersection, Highway 214 at Evergreen Road, is currently identified as R10 in the City’s Transportation System Plan, which states: “Investigate corridor signal timing and coordination adjustments in coordination with ODOT”. TABLE 11. 2040 PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.61 18.9 B 0.63 19.3 B 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.75 23.3 C 0.78 24.1 C 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.91 69.0 E 1.00 89.2 F 4 Highway 214 at Oregon Way Signal V/C 0.95 0.62 23.1 C 0.63 25.4 C 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.92 52.6 D 0.95 60.5 E 6.3.2 CITY OF WOODBURN INTERSECTION OPERATIONS ANALYSIS 2025 INTERSECTION OPERATIONS ANALYSIS Table 12 presents a summary of traffic operations analysis results for the City of Woodburn study intersections in the 2025 base year AM peak hour. As indicated in the table, all study area intersections are currently operating within their LOS standard. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 31 TABLE 12. 2025 EXISTING AM PEAK HOUR INTERSECTION OPERATIONS –WOODBURN INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C Delay LOS 6 Stacy Allison Way at Evergreen Road TWSC1 V/C 0.95 0.40 18.1 C 7 Hayes Street at Evergreen Road AWSC2 LOS E 0.66 15.3 C 8 Harvard Drive at Evergreen Road TWSC1 V/C 0.95 0.36 13.2 B 9 Hayes Street at Settlemier Avenue Signal LOS E V/C 1.00 0.79 10.4 B 10 Hooper Street at Evergreen Road TWSC1 V/C 0.95 0.08 9.4 A 11 Parr Road at Evergreen Road AWSC2 LOS E 0.24 8.2 A 12 Parr Road at Settlemier Avenue AWSC2 LOS E 0.61 14.8 B 13 Parr Road at Butteville Road TWSC1 V/C 0.95 0.36 15.1 C 1. Two-way-stop-control 2. All-way-stop-control Table 13 presents a summary of traffic operations analysis results for the City of Woodburn study intersections in the 2025 base year PM peak hour. As indicated in the table, all study area intersections are currently operating within their LOS standard. TABLE 13. 2025 EXISTING PM PEAK HOUR INTERSECTION OPERATIONS –WOODBURN INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C Delay LOS 6 Stacy Allison Way at Evergreen Road TWSC1 V/C 0.95 0.58 23.7 C 7 Hayes Street at Evergreen Road AWSC2 LOS E 0.61 15.9 C 8 Harvard Drive at Evergreen Road TWSC1 V/C 0.95 0.34 24.7 C 9 Hayes Street at Settlemier Avenue Signal LOS E V/C 1.00 0.84 16.1 B 10 Hooper Street at Evergreen Road TWSC1 V/C 0.95 0.05 9.4 A 11 Parr Road at Evergreen Road AWSC2 LOS E 0.17 7.8 A 12 Evergreen Road at Settlemier Avenue AWSC2 LOS E 0.39 11.0 B 13 Parr Road at Butteville Road TWSC1 V/C 0.95 0.25 14.6 B 1. Two-way-stop-control 2. All-way-stop-control ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 32 2026 INTERSECTION OPERATIONS ANALYSIS Table 14 presents a summary of traffic operations analysis results for the City of Woodburn study intersections for the AM peak hour in the 2026 horizon year without and with project traffic. As indicated in the table, all study area intersections are projected to operate within their LOS standard, except for the intersection of Hayes Street with Evergreen Road which operates below its standard without and with project traffic. This intersection has been identified by the City of Woodburn as needing intersection capacity improvements such as traffic a signal. TABLE 14. 2026 AM PEAK HOUR INTERSECTION OPERATIONS – WOODBURN INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 6 Stacy Allison Way at Evergreen Road TWSC1 V/C 0.95 0.69 38.2 E 0.85 58.3 F 7 Hayes Street at Evergreen Road AWSC2 LOS E 1.24 79.7 F 1.33 103.6 F 8 Harvard Drive at Evergreen Road TWSC1 V/C 0.95 0.50 15.3 C 0.83 34.1 D 9 Hayes Street at Settlemier Avenue Signal LOS E V/C 1.00 0.79 10.8 B 0.79 11.3 B 10 Hooper Street at Evergreen Road TWSC1 V/C 0.95 0.26 11.5 B 0.28 12.1 B 11 Parr Road at Evergreen Road AWSC2 LOS E 0.32 10.0 A 0.36 10.5 B 12 Evergreen Road at Settlemier Avenue AWSC2 LOS E 0.87 24.5 C 0.93 28.8 D 13 Parr Road at Butteville Road TWSC1 V/C 0.95 0.60 21.8 C 0.65 24.7 C 14 North Site Driveway at Stacy Allison Way TWSC1 V/C 0.95 - - - 0.03 8.6 A 15 South Site Driveway at Stacy Allison Way TWSC1 V/C 0.95 - - - 0.01 8.6 A 16 Site Driveway at Evergreen Road TWSC1 V/C 0.95 - - - 0.10 10.5 B 1. Two-way-stop-control 2. All-way-stop-control ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 33 Table 15 presents a summary of traffic operations analysis results for the City of Woodburn study intersections for the PM peak hour in the 2026 horizon year without and with project traffic. As indicated in the table, three intersections are projected to exceed their operating standard in the 2026 horizon. Two of these intersections, Stacy Allison Way at Evergreen Road and Hayes Street at Evergreen Road, exceed their standard without and with project while the Harvard Drive at Evergreen Road intersection exceeds its standard with the addition of project traffic. These three intersections have been identified by the City of Woodburn as needing intersection capacity improvements such as traffic signals. TABLE 15. 2026 PM PEAK HOUR INTERSECTION OPERATIONS – WOODBURN INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C Delay LOS V/C Delay LOS 6 Stacy Allison Way at Evergreen Road TWSC1 V/C 0.95 1.10 121.1 F 1.93 400+ F 7 Hayes Street at Evergreen Road AWSC2 LOS E 1.09 60.1 F 1.25 98.5 F 8 Harvard Drive at Evergreen Road TWSC1 V/C 0.95 0.94 79.1 F 1.34 230.3 F 9 Hayes Street at Settlemier Avenue Signal LOS E V/C 1.00 0.92 24.4 C 1.00 31.8 C 10 Hooper Street at Evergreen Road TWSC1 V/C 0.95 0.17 11.3 B 0.20 12.3 B 11 Parr Road at Evergreen Road AWSC2 LOS E 0.28 9.2 A 0.33 9.8 A 12 Evergreen Road at Settlemier Avenue AWSC2 LOS E 0.56 14.4 B 0.65 16.3 C 13 Parr Road at Butteville Road TWSC1 V/C 0.95 0.42 17.7 C 0.54 22.7 C 14 North Site Driveway at Stacy Allison Way TWSC1 V/C 0.95 - - - 0.16 9.1 A 15 South Site Driveway at Stacy Allison Way TWSC1 V/C 0.95 - - - 0.01 8.5 A 16 Site Driveway at Evergreen Road TWSC1 V/C 0.95 - - - 0.06 13.3 B 1. Two-way-stop-control 2. All-way-stop-control 6.4 INTERSECTION ANALYSIS SUMMARY ODOT INTERSECTIONS Based on the AM and PM peak hour intersection analysis for the study area, all study intersections are projected to operate within the identified standard in the 2026 opening year and 2040 horizon year without project traffic. During the PM peak hour in the 2040 with project scenario one intersection is expected to exceed the LOS standard: Highway 214 at Evergreen Road. The City has identified in their Transportation System Plan the need to: “Investigate corridor signal timing and coordination adjustments in coordination with ODOT”. This action should provide benefit to the intersection. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 34 CITY OF WOODBURN INTERSECTIONS Based on the AM and PM peak hour intersection analysis for the study area, three intersections are projected to exceed their operating standard in the 2026 horizon: Stacy Allison Way at Evergreen Road Hayes Street at Evergreen Road, and Harvard Drive at Evergreen Road. These three intersections have been identified by the City of Woodburn as needing intersection capacity improvements such as traffic signals. Analysis of traffic signal control was conducted at each location for the 2026 with project alternative and each location would improve to operate within the identified standards with traffic signal control added to the existing channelization. 6.5 SITE ACCESS The Woodburn Development Ordinance (WDO), section 3.04 Table 3.04A summarizes access requirements by land use and roadway classification. The four proposed site driveways were reviewed for concurrency with the minimum spacing standards. 6.5.1 EVERGREEN ROAD SITE DRIVEWAY According to the access requirements identified within the WDO Table 3.04A, Evergreen Road, which is a minor arterial, has a minimum driveway separation of 245 feet. The proposed driveway location provides more than 245 feet to the north (Stacy Allison Way). To the south, it provides approximately 162 feet measured from edge to edge. The project will work with city staff to provide the necessary variance documentation for the proposed driveway location. 6.5.2 CENTER STREET SITE DRIVEWAY According to the access requirements identified within the WDO Table 3.04A, Center Street, which is a service collector, has a minimum driveway separation of 50 feet. The proposed driveway is located more than 50 feet from both Evergreen Road and Stacy Allison Way intersections. The minimum access spacing is met. 6.5.3 STACY ALLISON WAY SITE DRIVEWAYS According to the access requirements identified within the WDO Table 3.04A, Stacy Allison Way, which is a service collector, has a minimum driveway separation of 50 feet. The two driveways proposed along Stacy Allsion Way are both located more than 50 feet from existing intersections. The minimum access spacing is met. 6.6 TRANSPORTATION DEMAND MANAGEMENT The City of Woodburn has identified the need for the proposed WinCo Foods project to prepare a transportation demand management plan. This plan would identify strategies for promoting people travelling to/from the project site to use transportation options other than single occupancy vehicles, such as walking, biking, and using transit. Below is a description of how the project will accommodate and/or encourage these different transportation options. 6.6.1 WALKING The project site is bounded by Stacy Allison Way, Center Street, and Evergreen Road, which all currently provide sidewalks on both sides of the road. These provide safe walking routes to and from the existing neighborhoods located east and south of the project site. To accommodate these existing pedestrian routes, the project is proposing to provide three on-site pedestrian pathways: ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 35 • A pathway with crosswalk striping across drive aisles will be provided at the east driveway on Stacey Allison Way, connecting the road with the store entrance and travelling through a parking aisle, to minimize intersection with circulating vehicles. • A sidewalk along the eastern side of the building that will extend to Evergreen Road and provide a striped crossing of the rear drive aisle. This path will connect Evergreen Road to the front of the store • A sidewalk will be provided along the western edge of the property, connecting Stacey Allison Way with Evergreen Road. With these on-site pedestrian pathways the project is fully supporting pedestrian access to the site. 6.6.2 BIKING Currently Evergreen Road and Center Street provide on-street bicycle lanes in each direction. Additionally, each of the adjacent roadways have a posted travel speed of 25 mph, which can reasonably accommodate bicycles within the vehicle travel lane. As a grocery store, customers typically make purchases that would not be accommodated by bicycle travel, but employees and customers making small purchases could utilize this travel mode. To accommodate and promote bicycle travel the project proposes to provide 34 on-site bicycle parking stalls. This is below the code requirement of 51 stalls, but given the level of bicycle activity observed at other WinCo Foods stores in the region, should easily accommodate the expected bicycle usage. The bicycle parking area will also have a striped crossing for safe access to and from the store entrance. 6.6.3 TRANSIT Woodburn Transit Systems currently provides one transit stop in the vicinity of the project site, located approximately 0.40 miles north, near the Walmart store. This stop is served by both the express route and fixed route buses. As growth continues to occur in the southern portion of Woodburn, consideration should be given to additional transit stops on Evergreen Road, nearer to the project site. With the existing and proposed pedestrian facilities a new transit stop on Stacey Allison Way or Evergreen Road should provide safe and convenient transit access to the project. 6.6.4 SUMMARY As part of the proposed WinCo Foods project, multiple pedestrian pathways will be constructed on-site to provide safe access to the major frontage roads for pedestrians to reach the store entrance. 34 bike parking stalls are proposed, with a striped pedestrian path to the store entrance. With these improvements, the project is providing safe and reasonable accommodations for alternative travel modes. These improvements will also accommodate the use of transit if/when service is extended to this portion of Woodburn. Overall, these improvements will meaningfully support alternative travel modes to and from the project site. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions October 2025 I Page 36 7 SUMMARY AND MITAGATION 7.1 SUMMARY WinCo Foods is proposing to construct a new approximately 86,600-sf building located on vacant land along Stacy Allison Way. The WinCo Foods project will be developed on two vacant lots, totaling approximately 14 acres. Access to the project will be provided by four full access driveways, two along Stacy Allison Way, one along Evergreen Road, and one along Center Street. It is expected that the proposed WinCo Foods project will be developed in a single phase to be opened in 2026. Based on the analysis described in this report, the following key findings have been identified: • There were no reported fatal injury crashes within the study area. • The safety analysis identified three locations that exceed ODOT’s crash rate threshold. In each instance there is already a plan to construct improvements that should reduce the observed crashes or the crash frequency is low, with no clear pattern amongst the reported crashes. • All study locations will operate within the identified performance standard for the 2026 opening year, after completion of the project. • One ODOT intersection is projected to operate below the LOS threshold during the 2040 PM peak hour: Highway 214 at Evergreen Road. The City has identified this location in their current Transportation System Plan as project R10, calling to “Investigate corridor signal timing and coordination adjustments in coordination with ODOT”. • Three City of Woodburn intersections are projected to operate below the LOS threshold during the 2026 opening year: Stacy Allison Way at Evergreen Road, Hayes Street at Evergreen Road, and Harvard Drive at Evergreen Road. The City has identified intersection capacity improvements such as traffic signals at these three locations. An analysis of traffic signal control at each location indicates that each will operate within the identified performance standard with the improvement. 7.2 MITIGATION WinCo Foods will pay the city of Woodburn Transportation System Development Charge. ---PAGE BREAK--- Appendix A Traffic Volume Counts ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: I-5 SB Ramps & Highway 219 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval I-5 SB On/Off Ramp I-5 SB On Ramp Hwy 219 Hwy 219 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 11 35 0 31 0 0 0 0 15 0 133 98 12 0 71 46 414 7:30 A 9 47 0 57 0 0 0 0 10 0 135 82 7 0 94 42 457 7:45 A 9 48 0 31 0 0 0 0 11 0 96 106 8 0 82 41 404 8:00 A 11 63 0 43 0 0 0 0 16 0 103 87 9 0 86 37 419 8:15 A 8 43 0 27 0 0 0 0 12 0 83 73 9 0 84 37 347 8:30 A 11 52 0 33 0 0 0 0 17 0 76 76 12 0 71 35 343 8:45 A 6 49 0 29 0 0 0 0 10 0 84 62 14 0 110 35 369 9:00 A 5 36 0 41 0 0 0 0 11 0 86 69 15 0 69 41 342 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 70 373 0 292 0 0 0 0 102 0 796 653 86 0 [PHONE REDACTED] Peak Hour: 7:00 AM to 8:00 AM Total 40 193 0 162 0 0 0 0 52 0 467 373 36 0 [PHONE REDACTED] Approach 355 0 [PHONE REDACTED] %HV 11.3% n/a 6.2% 7.2% 7.6% PHF 0.84 n/a 0.91 0.92 0.93 I-5 SB On/Off Ramp 728 355 373 0 Bike Hwy 219 162 0 193 1 Ped Hwy 219 373 629 Ped 0 467 840 Bike 0 0 1366 1128 0 2 Bike 499 333 7:00 AM to 8:00 AM 0 Ped 526 166 PEDs Across: N S E W Ped 2 0 0 0 1828 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 1 0 0 1 EB 0.92 7.2% INT 03 1 0 0 0 1 166 0 Check WB 0.91 6.2% INT 04 0 1 0 0 1 In: 1694 NB n/a n/a INT 05 0 0 0 0 0 166 Out: 1694 SB 0.84 11.3% INT 06 1 1 0 1 3 I-5 SB On Ramp T Int. 0.93 7.6% INT 07 0 1 0 0 1 Bicycles From: N S E W Conditions: INT 08 2 0 0 0 2 INT 01 0 0 1 0 1 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 1 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 4 4 0 1 9 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 1 1 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 2 1 3 GVC25057M_01A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: I-5 SB Ramps & Highway 219 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval I-5 SB On/Off Ramp I-5 SB On Ramp Hwy 219 Hwy 219 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 3 140 0 84 0 0 0 0 8 0 173 102 6 0 191 126 816 4:30 P 6 96 0 67 0 0 0 0 6 0 171 107 7 0 177 92 710 4:45 P 5 134 0 80 0 0 0 0 8 0 163 127 5 0 164 96 764 5:00 P 2 128 0 76 0 0 0 0 8 0 168 109 6 0 169 101 751 5:15 P 5 109 0 72 0 0 0 0 8 0 192 133 7 0 163 113 782 5:30 P 5 126 0 79 0 0 0 0 7 0 214 112 13 0 156 85 772 5:45 P 5 117 0 73 0 0 0 0 5 0 253 79 6 0 188 119 829 6:00 P 5 118 0 86 0 0 0 0 5 0 240 63 9 0 177 86 770 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 36 968 0 617 0 0 0 0 55 0 1574 832 59 0 1385 818 6194 Peak Hour: 5:00 PM to 6:00 PM Total 20 470 0 310 0 0 0 0 25 0 899 387 35 0 [PHONE REDACTED] Approach 780 0 1286 1087 3153 %HV 2.6% n/a 1.9% 3.2% 2.5% PHF 0.95 n/a 0.97 0.89 0.95 I-5 SB On/Off Ramp 1167 780 387 0 Bike Hwy 219 310 0 470 2 Ped Hwy [PHONE REDACTED] Ped 1 899 1286 Bike 2 0 2440 2296 0 2 Bike 1087 684 5:00 PM to 6:00 PM 0 Ped 1154 403 PEDs Across: N S E W Ped 2 0 0 0 3316 1.0 PHF Peak Hour Volume INT 01 0 2 0 0 2 Bike 0 PHF %HV INT 02 0 0 0 1 1 EB 0.89 3.2% INT 03 0 0 0 0 0 403 0 Check WB 0.97 1.9% INT 04 1 1 0 1 3 In: 3153 NB n/a n/a INT 05 0 0 0 0 0 403 Out: 3153 SB 0.95 2.6% INT 06 1 2 0 0 3 I-5 SB On Ramp T Int. 0.95 2.5% INT 07 0 0 0 1 1 Bicycles From: N S E W Conditions: INT 08 1 0 0 0 1 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 2 0 2 INT 12 0 INT 05 0 0 0 0 0 3 5 0 3 11 INT 06 0 0 2 0 2 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 2 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 4 2 6 GVC25057M_01P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: I-5 NB Ramps & Highway 219 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval I-5 NB On Ramp I-5 NB On/Off Ramp Hwy 219 Hwy 219 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 0 0 0 7 77 0 85 22 0 154 152 9 0 63 43 574 7:30 A 0 0 0 0 10 82 0 107 13 0 135 151 8 0 82 59 616 7:45 A 0 0 0 0 11 47 0 112 12 0 155 118 14 0 96 34 562 8:00 A 0 0 0 0 17 47 0 145 16 0 143 107 9 0 111 38 591 8:15 A 0 0 0 0 11 31 0 101 16 0 125 101 10 0 99 28 485 8:30 A 0 0 0 0 11 35 0 91 16 0 117 101 10 0 87 36 467 8:45 A 0 0 0 0 7 38 0 75 19 0 108 95 15 0 113 46 475 9:00 A 0 0 0 0 11 36 0 95 15 0 119 79 4 0 85 20 434 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 0 0 85 393 0 811 129 0 1056 904 79 0 [PHONE REDACTED] Peak Hour: 7:00 AM to 8:00 AM Total 0 0 0 0 45 253 0 449 63 0 587 528 40 0 [PHONE REDACTED] Approach 0 702 1115 526 2343 %HV n/a 6.4% 5.7% 7.6% 6.3% PHF n/a 0.91 0.91 0.88 0.95 I-5 NB On Ramp 528 0 528 0 Bike Hwy 219 0 0 0 2 Ped Hwy 219 528 840 Ped 0 587 1115 Bike 0 0 1916 1366 0 2 Bike 526 352 7:00 AM to 8:00 AM 0 Ped 801 174 PEDs Across: N S E W Ped 2 253 0 449 2464 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 1 1 0 0 2 EB 0.88 7.6% INT 03 1 0 0 0 1 174 702 Check WB 0.91 5.7% INT 04 0 1 0 0 1 In: 2343 NB 0.91 6.4% INT 05 0 1 0 0 1 876 Out: 2343 SB n/a n/a INT 06 1 0 0 0 1 I-5 NB On/Off Ramp T Int. 0.95 6.3% INT 07 0 1 0 0 1 Bicycles From: N S E W Conditions: INT 08 2 0 0 0 2 INT 01 0 0 1 0 1 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 1 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 5 4 0 0 9 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 2 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 2 2 4 GVC25057M_02A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: I-5 NB Ramps & Highway 219 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval I-5 NB On Ramp I-5 NB On/Off Ramp Hwy 219 Hwy 219 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 0 0 0 5 49 0 105 8 0 226 56 7 0 278 53 767 4:30 P 0 0 0 0 6 37 0 127 5 0 241 70 4 0 235 38 748 4:45 P 0 0 0 0 8 64 0 115 4 0 226 66 6 0 248 50 769 5:00 P 0 0 0 0 2 51 0 123 6 0 226 53 6 0 254 43 750 5:15 P 0 0 0 0 5 77 0 116 6 0 248 74 4 0 223 49 787 5:30 P 0 0 0 0 2 67 0 137 9 0 259 65 13 0 248 34 810 5:45 P 0 0 0 0 6 92 0 157 6 0 240 69 10 0 252 53 863 6:00 P 0 0 0 0 2 108 0 98 6 0 195 59 7 0 240 55 755 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 0 0 36 545 0 978 50 0 1861 512 57 0 1978 375 6249 Peak Hour: 5:00 PM to 6:00 PM Total 0 0 0 0 15 344 0 508 27 0 942 267 34 0 [PHONE REDACTED] Approach 0 852 1209 1154 3215 %HV n/a 1.8% 2.2% 2.9% 2.4% PHF n/a 0.86 0.93 0.95 0.93 I-5 NB On Ramp 267 0 267 0 Bike Hwy 219 0 0 0 2 Ped Hwy [PHONE REDACTED] Ped 0 942 1209 Bike 2 0 2680 2440 0 2 Bike 1154 963 5:00 PM to 6:00 PM 0 Ped 1471 191 PEDs Across: N S E W Ped 4 344 0 508 3452 1.0 PHF Peak Hour Volume INT 01 0 1 1 0 2 Bike 0 PHF %HV INT 02 0 1 0 0 1 EB 0.95 2.9% INT 03 0 0 0 0 0 191 852 Check WB 0.93 2.2% INT 04 1 1 0 0 2 In: 3215 NB 0.86 1.8% INT 05 0 1 0 0 1 1043 Out: 3215 SB n/a n/a INT 06 1 2 0 0 3 I-5 NB On/Off Ramp T Int. 0.93 2.4% INT 07 0 1 0 0 1 Bicycles From: N S E W Conditions: INT 08 1 0 0 0 1 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 2 0 2 INT 12 0 INT 05 0 0 0 0 0 3 7 1 0 11 INT 06 0 0 2 0 2 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 2 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 4 2 6 GVC25057M_02P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Highway 214 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 4 5 10 5 98 5 24 15 28 184 1 8 13 103 7 482 7:30 A 0 2 4 4 2 110 2 24 13 24 177 0 8 5 141 9 502 7:45 A 0 2 5 2 2 101 6 22 9 15 156 1 15 10 159 15 494 8:00 A 0 3 5 9 3 97 10 39 11 21 138 4 9 23 172 24 545 8:15 A 2 3 3 8 4 77 5 22 13 19 142 1 12 16 141 18 455 8:30 A 0 2 7 11 4 83 7 22 11 36 129 3 11 13 124 10 447 8:45 A 0 1 5 8 2 56 6 24 14 24 127 7 10 9 141 13 421 9:00 A 2 5 6 9 3 75 4 27 14 29 108 4 9 13 127 18 425 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 4 22 40 61 25 697 45 204 [PHONE REDACTED] 21 82 102 1108 114 3771 Peak Hour: 7:00 AM to 8:00 AM Total 0 11 19 25 12 406 23 109 48 88 655 6 40 51 575 55 2023 Approach 55 538 [PHONE REDACTED] %HV n/a 2.2% 6.4% 5.9% 4.9% PHF 0.72 0.92 0.88 0.78 0.93 Evergreen Rd 135 55 80 0 Bike Hwy 214 25 19 11 0 Ped Hwy 214 6 1086 Ped 5 655 749 Bike 0 88 1444 1767 51 1 Bike 681 575 7:00 AM to 8:00 AM 2 Ped 695 55 PEDs Across: N S E W Ped 0 406 23 109 2180 1.0 PHF Peak Hour Volume INT 01 0 0 0 1 1 Bike 1 PHF %HV INT 02 0 0 2 1 3 EB 0.78 5.9% INT 03 0 0 0 3 3 162 538 Check WB 0.88 6.4% INT 04 0 0 0 0 0 In: 2023 NB 0.92 2.2% INT 05 0 0 0 0 0 700 Out: 2023 SB 0.72 n/a INT 06 1 0 0 0 1 Evergreen Rd T Int. 0.93 4.9% INT 07 0 1 1 1 3 Bicycles From: N S E W N U's S U's E U's W U's INT 08 0 0 1 0 1 INT 01 0 0 0 0 0 3 16 INT 09 0 INT 02 0 0 0 0 0 17 INT 10 0 INT 03 0 0 1 0 1 2 15 INT 11 0 INT 04 0 1 0 0 1 3 8 INT 12 0 INT 05 0 0 0 0 0 1 10 1 1 4 6 12 INT 06 0 0 0 0 0 12 Special Notes INT 07 1 0 1 0 2 1 18 INT 08 0 1 0 3 4 1 6 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 2 2 3 8 0 0 11 102 GVC25057M_03A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Highway 214 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 8 9 20 1 91 11 56 6 42 173 4 4 22 192 67 695 4:30 P 0 11 11 13 0 112 8 50 3 53 169 4 7 33 194 52 710 4:45 P 0 8 7 17 0 103 10 50 5 54 181 0 8 24 223 52 729 5:00 P 0 6 14 14 1 92 12 32 4 48 174 6 6 23 203 53 677 5:15 P 0 16 12 26 1 111 15 37 3 48 204 3 2 17 213 51 753 5:30 P 0 7 13 24 1 94 11 32 7 41 193 0 9 18 209 65 707 5:45 P 1 7 6 11 2 124 6 34 4 52 170 1 3 17 263 68 759 6:00 P 0 7 5 16 1 92 11 40 5 33 148 5 0 8 202 47 614 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 1 70 77 141 7 819 84 331 37 371 1412 23 39 162 1699 455 5644 Peak Hour: 4:45 PM to 5:45 PM Total 1 36 45 75 5 421 44 135 18 189 741 10 20 75 [PHONE REDACTED] Approach 156 [PHONE REDACTED] 2896 %HV 0.6% 0.8% 1.9% 1.7% 1.5% PHF 0.72 0.91 0.92 0.86 0.95 Evergreen Rd 285 156 129 1 Bike Hwy 214 75 45 36 0 Ped Hwy 214 10 1237 Ped 2 741 940 Bike 0 189 1999 2437 75 0 Bike 1200 888 4:45 PM to 5:45 PM 1 Ped 1059 237 PEDs Across: N S E W Ped 1 421 44 135 3036 1.0 PHF Peak Hour Volume INT 01 0 0 2 1 3 Bike 0 PHF %HV INT 02 0 0 1 5 6 EB 0.86 1.7% INT 03 0 0 0 0 0 471 600 Check WB 0.92 1.9% INT 04 0 0 0 2 2 In: 2896 NB 0.91 0.8% INT 05 0 0 1 0 1 1071 Out: 2896 SB 0.72 0.6% INT 06 0 0 0 0 0 Evergreen Rd T Int. 0.95 1.5% INT 07 0 1 0 0 1 Bicycles From: N S E W N U's S U's E U's W U's INT 08 0 0 1 0 1 INT 01 1 0 0 0 1 2 14 INT 09 0 INT 02 1 0 0 0 1 6 14 INT 10 0 INT 03 0 0 1 1 2 3 14 INT 11 0 INT 04 0 0 0 0 0 2 10 INT 12 0 INT 05 0 0 0 0 0 6 11 0 1 5 8 14 INT 06 1 0 0 0 1 2 13 Special Notes INT 07 0 0 0 0 0 2 10 INT 08 0 0 1 0 1 2 13 INT 09 0 INT 10 0 INT 11 0 INT 12 0 3 0 2 1 6 0 0 25 99 GVC25057M_03P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Oregon Way & Highway 214 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Oregon Way Oregon Way Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 1 3 0 10 0 3 1 5 14 0 195 3 8 3 128 0 351 7:30 A 0 1 2 15 0 1 2 1 14 1 193 2 10 5 155 1 379 7:45 A 0 3 0 11 0 1 3 3 9 0 157 2 14 3 165 0 348 8:00 A 0 2 3 14 0 3 2 1 12 1 143 6 8 6 203 1 385 8:15 A 1 6 0 15 0 2 5 0 12 3 141 7 12 16 143 3 341 8:30 A 0 6 1 11 0 1 3 3 12 0 157 5 10 7 140 3 337 8:45 A 3 1 6 11 0 2 5 0 12 1 139 2 10 5 162 1 335 9:00 A 0 4 2 7 0 3 1 1 14 0 137 9 10 11 137 4 316 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 5 26 14 94 0 16 22 14 99 6 1262 36 82 56 1233 13 2792 Peak Hour: 7:00 AM to 8:00 AM Total 1 9 5 50 0 8 8 10 49 2 688 13 40 17 651 2 1463 Approach 64 26 [PHONE REDACTED] %HV 1.6% n/a 7.0% 6.0% 6.2% PHF 0.84 0.72 0.89 0.80 0.95 Oregon Way 102 64 38 0 Bike Hwy 214 50 5 9 2 Ped Hwy 214 13 746 Ped 0 688 703 Bike 0 2 1373 1416 17 0 Bike 670 651 7:00 AM to 8:00 AM 1 Ped 670 2 PEDs Across: N S E W Ped 3 8 8 10 1540 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 1 PHF %HV INT 02 0 0 0 0 0 EB 0.80 6.0% INT 03 2 1 1 0 4 9 26 Check WB 0.89 7.0% INT 04 0 2 0 0 2 In: 1463 NB 0.72 n/a INT 05 1 0 0 0 1 35 Out: 1463 SB 0.84 1.6% INT 06 0 0 0 0 0 Oregon Way T Int. 0.95 6.2% INT 07 0 0 0 1 1 Bicycles From: N S E W N U's S U's E U's W U's INT 08 0 0 0 0 0 INT 01 0 0 0 0 0 2 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 3 INT 11 0 INT 04 0 1 0 0 1 4 INT 12 0 INT 05 0 0 0 0 0 2 3 3 1 1 8 INT 06 0 0 0 0 0 3 Special Notes INT 07 0 0 0 0 0 5 INT 08 0 0 0 1 1 4 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 1 0 1 2 0 0 0 23 GVC25057M_04A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Oregon Way & Highway 214 Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Oregon Way Oregon Way Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 16 6 12 0 1 5 4 6 1 211 15 4 19 227 5 522 4:30 P 0 15 8 15 0 7 9 1 3 2 204 10 4 27 219 5 522 4:45 P 0 14 6 16 0 1 2 1 5 3 213 20 9 16 255 6 553 5:00 P 0 16 10 14 0 5 10 1 4 3 212 12 5 10 221 12 526 5:15 P 0 12 6 12 0 7 7 0 3 4 249 10 2 20 247 10 584 5:30 P 0 10 11 11 0 3 6 1 7 3 216 9 6 16 215 6 507 5:45 P 1 17 2 14 0 4 4 2 3 4 208 10 2 13 267 8 553 6:00 P 0 13 7 12 0 0 3 2 5 2 174 11 0 18 244 2 488 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 1 113 56 106 0 28 46 12 36 22 1687 97 32 139 1895 54 4255 Peak Hour: 4:15 PM to 5:15 PM Total 0 57 30 57 0 20 28 3 15 12 878 52 20 73 942 33 2185 Approach 144 51 942 1048 2185 %HV n/a n/a 1.6% 1.9% 1.6% PHF 0.90 0.75 0.90 0.95 0.94 Oregon Way 297 144 153 0 Bike Hwy 214 57 30 57 2 Ped Hwy 214 52 955 Ped 1 878 942 Bike 2 12 1944 2003 73 1 Bike 1048 942 4:15 PM to 5:15 PM 1 Ped 1002 33 PEDs Across: N S E W Ped 1 20 28 3 2336 1.0 PHF Peak Hour Volume INT 01 0 1 0 0 1 Bike 0 PHF %HV INT 02 2 0 0 1 3 EB 0.95 1.9% INT 03 0 1 1 0 2 75 51 Check WB 0.90 1.6% INT 04 0 0 0 0 0 In: 2185 NB 0.75 n/a INT 05 0 0 0 0 0 126 Out: 2185 SB 0.90 n/a INT 06 1 0 0 0 1 Oregon Way T Int. 0.94 1.6% INT 07 0 0 0 0 0 Bicycles From: N S E W N U's S U's E U's W U's INT 08 0 0 0 0 0 INT 01 0 1 0 1 2 5 INT 09 0 INT 02 0 0 0 1 1 6 INT 10 0 INT 03 0 0 1 1 2 4 INT 11 0 INT 04 0 0 0 0 0 5 INT 12 0 INT 05 0 0 0 0 0 3 3 2 1 1 7 INT 06 0 0 1 0 1 4 Special Notes INT 07 0 0 0 0 0 6 INT 08 0 0 0 0 0 5 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 1 2 3 6 0 0 0 38 GVC25057M_04P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: N Boones Ferry Rd/N Settlemier Ave & Highway 214 Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval N Boones Ferry Rd N Settlemier Ave Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 2 9 13 24 4 69 29 13 12 11 86 6 9 11 78 23 372 7:30 A 0 9 16 18 0 66 23 20 11 7 98 5 7 12 85 24 383 7:45 A 0 12 16 20 1 54 17 18 12 8 82 7 10 15 112 23 384 8:00 A 1 11 16 17 3 48 23 19 16 7 93 12 14 16 123 30 415 8:15 A 1 12 12 21 3 41 18 12 13 3 73 13 15 16 77 37 335 8:30 A 2 18 15 21 0 50 23 15 19 9 82 3 7 9 73 27 345 8:45 A 1 10 14 19 2 41 16 13 14 12 82 6 11 20 90 27 350 9:00 A 3 18 21 19 3 58 22 14 15 8 71 12 18 15 113 34 405 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 10 99 123 159 16 427 171 124 112 65 667 64 91 114 [PHONE REDACTED] Peak Hour: 7:00 AM to 8:00 AM Total 3 41 61 79 8 237 92 70 51 33 359 30 40 54 [PHONE REDACTED] Approach 181 399 [PHONE REDACTED] %HV 1.7% 2.0% 12.1% 7.2% 6.6% PHF 0.94 0.90 0.94 0.82 0.94 N Boones Ferry Rd 357 181 176 1 Bike Hwy 214 79 61 41 0 Ped Hwy 214 30 675 Ped 4 359 422 Bike 1 33 931 1227 54 0 Bike 552 398 7:00 AM to 8:00 AM 0 Ped 509 100 PEDs Across: N S E W Ped 2 237 92 70 1660 1.0 PHF Peak Hour Volume INT 01 0 1 0 1 2 Bike 0 PHF %HV INT 02 0 1 0 1 2 EB 0.82 7.2% INT 03 0 0 0 2 2 194 399 Check WB 0.94 12.1% INT 04 0 0 0 0 0 In: 1554 NB 0.90 2.0% INT 05 2 1 0 0 3 593 Out: 1554 SB 0.94 1.7% INT 06 0 0 0 2 2 N Settlemier Ave T Int. 0.94 6.6% INT 07 1 0 0 0 1 Bicycles From: N S E W Conditions: INT 08 0 0 0 0 0 INT 01 0 0 0 1 1 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 1 0 0 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 1 1 3 3 0 6 12 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 1 1 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 0 0 3 4 GVC25057M_05A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: N Boones Ferry Rd/N Settlemier Ave & Highway 214 Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval N Boones Ferry Rd N Settlemier Ave Hwy 214 Hwy 214 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 1 26 44 30 1 59 26 12 4 30 137 16 6 28 132 72 612 4:30 P 3 29 47 28 0 58 41 29 8 28 119 16 11 14 119 55 583 4:45 P 1 24 38 41 0 60 19 29 7 25 148 20 6 25 143 63 635 5:00 P 2 18 52 24 0 47 27 15 5 14 166 20 6 18 139 75 615 5:15 P 0 18 51 26 2 66 31 24 2 28 137 25 5 20 127 74 627 5:30 P 0 21 64 28 0 52 32 22 2 18 128 18 8 19 144 72 618 5:45 P 0 17 38 23 0 55 40 26 2 29 137 21 4 26 129 65 606 6:00 P 0 29 39 17 0 67 32 17 1 11 118 18 0 26 130 79 583 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 7 182 373 217 3 464 248 174 31 183 1090 154 46 176 1063 555 4879 Peak Hour: 4:30 PM to 5:30 PM Total 3 81 205 119 2 225 109 90 16 85 579 83 25 82 [PHONE REDACTED] Approach 405 424 [PHONE REDACTED] %HV 0.7% 0.5% 2.1% 2.7% 1.8% PHF 0.90 0.88 0.93 0.98 0.98 N Boones Ferry Rd 679 405 274 0 Bike Hwy 214 119 205 81 0 Ped Hwy 214 83 923 Ped 0 579 747 Bike 0 85 1471 1842 82 2 Bike 919 553 4:30 PM to 5:30 PM 0 Ped 724 284 PEDs Across: N S E W Ped 0 225 109 90 2540 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 0 0 0 0 EB 0.98 2.7% INT 03 0 0 0 0 0 574 424 Check WB 0.93 2.1% INT 04 0 0 0 0 0 In: 2495 NB 0.88 0.5% INT 05 0 0 0 0 0 998 Out: 2495 SB 0.90 0.7% INT 06 0 0 0 0 0 N Settlemier Ave T Int. 0.98 1.8% INT 07 0 0 0 1 1 Bicycles From: N S E W Conditions: INT 08 0 1 0 1 2 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 0 1 0 2 3 INT 06 0 0 2 0 2 Special Notes INT 07 1 2 2 0 5 INT 08 0 0 0 2 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 2 4 2 9 GVC25057M_05P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Evergreen Estates/Stacy Allison Way Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Evergreen Estates Stacy Allison Way Total Ending at T L S R T L S R T L S R T L S R 7:15 A 2 0 10 11 1 4 84 0 0 0 0 1 2 23 0 3 136 7:30 A 1 0 18 7 0 3 81 0 0 0 0 0 2 19 0 2 130 7:45 A 1 0 21 6 1 5 100 0 0 1 0 0 1 15 0 1 149 8:00 A 0 0 31 4 1 2 91 2 0 0 0 1 1 25 0 2 158 8:15 A 3 0 28 8 1 4 66 0 1 0 0 1 1 18 0 4 129 8:30 A 3 1 19 11 1 4 67 1 0 0 0 1 1 22 0 2 128 8:45 A 0 0 16 9 0 8 53 0 0 0 0 0 2 24 0 2 112 9:00 A 0 0 29 15 1 7 67 0 0 0 0 0 1 19 0 7 144 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 10 1 172 71 6 37 609 3 1 1 0 4 11 165 0 23 1086 Peak Hour: 7:00 AM to 8:00 AM Total 4 0 80 28 3 14 356 2 0 1 0 2 6 82 0 8 573 Approach 108 372 3 90 573 %HV 3.7% 0.8% n/a 6.7% 2.3% PHF 0.77 0.89 0.75 0.83 0.91 Evergreen Rd 548 108 440 1 Bike Stacy Allison Way 28 80 0 0 Ped Evergreen Estates 2 42 Ped 0 0 3 Bike 0 1 5 132 82 0 Bike 90 0 7:00 AM to 8:00 AM 0 Ped 2 8 PEDs Across: N S E W Ped 0 14 356 2 632 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 0 0 0 0 EB 0.83 6.7% INT 03 0 0 0 0 0 89 372 Check WB 0.75 n/a INT 04 0 0 0 0 0 In: 573 NB 0.89 0.8% INT 05 0 0 2 0 2 461 Out: 573 SB 0.77 3.7% INT 06 0 0 2 0 2 Evergreen Rd T Int. 0.91 2.3% INT 07 0 0 1 0 1 Bicycles From: N S E W Conditions: INT 08 0 1 1 0 2 INT 01 0 0 0 0 0 INT 09 0 INT 02 1 0 0 0 1 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 0 1 6 0 7 INT 06 0 0 0 0 0 Special Notes INT 07 1 0 0 0 1 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 2 0 0 0 2 GVC25057M_06A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Evergreen Estates/Stacy Allison Way Date of Count: Tue 07/22/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Evergreen Estates Stacy Allison Way Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 1 95 16 0 8 75 2 0 0 0 0 1 57 0 20 274 4:30 P 0 0 72 21 0 14 76 0 0 0 0 3 0 61 1 10 258 4:45 P 1 3 72 26 0 1 83 1 0 0 0 1 0 54 2 14 257 5:00 P 0 0 78 22 1 5 71 0 0 0 0 2 0 51 0 17 246 5:15 P 0 1 67 24 0 8 73 3 0 1 0 0 0 67 0 9 253 5:30 P 1 1 81 26 1 8 77 1 0 0 0 0 0 43 1 16 254 5:45 P 0 0 81 25 0 8 84 0 0 0 0 0 2 55 0 9 262 6:00 P 0 0 57 19 1 15 60 1 0 0 0 3 0 48 1 10 214 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 2 6 603 179 3 67 599 8 0 1 0 9 3 436 5 105 2018 Peak Hour: 4:00 PM to 5:00 PM Total 1 4 317 85 1 28 305 3 0 0 0 6 1 223 3 61 1035 Approach 406 336 6 287 1035 %HV 0.2% 0.3% n/a 0.3% 0.3% PHF 0.91 0.93 0.50 0.93 0.94 Evergreen Rd 940 406 534 0 Bike Stacy Allison Way 85 317 4 1 Ped Evergreen Estates 6 113 Ped 1 0 6 Bike 2 0 16 400 223 1 Bike 287 3 4:00 PM to 5:00 PM 1 Ped 10 61 PEDs Across: N S E W Ped 1 28 305 3 1096 1.0 PHF Peak Hour Volume INT 01 0 1 1 0 2 Bike 1 PHF %HV INT 02 0 0 0 1 1 EB 0.93 0.3% INT 03 1 0 0 0 1 378 336 Check WB 0.50 n/a INT 04 0 0 0 0 0 In: 1035 NB 0.93 0.3% INT 05 0 0 2 0 2 714 Out: 1035 SB 0.91 0.2% INT 06 0 0 0 0 0 Evergreen Rd T Int. 0.94 0.3% INT 07 0 0 0 0 0 Bicycles From: N S E W Conditions: INT 08 0 0 2 0 2 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 1 2 3 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 1 0 0 1 INT 12 0 INT 05 1 1 0 0 2 1 1 5 1 8 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 0 0 INT 08 1 0 0 0 1 INT 09 0 INT 10 0 INT 11 0 INT 12 0 2 2 1 2 7 GVC25057M_06P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & W Hayes St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd W Hayes St W Hayes St Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 8 6 1 0 1 53 7 0 9 5 34 0 3 1 0 128 7:30 A 0 9 14 0 0 0 55 2 0 3 8 28 0 1 3 1 124 7:45 A 2 7 14 1 2 0 95 13 0 12 3 28 0 5 5 0 183 8:00 A 1 13 10 1 1 1 49 13 0 6 4 21 0 3 2 0 123 8:15 A 1 15 8 0 1 1 51 4 0 4 10 21 0 2 1 0 117 8:30 A 1 11 12 2 1 0 51 5 0 8 7 22 0 10 3 0 131 8:45 A 1 14 10 1 0 0 44 6 0 9 9 24 0 0 1 0 118 9:00 A 0 12 10 0 0 2 40 8 0 8 6 23 0 2 6 0 117 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 6 89 84 6 5 5 438 58 0 59 52 201 0 26 22 1 1041 Peak Hour: 7:00 AM to 8:00 AM Total 3 37 44 3 3 2 252 35 0 30 20 111 0 12 11 1 558 Approach 84 289 161 24 558 %HV 3.6% 1.0% n/a n/a 1.1% PHF 0.88 0.67 0.84 0.60 0.76 Evergreen Rd 459 84 375 0 Bike W Hayes St 3 44 37 0 Ped W Hayes St 111 25 Ped 4 20 161 Bike 0 30 244 49 12 2 Bike 24 11 7:00 AM to 8:00 AM 0 Ped 83 1 PEDs Across: N S E W Ped 5 2 252 35 732 1.0 PHF Peak Hour Volume INT 01 0 1 0 1 2 Bike 0 PHF %HV INT 02 0 1 0 0 1 EB 0.60 n/a INT 03 0 3 0 1 4 75 289 Check WB 0.84 n/a INT 04 0 0 0 2 2 In: 558 NB 0.67 1.0% INT 05 0 0 0 0 0 364 Out: 558 SB 0.88 3.6% INT 06 0 0 0 0 0 Evergreen Rd T Int. 0.76 1.1% INT 07 0 1 0 1 2 Bicycles From: N S E W Conditions: INT 08 0 0 0 0 0 INT 01 0 0 1 0 1 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 1 0 1 INT 12 0 INT 05 1 0 1 0 2 0 6 0 5 11 INT 06 0 1 0 0 1 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 1 3 0 5 GVC25057M_07A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & W Hayes St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd W Hayes St W Hayes St Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 49 45 2 0 1 38 23 0 25 14 33 0 4 15 0 249 4:30 P 0 47 40 3 1 0 43 22 0 20 12 34 0 5 15 0 241 4:45 P 1 38 36 3 0 0 63 25 0 20 14 36 1 3 14 0 252 5:00 P 0 50 54 6 1 1 52 16 0 26 20 29 0 1 10 0 265 5:15 P 0 36 35 5 0 0 47 26 1 28 15 41 0 3 10 0 246 5:30 P 1 40 38 5 0 2 46 23 1 28 16 33 0 3 15 0 249 5:45 P 0 29 33 4 1 0 48 22 0 25 15 36 0 1 4 0 217 6:00 P 0 27 28 3 0 0 36 22 0 16 15 31 0 2 10 0 190 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 2 316 309 31 3 4 373 179 2 188 121 273 1 22 93 0 1909 Peak Hour: 4:30 PM to 5:30 PM Total 2 164 163 19 1 3 208 90 2 102 65 139 1 10 49 0 1012 Approach 346 301 306 59 1012 %HV 0.6% 0.3% 0.7% 1.7% 0.6% PHF 0.79 0.86 0.91 0.82 0.95 Evergreen Rd 703 346 357 2 Bike W Hayes St 19 163 164 0 Ped W Hayes St 139 87 Ped 0 65 306 Bike 1 102 609 146 10 0 Bike 59 49 4:30 PM to 5:30 PM 0 Ped 303 0 PEDs Across: N S E W Ped 1 3 208 90 1060 1.0 PHF Peak Hour Volume INT 01 0 1 0 1 2 Bike 1 PHF %HV INT 02 0 1 0 0 1 EB 0.82 1.7% INT 03 0 0 0 0 0 265 301 Check WB 0.91 0.7% INT 04 0 0 0 0 0 In: 1012 NB 0.86 0.3% INT 05 0 0 0 0 0 566 Out: 1012 SB 0.79 0.6% INT 06 0 1 0 0 1 Evergreen Rd T Int. 0.95 0.6% INT 07 0 1 0 1 2 Bicycles From: N S E W Conditions: INT 08 0 1 0 0 1 INT 01 0 1 0 0 1 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 1 0 0 1 2 INT 12 0 INT 05 1 1 0 0 2 0 5 0 2 7 INT 06 0 0 0 0 0 Special Notes INT 07 0 1 1 1 3 INT 08 0 0 1 1 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 2 3 2 3 10 GVC25057M_07P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Harvard Dr & Evergreen Rd Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Harvard Dr Harvard Dr Evergreen Rd Evergreen Rd Total Ending at T L S R T L S R T L S R T L S R 7:15 A 1 1 6 4 0 3 13 24 0 4 7 1 0 0 23 3 89 7:30 A 0 0 12 1 0 0 6 33 0 9 5 0 1 2 18 2 88 7:45 A 0 0 8 2 0 0 8 49 2 6 13 1 3 0 39 2 128 8:00 A 1 2 10 1 0 0 4 24 1 8 5 0 0 2 27 2 85 8:15 A 0 0 4 6 0 0 3 24 1 6 4 0 1 4 24 1 76 8:30 A 0 0 6 2 0 0 6 25 1 4 11 0 0 2 23 2 81 8:45 A 1 0 4 3 0 0 10 22 1 8 5 0 1 4 18 0 74 9:00 A 0 1 9 1 0 0 6 15 0 4 8 2 0 1 25 3 75 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 3 4 59 20 0 3 56 216 6 49 58 4 6 15 197 15 696 Peak Hour: 7:00 AM to 8:00 AM Total 2 3 36 8 0 3 31 130 3 27 30 2 4 4 107 9 390 Approach 47 164 59 120 390 %HV 4.3% n/a 5.1% 3.3% 2.3% PHF 0.90 0.72 0.74 0.73 0.76 Harvard Dr 84 47 37 0 Bike Evergreen Rd 8 36 3 0 Ped Evergreen Rd 2 41 Ped 0 30 59 Bike 0 27 299 161 4 1 Bike 120 107 7:00 AM to 8:00 AM 1 Ped 240 9 PEDs Across: N S E W Ped 2 3 31 130 512 1.0 PHF Peak Hour Volume INT 01 0 1 1 0 2 Bike 1 PHF %HV INT 02 0 0 0 0 0 EB 0.73 3.3% INT 03 0 0 0 0 0 72 164 Check WB 0.74 5.1% INT 04 0 1 0 0 1 In: 390 NB 0.72 n/a INT 05 0 0 0 0 0 236 Out: 390 SB 0.90 4.3% INT 06 0 0 0 0 0 Harvard Dr T Int. 0.76 2.3% INT 07 0 0 1 0 1 Bicycles From: N S E W Conditions: INT 08 0 2 1 0 3 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 1 0 0 1 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 1 0 1 INT 12 0 INT 05 0 0 0 0 0 0 4 3 0 7 INT 06 0 0 0 2 2 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 1 1 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 1 1 3 5 GVC25057M_08A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Harvard Dr & Evergreen Rd Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Harvard Dr Harvard Dr Evergreen Rd Evergreen Rd Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 0 41 19 0 2 12 26 0 20 29 0 0 4 25 7 185 4:30 P 0 2 42 16 1 1 10 24 1 27 30 0 0 2 27 10 191 4:45 P 0 1 33 7 0 1 18 21 0 19 16 0 0 4 48 7 175 5:00 P 0 4 30 20 0 2 13 25 0 33 34 0 1 5 36 6 208 5:15 P 1 1 34 8 0 1 11 25 0 25 27 1 0 1 30 10 174 5:30 P 0 2 29 9 0 3 10 20 0 19 35 0 0 1 29 10 167 5:45 P 0 1 25 8 1 2 13 26 0 13 29 1 0 1 37 13 169 6:00 P 0 1 27 8 0 5 11 17 0 9 29 3 0 2 31 8 151 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 1 12 261 95 2 17 98 184 1 165 229 5 1 20 263 71 1420 Peak Hour: 4:00 PM to 5:00 PM Total 0 7 146 62 1 6 53 96 1 99 109 0 1 15 136 30 759 Approach 215 155 208 181 759 %HV n/a 0.6% 0.5% 0.6% 0.4% PHF 0.90 0.97 0.78 0.77 0.91 Harvard Dr 283 215 68 3 Bike Evergreen Rd 62 146 7 0 Ped Evergreen Rd 0 177 Ped 3 109 208 Bike 0 99 447 358 15 0 Bike 181 136 4:00 PM to 5:00 PM 5 Ped 239 30 PEDs Across: N S E W Ped 2 6 53 96 832 1.0 PHF Peak Hour Volume INT 01 0 0 3 0 3 Bike 0 PHF %HV INT 02 0 1 1 0 2 EB 0.77 0.6% INT 03 0 1 1 1 3 275 155 Check WB 0.78 0.5% INT 04 0 0 0 2 2 In: 759 NB 0.97 0.6% INT 05 0 0 3 1 4 430 Out: 759 SB 0.90 n/a INT 06 0 0 1 0 1 Harvard Dr T Int. 0.91 0.4% INT 07 0 1 0 0 1 Bicycles From: N S E W Conditions: INT 08 0 0 0 2 2 INT 01 1 0 0 0 1 INT 09 0 INT 02 1 0 0 0 1 INT 10 0 INT 03 1 0 0 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 0 3 9 6 18 INT 06 1 0 0 0 1 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 4 0 0 0 4 GVC25057M_08P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Hooper St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd 0 Hooper St Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 0 3 4 0 0 3 0 0 0 0 0 0 5 0 0 15 7:30 A 0 0 4 4 0 1 3 0 0 0 0 0 0 2 0 4 18 7:45 A 0 0 1 4 0 0 7 0 0 0 0 0 0 10 0 0 22 8:00 A 0 0 2 3 0 0 6 0 0 0 0 0 0 7 0 1 19 8:15 A 1 0 1 1 0 0 7 0 0 0 0 0 0 7 0 0 16 8:30 A 1 0 5 0 0 1 5 0 0 0 0 0 0 5 0 1 17 8:45 A 0 0 3 2 0 0 1 0 0 0 0 0 0 4 0 0 10 9:00 A 0 0 4 2 0 1 1 0 0 0 0 0 0 5 0 0 13 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 2 0 23 20 0 3 33 0 0 0 0 0 0 45 0 6 130 Peak Hour: 7:15 AM to 8:15 AM Total 1 0 8 12 0 1 23 0 0 0 0 0 0 26 0 5 75 Approach 20 24 0 31 75 %HV 5.0% n/a n/a n/a 1.3% PHF 0.63 0.86 n/a 0.78 0.85 Evergreen Rd 69 20 49 0 Bike Hooper St 12 8 0 1 Ped 0 0 13 Ped 2 0 0 Bike 0 0 0 44 26 0 Bike 31 0 7:15 AM to 8:15 AM 0 Ped 0 5 PEDs Across: N S E W Ped 0 1 23 0 88 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 0 0 0 0 EB 0.78 n/a INT 03 0 0 0 0 0 13 24 Check WB n/a n/a INT 04 0 0 0 0 0 In: 75 NB 0.86 n/a INT 05 1 0 0 2 3 37 Out: 75 SB 0.63 5.0% INT 06 2 0 0 0 2 Evergreen Rd T Int. 0.85 1.3% INT 07 0 0 0 3 3 Bicycles From: N S E W Conditions: INT 08 0 0 0 0 0 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 0 INT 11 0 INT 04 0 INT 12 0 INT 05 0 3 0 0 5 8 INT 06 0 Special Notes INT 07 0 INT 08 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 0 0 0 GVC25057M_09A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Hooper St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd 0 Hooper St Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 0 11 11 0 1 6 0 0 0 0 0 0 10 0 3 42 4:30 P 0 0 12 6 0 0 5 0 0 0 0 0 0 4 0 1 28 4:45 P 0 0 6 5 0 1 8 0 0 0 0 0 0 6 0 4 30 5:00 P 0 0 10 7 0 3 7 0 0 0 0 0 0 2 0 0 29 5:15 P 0 0 5 8 0 0 8 0 0 0 0 0 0 2 0 3 26 5:30 P 0 0 10 14 0 4 1 0 0 0 0 0 0 10 0 1 40 5:45 P 0 0 7 4 0 0 8 0 0 0 0 0 0 5 0 2 26 6:00 P 0 0 7 9 0 3 8 0 0 0 0 0 0 6 0 1 34 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 68 64 0 12 51 0 0 0 0 0 0 45 0 15 255 Peak Hour: 4:00 PM to 5:00 PM Total 0 0 39 29 0 5 26 0 0 0 0 0 0 22 0 8 129 Approach 68 31 0 30 129 %HV n/a n/a n/a n/a 0.0% PHF 0.77 0.78 n/a 0.58 0.77 Evergreen Rd 116 68 48 1 Bike Hooper St 29 39 0 2 Ped 0 0 34 Ped 2 0 0 Bike 1 0 0 64 22 0 Bike 30 0 4:00 PM to 5:00 PM 0 Ped 0 8 PEDs Across: N S E W Ped 0 5 26 0 168 1.0 PHF Peak Hour Volume INT 01 2 0 0 2 4 Bike 0 PHF %HV INT 02 0 0 0 0 0 EB 0.58 n/a INT 03 0 0 0 0 0 47 31 Check WB n/a n/a INT 04 0 0 0 0 0 In: 129 NB 0.78 n/a INT 05 0 0 0 0 0 78 Out: 129 SB 0.77 n/a INT 06 0 0 0 0 0 Evergreen Rd T Int. 0.77 0.0% INT 07 0 0 0 0 0 Bicycles From: N S E W Conditions: INT 08 0 0 0 0 0 INT 01 1 0 0 1 2 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 2 0 0 2 4 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 0 0 1 2 GVC25057M_09P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: N Settlemier Ave & W Hayes St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval N Settlemier Ave N Settlemier Ave 0 W Hayes St Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 0 37 4 3 18 66 0 0 0 0 0 0 8 0 11 144 7:30 A 0 0 32 4 1 13 77 0 0 0 0 0 0 10 0 13 149 7:45 A 1 0 38 4 3 8 73 0 0 0 0 0 0 17 0 13 153 8:00 A 1 0 31 5 2 9 68 0 0 0 0 0 2 15 0 7 135 8:15 A 0 0 38 3 3 13 52 0 0 0 0 0 0 7 0 10 123 8:30 A 1 0 26 5 0 13 62 0 0 0 0 0 0 6 0 15 127 8:45 A 0 0 29 6 0 10 53 0 0 0 0 0 0 14 0 10 122 9:00 A 1 0 45 4 3 19 72 0 0 0 0 0 1 11 0 14 165 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 4 0 276 35 15 103 523 0 0 0 0 0 3 88 0 93 1118 Peak Hour: 7:00 AM to 8:00 AM Total 2 0 138 17 9 48 284 0 0 0 0 0 2 50 0 44 581 Approach 155 332 0 94 581 %HV 1.3% 2.7% n/a 2.1% 2.2% PHF 0.92 0.92 n/a 0.78 0.95 N Settlemier Ave 489 155 334 0 Bike W Hayes St 17 138 0 0 Ped 0 0 65 Ped 1 0 0 Bike 0 0 0 159 50 0 Bike 94 0 7:00 AM to 8:00 AM 2 Ped 0 44 PEDs Across: N S E W Ped 0 48 284 0 660 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 0 2 0 2 EB 0.78 2.1% INT 03 0 0 0 0 0 182 332 Check WB n/a n/a INT 04 0 0 0 1 1 In: 581 NB 0.92 2.7% INT 05 0 3 0 1 4 514 Out: 581 SB 0.92 1.3% INT 06 0 0 0 0 0 N Settlemier Ave T Int. 0.95 2.2% INT 07 0 1 0 0 1 Bicycles From: N S E W Conditions: INT 08 0 0 0 2 2 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 0 4 2 4 10 INT 06 1 0 0 0 1 Special Notes INT 07 0 1 0 1 2 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 1 0 1 3 GVC25057M_10A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: N Settlemier Ave & W Hayes St Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval N Settlemier Ave N Settlemier Ave 0 W Hayes St Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 0 90 21 2 37 74 0 0 0 0 0 1 31 0 32 285 4:30 P 0 0 89 15 0 27 83 0 0 0 0 0 0 35 0 55 304 4:45 P 1 0 77 13 0 29 70 0 0 0 0 0 0 36 0 39 264 5:00 P 0 0 88 15 0 30 59 0 0 0 0 0 1 26 0 37 255 5:15 P 0 0 102 22 2 41 92 0 0 0 0 0 0 20 0 45 322 5:30 P 1 0 89 18 0 26 73 0 0 0 0 0 1 22 0 41 269 5:45 P 0 0 83 16 0 30 76 0 0 0 0 0 0 28 0 28 261 6:00 P 0 0 73 11 0 32 77 0 0 0 0 0 1 25 0 34 252 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 2 0 691 131 4 252 604 0 0 0 0 0 4 223 0 311 2212 Peak Hour: 4:15 PM to 5:15 PM Total 1 0 356 65 2 127 304 0 0 0 0 0 1 117 0 176 1145 Approach 421 431 0 293 1145 %HV 0.2% 0.5% n/a 0.3% 0.3% PHF 0.85 0.81 n/a 0.81 0.89 N Settlemier Ave 842 421 421 2 Bike W Hayes St 65 356 0 0 Ped 0 0 192 Ped 1 0 0 Bike 2 0 0 485 117 0 Bike 293 0 4:15 PM to 5:15 PM 0 Ped 0 176 PEDs Across: N S E W Ped 1 127 304 0 1288 1.0 PHF Peak Hour Volume INT 01 0 1 1 0 2 Bike 1 PHF %HV INT 02 0 0 0 0 0 EB 0.81 0.3% INT 03 0 1 0 1 2 532 431 Check WB n/a n/a INT 04 0 0 0 0 0 In: 1145 NB 0.81 0.5% INT 05 0 0 0 0 0 963 Out: 1145 SB 0.85 0.2% INT 06 1 0 2 0 3 N Settlemier Ave T Int. 0.89 0.3% INT 07 1 0 0 1 2 Bicycles From: N S E W Conditions: INT 08 2 1 1 0 4 INT 01 1 1 0 1 3 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 1 0 0 1 INT 11 0 INT 04 2 0 0 1 3 INT 12 0 INT 05 0 0 0 1 1 4 3 4 2 13 INT 06 2 0 0 0 2 Special Notes INT 07 1 0 0 1 2 INT 08 0 1 0 1 2 INT 09 0 INT 10 0 INT 11 0 INT 12 0 6 3 0 5 14 GVC25057M_10P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: S Settlemier Ave & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval S Settlemier Ave S Settlemier Ave Parr Rd NE Parr Rd NE Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 0 15 8 1 12 23 3 0 4 9 1 0 6 4 6 91 7:30 A 0 0 16 6 0 21 24 2 0 4 6 2 0 5 9 10 105 7:45 A 1 0 17 4 0 8 20 7 0 7 5 1 0 3 8 11 91 8:00 A 0 1 12 5 2 9 19 10 1 2 3 2 0 9 7 5 84 8:15 A 0 0 12 2 1 10 23 4 0 3 2 1 0 4 7 7 75 8:30 A 0 0 11 4 0 9 22 3 0 1 12 0 1 8 3 10 83 8:45 A 0 0 16 1 0 10 20 5 1 6 6 0 0 7 6 7 84 9:00 A 0 1 16 5 1 4 25 7 0 2 8 0 1 2 7 5 82 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 1 2 115 35 5 83 176 41 2 29 51 7 2 44 51 61 695 Peak Hour: 7:00 AM to 8:00 AM Total 1 1 60 23 3 50 86 22 1 17 23 6 0 23 28 32 371 Approach 84 158 46 83 371 %HV 1.2% 1.9% 2.2% n/a 1.3% PHF 0.91 0.84 0.82 0.86 0.88 S Settlemier Ave 199 84 115 0 Bike Parr Rd NE 23 60 1 5 Ped Parr Rd NE 6 96 Ped 0 23 46 Bike 0 17 97 179 23 0 Bike 83 28 7:00 AM to 8:00 AM 0 Ped 51 32 PEDs Across: N S E W Ped 4 50 86 22 420 1.0 PHF Peak Hour Volume INT 01 3 0 0 0 3 Bike 0 PHF %HV INT 02 1 2 0 0 3 EB 0.86 n/a INT 03 1 0 0 0 1 109 158 Check WB 0.82 2.2% INT 04 0 2 0 0 2 In: 371 NB 0.84 1.9% INT 05 2 0 0 0 2 267 Out: 371 SB 0.91 1.2% INT 06 0 2 0 0 2 S Settlemier Ave T Int. 0.88 1.3% INT 07 0 0 0 1 1 Bicycles From: N S E W Conditions: INT 08 1 1 0 2 4 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 8 7 0 3 18 INT 06 1 0 0 0 1 Special Notes INT 07 0 1 0 0 1 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 1 0 0 2 GVC25057M_11A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: S Settlemier Ave & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval S Settlemier Ave S Settlemier Ave Parr Rd NE Parr Rd NE Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 2 31 12 0 11 23 7 0 19 12 2 0 7 16 23 165 4:30 P 0 2 33 8 1 20 32 9 0 9 17 2 0 8 15 22 177 4:45 P 0 3 34 6 0 13 26 5 0 17 16 2 0 13 11 17 163 5:00 P 0 2 41 7 0 11 26 12 0 13 23 0 0 11 9 18 173 5:15 P 0 0 34 10 0 9 30 10 0 14 24 1 0 8 5 20 165 5:30 P 0 2 30 13 0 17 26 13 0 15 20 2 0 11 12 22 183 5:45 P 0 1 33 14 0 19 30 8 0 11 21 2 0 6 11 23 179 6:00 P 0 0 31 19 0 15 35 9 0 13 19 0 0 8 20 24 193 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 12 267 89 1 115 228 73 0 111 152 11 0 72 99 169 1398 Peak Hour: 5:00 PM to 6:00 PM Total 0 3 128 56 0 60 121 40 0 53 84 5 0 33 48 89 720 Approach 187 221 142 170 720 %HV n/a n/a n/a n/a 0.0% PHF 0.94 0.94 0.91 0.82 0.93 S Settlemier Ave 346 187 159 0 Bike Parr Rd NE 56 128 3 0 Ped Parr Rd NE 5 200 Ped 2 84 142 Bike 3 53 233 370 33 0 Bike 170 48 5:00 PM to 6:00 PM 0 Ped 91 89 PEDs Across: N S E W Ped 5 60 121 40 772 1.0 PHF Peak Hour Volume INT 01 0 0 1 1 2 Bike 0 PHF %HV INT 02 0 6 0 0 6 EB 0.82 n/a INT 03 0 0 0 0 0 270 221 Check WB 0.91 n/a INT 04 0 0 0 0 0 In: 720 NB 0.94 n/a INT 05 0 0 0 0 0 491 Out: 720 SB 0.94 n/a INT 06 0 0 0 1 1 S Settlemier Ave T Int. 0.93 0.0% INT 07 0 2 0 0 2 Bicycles From: N S E W Conditions: INT 08 0 3 0 1 4 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 3 0 0 3 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 1 1 INT 12 0 INT 05 0 0 0 0 0 0 11 1 3 15 INT 06 0 0 0 1 1 Special Notes INT 07 0 0 0 2 2 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 3 0 4 7 GVC25057M_11P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Parr Rd NE Parr Rd NE (Closed) Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 1 2 0 0 0 0 8 0 24 0 1 0 0 0 0 36 7:30 A 0 4 5 0 0 0 2 11 0 26 0 2 0 0 0 0 50 7:45 A 0 1 2 0 0 0 1 13 0 13 0 4 0 0 0 0 34 8:00 A 0 1 2 0 0 0 3 5 1 10 0 5 0 0 0 0 26 8:15 A 0 0 1 0 0 0 1 3 2 9 0 0 0 0 0 0 14 8:30 A 1 4 1 0 0 0 0 5 1 2 0 2 0 0 0 0 14 8:45 A 0 0 2 0 0 0 0 4 0 6 0 0 0 0 0 0 12 9:00 A 0 0 2 0 0 0 1 5 0 12 0 0 0 0 0 0 20 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 1 11 17 0 0 0 8 54 4 102 0 14 0 0 0 0 206 Peak Hour: 7:00 AM to 8:00 AM Total 0 7 11 0 0 0 6 37 1 73 0 12 0 0 0 0 146 Approach 18 43 85 0 146 %HV n/a n/a 1.2% n/a 0.7% PHF 0.50 0.77 0.76 n/a 0.73 Evergreen Rd 36 18 18 1 Bike Parr Rd NE (Closed) 0 11 7 0 Ped Parr Rd NE 12 0 Ped 0 0 85 Bike 0 73 129 0 0 0 Bike 0 0 7:00 AM to 8:00 AM 0 Ped 44 0 PEDs Across: N S E W Ped 0 0 6 37 200 1.0 PHF Peak Hour Volume INT 01 0 Bike 0 PHF %HV INT 02 0 EB n/a n/a INT 03 0 84 43 Check WB 0.76 1.2% INT 04 0 In: 146 NB 0.77 n/a INT 05 0 127 Out: 146 SB 0.50 n/a INT 06 0 Evergreen Rd T Int. 0.73 0.7% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 1 0 0 0 1 INT 12 0 INT 05 0 0 0 0 0 0 0 0 0 0 INT 06 0 0 1 0 1 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 1 0 1 0 2 GVC25057M_12A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Evergreen Rd & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Evergreen Rd Evergreen Rd Parr Rd NE Parr Rd NE (Closed) Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 4 8 0 0 0 4 23 0 15 0 3 0 0 0 0 57 4:30 P 0 2 2 0 0 0 3 26 0 14 0 3 0 0 0 0 50 4:45 P 0 7 6 0 0 0 1 21 0 13 0 6 0 0 0 0 54 5:00 P 0 5 3 0 0 0 5 22 0 17 0 1 0 0 0 0 53 5:15 P 0 4 2 0 0 0 4 18 0 13 0 4 0 0 0 0 45 5:30 P 0 3 5 0 0 0 2 35 0 20 0 4 0 0 0 0 69 5:45 P 0 3 4 0 0 0 3 21 0 21 0 5 0 0 0 0 57 6:00 P 0 3 3 0 0 0 5 20 0 28 0 3 0 0 0 0 62 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 31 33 0 0 0 27 186 0 141 0 29 0 0 0 0 447 Peak Hour: 5:00 PM to 6:00 PM Total 0 13 14 0 0 0 14 94 0 82 0 16 0 0 0 0 233 Approach 27 108 98 0 233 %HV n/a n/a n/a n/a 0.0% PHF 0.84 0.73 0.79 n/a 0.84 Evergreen Rd 57 27 30 0 Bike Parr Rd NE (Closed) 0 14 13 0 Ped Parr Rd NE 16 0 Ped 0 0 98 Bike 0 82 205 0 0 0 Bike 0 0 5:00 PM to 6:00 PM 0 Ped 107 0 PEDs Across: N S E W Ped 0 0 14 94 276 1.0 PHF Peak Hour Volume INT 01 0 Bike 1 PHF %HV INT 02 0 EB n/a n/a INT 03 0 96 108 Check WB 0.79 n/a INT 04 0 In: 233 NB 0.73 n/a INT 05 0 204 Out: 233 SB 0.84 n/a INT 06 0 Evergreen Rd T Int. 0.84 0.0% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 1 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 1 0 0 1 0 0 0 0 0 INT 06 0 0 0 0 0 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 1 1 0 2 GVC25057M_12P ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Butteville Rd NE & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Butteville Rd NE Butteville Rd NE Parr Rd NE 0 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 8 13 0 1 0 54 5 0 3 0 24 0 0 0 0 107 7:30 A 1 9 25 0 1 0 54 5 0 6 0 27 0 0 0 0 126 7:45 A 0 12 20 0 0 0 33 3 0 4 0 12 0 0 0 0 84 8:00 A 0 1 18 0 1 0 33 8 0 4 0 8 0 0 0 0 72 8:15 A 1 1 13 0 1 0 26 5 0 1 0 6 0 0 0 0 52 8:30 A 1 2 19 0 1 0 22 5 2 1 0 4 0 0 0 0 53 8:45 A 1 0 7 0 2 0 24 3 0 2 0 3 0 0 0 0 39 9:00 A 1 2 8 0 2 0 28 5 1 6 0 9 0 0 0 0 58 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 5 35 123 0 9 0 274 39 3 27 0 93 0 0 0 0 591 Peak Hour: 7:00 AM to 8:00 AM Total 1 30 76 0 3 0 174 21 0 17 0 71 0 0 0 0 389 Approach 106 195 88 0 389 %HV 0.9% 1.5% n/a n/a 1.0% PHF 0.78 0.83 0.67 n/a 0.77 Butteville Rd NE 351 106 245 0 Bike 0 0 76 30 0 Ped Parr Rd NE 71 0 Ped 1 0 88 Bike 0 17 139 0 0 0 Bike 0 0 7:00 AM to 8:00 AM 1 Ped 51 0 PEDs Across: N S E W Ped 0 0 174 21 504 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 0 0 0 0 EB n/a n/a INT 03 0 0 0 1 1 93 195 Check WB 0.67 n/a INT 04 0 0 1 0 1 In: 389 NB 0.83 1.5% INT 05 0 0 0 0 0 288 Out: 389 SB 0.78 0.9% INT 06 0 0 0 0 0 Butteville Rd NE T Int. 0.77 1.0% INT 07 0 0 0 0 0 Bicycles From: N S E W Conditions: INT 08 0 0 0 0 0 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 0 0 0 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 0 0 0 0 0 0 0 1 1 2 INT 06 0 0 1 0 1 Special Notes INT 07 0 0 0 0 0 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 1 0 1 GVC25057M_13A ---PAGE BREAK--- Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: [EMAIL REDACTED] WBE/DBE Intersection: Butteville Rd NE & Parr Rd NE Date of Count: Wed 07/23/2025 Location: Woodburn, Oregon Checked By: Jen Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Butteville Rd NE Butteville Rd NE Parr Rd NE 0 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 1 18 50 0 2 0 19 13 0 12 0 6 0 0 0 0 118 4:30 P 3 18 62 0 0 0 23 9 0 9 0 9 0 0 0 0 130 4:45 P 0 19 38 0 1 0 21 5 0 19 0 6 0 0 0 0 108 5:00 P 2 17 50 0 0 0 36 12 0 13 0 5 0 0 0 0 133 5:15 P 1 13 56 0 6 0 32 11 0 12 0 6 0 0 0 0 130 5:30 P 0 24 43 0 0 0 38 13 0 10 0 16 0 0 0 0 144 5:45 P 0 24 65 0 0 0 39 12 0 13 0 19 0 0 0 0 172 6:00 P 1 16 39 0 2 0 41 8 0 7 0 21 0 0 0 0 132 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 8 149 403 0 11 0 249 83 0 95 0 88 0 0 0 0 1067 Peak Hour: 4:45 PM to 5:45 PM Total 3 78 214 0 6 0 145 48 0 48 0 46 0 0 0 0 579 Approach 292 193 94 0 579 %HV 1.0% 3.1% n/a n/a 1.6% PHF 0.82 0.95 0.73 n/a 0.84 Butteville Rd NE 483 292 191 2 Bike 0 0 214 78 0 Ped Parr Rd NE 46 0 Ped 0 0 94 Bike 0 48 220 0 0 0 Bike 0 0 4:45 PM to 5:45 PM 0 Ped 126 0 PEDs Across: N S E W Ped 0 0 145 48 688 1.0 PHF Peak Hour Volume INT 01 0 Bike 1 PHF %HV INT 02 0 EB n/a n/a INT 03 0 262 193 Check WB 0.73 n/a INT 04 0 In: 579 NB 0.95 3.1% INT 05 0 455 Out: 579 SB 0.82 1.0% INT 06 0 Butteville Rd NE T Int. 0.84 1.6% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 0 0 0 0 INT 09 0 INT 02 0 0 0 0 0 INT 10 0 INT 03 0 0 1 0 1 INT 11 0 INT 04 0 0 0 0 0 INT 12 0 INT 05 1 0 0 0 1 0 0 0 0 0 INT 06 0 1 0 0 1 Special Notes INT 07 1 0 0 0 1 INT 08 0 0 0 0 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 2 1 1 0 4 GVC25057M_13P ---PAGE BREAK--- Appendix B Traffic Volume Calculation Worksheets ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn Trip Generation Woodburn, OR In Out In Out Total % Total % Total In Out Total WinCo Foods 850 Supermarket 86.600 2.86 59% 41% 146 102 248 0% 0 0.0% 0 146 102 248 Total 146 102 248 0 146 102 248 In Out In Out Total % Total % Total In Out Total WinCo Foods 850 Supermarket 86.600 7.94 50% 50% 344 344 688 0.0% 0 24.0% 165 262 261 523 Total 344 344 688 165 262 261 523 850 Fitted Curve Equation 7.94 In Out In Out Total % Total % Total In Out Total WinCo Foods 850 Supermarket 86.600 89.62 50% 50% 3,881 3,881 7,761 0.0% 0 2.0% 165 3,798 3,798 7,596 Total 3,881 3,881 7,761 165 3,798 3,798 7,596 850 Fitted Curve Equation 89.62 AM Peak Hour Trip Generation Site Plan Description LUC ITE Description Variable Value ITE Rate Distribution Total Trips Pass-By Trips Net New Trips Int. Capture Value ITE Rate Distribution Total Trips PM Peak Hour Trip Generation Site Plan Description LUC ITE Description Pass-By Trips Net New Trips Int. Capture Variable Net New Trips Pass-By Trips Int. Capture Daily Trip Generation Distribution Total Trips Site Plan Description ITE Rate LUC ITE Description Variable Value ---PAGE BREAK--- GVC Transportation Solutions AM Peak Hour Volumes 2.0 City 1.015 ODOT 0.50% City 0.50% ODOT Parr Connection Shift: 10.0% Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes L 0 0 - 0 0 0 0 0 0 0 0 0 0 ODOT EB T 333 338 - 2 47 18 369 25 392 7 0 7 376 399 R 166 168 - 1 77 246 12 257 0 0 0 246 257 1 L 0 0 - 0 0 0 0 0 0 0 0 0 0 I-5 SB Ramps WB T 467 474 - 2 34 67 443 35 476 5 0 5 448 481 Highway 219 R 373 379 - 2 81 462 28 488 10 0 10 472 498 L 0 0 - 0 0 0 0 0 0 0 0 0 0 TMC Date: 7/22/2025 NB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 0 0 - 0 0 0 0 0 0 0 0 0 0 7:00 - 8:00 L 193 196 - 1 114 311 14 324 15 0 15 326 339 PHF: 0.93 SB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 162 164 - 1 40 205 12 216 0 0 0 205 216 1,694 392 37 2,072 2,190 L 0 0 - 0 0 0 0 0 0 0 0 0 0 ODOT EB T 352 357 - 2 139 18 480 26 504 22 0 22 502 526 R 174 177 - 1 26 204 13 216 0 0 0 204 216 2 L 0 0 - 0 0 0 0 0 0 0 0 0 0 I-5 NB Ramps WB T 587 596 - 3 114 67 645 44 686 15 0 15 660 701 Highway 219 R 528 536 - 3 242 780 40 817 10 0 10 790 827 L 253 257 - 1 10 268 19 286 0 0 0 268 286 TMC Date: 7/22/2025 NB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 449 456 - 2 96 554 34 585 15 0 15 569 600 7:00 - 8:00 L 0 0 - 0 0 0 0 0 0 0 0 0 0 PHF: 0.95 SB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 0 0 - 0 0 0 0 0 0 0 0 0 0 2,343 625 62 2,993 3,157 U 48 49 - 0 0 49 4 53 0 0 0 49 53 L 51 52 - 0 0 52 4 56 0 0 0 52 56 ODOT EB T 575 584 - 3 120 707 43 747 0 0 0 707 747 R 55 56 - 0 120 18 158 4 162 37 0 37 195 199 U 5 5 - 0 0 5 0 5 0 0 0 5 5 3 L 88 89 - 0 21 110 7 116 30 0 30 140 146 Highway 214 WB T 655 665 - 3 113 781 49 827 0 0 0 781 827 Evergreen Rd R 6 6 - 0 12 18 0 18 0 0 0 18 18 L 406 412 - 2 257 67 604 30 632 25 0 25 629 657 TMC Date: 7/22/2025 NB T 23 23 - 0 0 23 2 25 0 0 0 23 25 R 109 111 - 1 31 142 8 150 21 0 21 163 171 7:00 - 8:00 L 11 11 - 0 5 16 1 17 0 0 0 16 17 PHF: 0.93 SB T 19 19 - 0 0 19 1 20 0 0 0 19 20 R 25 25 - 0 4 29 2 31 0 0 0 29 31 2,028 681 113 2,777 2,919 WinCo Foods - Woodburn, OR Annual Growth Rate: Movement Annual Growth Rate: School Traffic Adjusment : ODOT 30th Hour Adjustment : ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement U 9 9 - 0 0 9 1 10 0 0 0 9 10 L 17 17 - 0 0 17 1 18 5 0 5 22 23 ODOT EB T 651 661 - 3 46 710 49 755 16 0 16 726 771 R 2 2 - 0 4 6 0 6 0 0 0 6 6 U 0 0 - 0 0 0 0 0 0 0 0 0 0 4 L 2 2 - 0 72 74 0 74 0 0 0 74 74 Highway 214 WB T 688 698 - 3 27 728 52 776 23 0 23 751 799 Oregon Way R 13 13 - 0 0 13 1 14 0 0 0 13 14 L 8 8 - 0 92 100 1 100 0 0 0 100 100 TMC Date: 7/22/2025 NB T 8 8 - 0 2 10 1 11 0 0 0 10 11 R 10 10 - 0 71 81 1 82 0 0 0 81 82 7:00 - 8:00 L 9 9 - 0 0 9 1 10 0 0 0 9 10 PHF: 0.95 SB T 5 5 - 0 2 7 0 7 0 0 0 7 7 R 50 51 - 0 0 51 4 55 7 0 7 58 62 1,463 315 51 1,857 1,959 L 54 55 - 0 9 64 4 68 5 0 5 69 73 ODOT EB T 398 404 - 2 42 447 30 475 11 0 11 458 486 R 100 102 - 1 31 134 8 141 0 0 0 134 141 5 L 33 33 - 0 9 42 2 45 7 0 7 49 52 Highway 214 WB T 359 364 - 2 23 389 27 414 15 0 15 404 429 Boones Ferry Rd R 30 30 - 0 12 42 2 44 0 0 0 42 44 L 237 241 - 1 69 311 18 327 0 0 0 311 327 TMC Date: 7/23/2025 NB T 92 93 - 0 21 114 7 121 5 0 5 119 126 R 70 71 - 0 14 86 5 91 5 0 5 91 96 7:00 - 8:00 L 41 42 - 0 18 60 3 63 0 0 0 60 63 PHF: 0.94 SB T 61 62 - 0 24 86 5 90 7 0 7 93 97 R 79 80 - 0 24 104 6 109 8 0 8 112 117 1,554 294 63 1,942 2,050 L 82 - 164 0 32 196 - - 37 0 37 233 - EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 8 - 16 0 2 18 - - 0 0 0 18 - 6 L 1 - 2 0 0 2 - - 0 0 0 2 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd R 2 - 4 0 0 4 - - 0 0 0 4 - L 14 - 28 0 7 35 - - 0 0 0 35 - TMC Date: 7/22/2025 NB T 356 - 445 2 251 698 - - 9 0 9 707 - R 2 - 4 0 0 4 - - 0 0 0 4 - 7:00 - 8:00 L 0 - 0 0 0 0 - - 0 0 0 0 - PHF: 0.91 SB T 80 - 160 0 128 289 - - 13 0 13 302 - R 28 - 56 0 19 75 - - 54 0 54 129 - 573 879 440 113 1,434 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 12 - 24 0 20 44 - - 0 0 0 44 - EB T 11 - 22 0 0 22 - - 0 0 0 22 - R 1 - 2 0 0 2 - - 0 0 0 2 - 7 L 30 - 60 0 3 63 - - 35 0 35 98 - Hayes St WB T 20 - 40 0 0 40 - - 0 0 0 40 - Evergreen Rd R 111 - 139 1 5 144 - - 0 0 0 144 - L 2 - 4 0 0 4 - - 0 0 0 4 - TMC Date: 7/23/2025 NB T 252 - 315 1 231 547 - - 9 0 9 556 - R 35 - 70 0 8 78 - - 25 0 25 103 - 7:00 - 8:00 L 37 - 74 0 2 76 - - 0 0 0 76 - PHF: 0.76 SB T 44 - 88 0 122 210 - - 13 0 13 223 - R 3 - 6 0 6 12 - - 0 0 0 12 - 558 844 396 82 1,324 0 L 4 - 8 0 1 9 - - 0 0 0 9 - EB T 107 - 134 1 38 172 - - 34 0 34 206 - R 9 - 18 0 0 18 - - 5 0 5 23 - 8 L 27 - 54 0 27 81 - - 0 0 0 81 - Harvard Dr WB T 30 - 60 0 14 74 - - 48 0 48 122 - Evergreen Rd R 2 - 4 0 0 4 - - 0 0 0 4 - L 3 - 6 0 0 6 - - 7 0 7 13 - TMC Date: 7/23/2025 NB T 31 - 62 0 0 62 - - 0 0 0 62 - R 130 - 163 1 83 246 - - 0 0 0 246 - 7:00 - 8:00 L 3 - 6 0 0 6 - - 0 0 0 6 - PHF: 0.76 SB T 36 - 72 0 0 72 - - 0 0 0 72 - R 8 - 16 0 0 16 - - 0 0 0 16 - 390 162 94 861 0 L 50 - 146 0 1 147 - - 10 0 10 157 - EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 44 - 99 0 3 102 - - 5 0 5 107 - 9 L 0 - 0 0 0 0 - - 0 0 0 0 - W Hayes St WB T 0 - 0 0 0 0 - - 0 0 0 0 - Settlemier Ave R 0 - 0 0 0 0 - - 0 0 0 0 - L 48 - 145 0 7 152 - - 7 0 7 159 - TMC Date: 7/23/2025 NB T 284 - 448 1 84 533 - - 0 0 0 533 - R 0 - 0 0 0 0 - - 0 0 0 0 - 7:00 - 8:00 L 0 - 0 0 0 0 - - 0 0 0 0 - PHF: 0.95 SB T 138 - 267 1 69 336 - - 0 0 0 336 - R 17 - 51 0 0 51 - - 14 0 14 65 - 581 1,156 164 36 1,358 0 L 26 - 52 0 109 161 - - 1 0 1 162 - EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 5 - 10 0 0 10 - - 0 0 0 10 - 10 L 0 - 0 0 0 0 - - 0 0 0 0 - Hooper St WB T 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd R 0 - 0 0 0 0 - - 0 0 0 0 - L 1 - 2 0 0 2 - - 0 0 0 2 - TMC Date: 7/23/2025 NB T 23 - 46 0 67 113 - - 36 0 36 149 - R 0 - 0 0 0 0 - - 0 0 0 0 - 7:15 - 8:15 L 0 - 0 0 0 0 - - 0 0 0 0 - PHF: 0.85 SB T 8 - 16 0 66 82 - - 25 0 25 107 - R 12 - 24 0 39 63 - - 1 0 1 64 - 75 281 63 494 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 0 - 0 0 9 9 - - 0 0 0 9 - EB T 0 - 0 0 8 8 - - 0 0 0 8 - R 0 - 0 0 32 32 - - 0 0 0 32 - 11 L 73 - 146 0 9 155 - - 0 0 0 155 - Evergreen Rd WB T 0 - 0 0 12 12 - - 0 0 0 12 - Parr Rd R 12 - 24 0 26 50 - - 21 0 21 71 - L 0 - 0 0 28 28 - - 0 0 0 28 - TMC Date: 7/23/2025 NB T 6 - 12 0 52 64 - - 15 0 15 79 - R 37 - 74 0 2 76 - - 0 0 0 76 - 7:00 - 8:00 L 7 - 14 0 17 31 - - 15 0 15 46 - PHF: 0.73 SB T 11 - 22 0 33 55 - - 10 0 10 65 - R 0 - 0 0 15 15 - - 0 0 0 15 - 146 243 61 597 0 L 23 - 124 0 24 148 - - 0 0 0 148 - EB T 28 - 140 0 20 160 - - 0 0 0 160 - R 32 - 101 0 11 112 - - 15 0 15 127 - 12 L 17 - 20 0 5 25 - - 0 0 0 25 - Parr Rd WB T 23 - 130 0 11 141 - - 0 0 0 141 - Settlemier Ave R 6 - 1 0 0 1 - - 0 0 0 1 - L 50 - 138 0 25 163 - - 21 0 21 184 - TMC Date: 7/23/2025 NB T 86 - 136 0 67 203 - - 0 0 0 203 - R 22 - 29 0 14 43 - - 0 0 0 43 - 7:00 - 8:00 L 1 - 5 0 0 5 - - 0 0 0 5 - PHF: 0.88 SB T 60 - 75 0 25 100 - - 0 0 0 100 - R 23 - 77 0 17 94 - - 0 0 0 94 - 371 219 36 1,232 0 L 0 - 0 0 0 0 - - 0 0 0 0 - EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 13 L 17 - 34 0 10 44 - - 10 0 10 54 - Parr Rd WB T 0 - 0 0 0 0 - - 0 0 0 0 - Butteville Rd R 71 - 142 0 86 228 - - 0 0 0 228 - L 0 - 0 0 0 0 - - 0 0 0 0 - TMC Date: 7/23/2025 NB T 174 - 348 1 0 349 - - 0 0 0 349 - R 21 - 42 0 8 50 - - 15 0 15 65 - 7:00 - 8:00 L 30 - 60 0 64 124 - - 0 0 0 124 - PHF: 0.77 SB T 76 - 152 0 0 152 - - 0 0 0 152 - R 0 - 0 0 0 0 - - 0 0 0 0 - 389 168 25 973 0 L 0 - 0 0 0 0 - - 0 0 0 0 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 14 L 0 - 0 0 0 0 - - 0 0 0 0 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - North Site Drwy R 0 - 0 0 0 0 - - 32 0 32 32 - L 0 - 0 0 0 0 - - 0 0 0 0 - NB T 0 - 0 0 23 23 - - 5 0 5 28 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 49 0 49 49 - SB T 0 - 0 0 8 8 - - 5 0 5 13 - R 0 - 0 0 0 0 - - 0 0 0 0 - 0 39 91 122 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 0 - 0 0 0 0 - - 0 0 0 0 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 15 L 0 - 0 0 0 0 - - 0 0 0 0 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - South Site Drwy R 0 - 0 0 0 0 - - 5 0 5 5 - L 0 - 0 0 0 0 - - 0 0 0 0 - NB T 0 - 0 0 23 23 - - 0 0 0 23 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 5 0 5 5 - SB T 0 - 0 0 8 8 - - 0 0 0 8 - R 0 - 0 0 0 0 - - 0 0 0 0 - 0 39 10 41 0 L 0 - 0 0 0 0 - - 39 0 39 39 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 26 0 26 26 - 16 L 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd WB T 0 - 0 0 0 0 - - 0 0 0 0 - Site Drwy R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 37 0 37 37 - NB T 49 - 98 0 67 165 - - 0 0 0 165 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 0 0 0 0 - SB T 20 - 40 0 66 106 - - 0 0 0 106 - R 0 - 0 0 0 0 - - 55 0 55 55 - 69 148 157 428 0 ---PAGE BREAK--- GVC Transportation Solutions PM Peak Hour Volumes 1.1 City 1.015 ODOT 0.50% City 0.50% ODOT Parr Connection Shift: 10% Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes L 0 0 - 0 0 0 0 0 0 0 0 0 0 ODOT EB T 684 694 - 3 50 51 696 51 744 13 0 13 709 757 R 403 409 - 2 60 471 30 499 0 0 0 471 499 1 L 0 0 - 0 0 0 0 0 0 0 0 0 0 I-5 SB Ramps WB T 899 912 - 4 42 63 895 67 958 13 0 13 908 971 Highway 219 R 387 393 - 2 70 465 29 492 26 0 26 491 518 L 0 0 - 0 0 0 0 0 0 0 0 0 0 TMC Date: 7/22/2025 NB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 0 0 - 0 0 0 0 0 0 0 0 0 0 5:00 - 6:00 L 470 477 - 2 230 709 35 742 26 0 26 735 768 PHF: 0.95 SB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 310 315 - 2 52 369 23 390 0 0 0 369 390 3,153 3,200 503 78 3,683 3,903 L 0 0 - 0 0 0 0 0 0 0 0 0 0 ODOT EB T 963 977 - 5 275 51 1,205 72 1,272 39 0 39 1,244 1,311 R 191 194 - 1 19 214 14 227 0 0 0 214 227 2 L 0 0 - 0 0 0 0 0 0 0 0 0 0 I-5 NB Ramps WB T 942 956 - 5 99 63 997 71 1,063 39 0 39 1,036 1,102 Highway 219 R 267 271 - 1 194 467 20 485 26 0 26 493 511 L 344 349 - 2 16 367 26 391 0 0 0 367 391 TMC Date: 7/22/2025 NB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 508 516 - 3 129 648 38 683 26 0 26 674 709 5:00 - 6:00 L 0 0 - 0 0 0 0 0 0 0 0 0 0 PHF: 0.93 SB T 0 0 - 0 0 0 0 0 0 0 0 0 0 R 0 0 - 0 0 0 0 0 0 0 0 0 0 3,215 3,263 732 130 4,027 4,252 U 44 45 - 0 0 45 3 48 0 0 0 45 48 L 75 76 - 0 0 76 6 82 0 0 0 76 82 ODOT EB T 888 901 - 4 159 1,064 67 1,127 0 -41 -41 1,023 1,086 R 237 241 - 1 273 51 463 18 480 65 41 106 569 586 U 12 12 - 0 0 12 1 13 0 0 0 12 13 3 L 189 192 - 1 27 220 14 233 53 41 94 314 327 Highway 214 WB T 741 752 - 4 105 861 56 913 0 -41 -41 820 872 Evergreen Rd R 10 10 - 0 33 43 1 44 0 0 0 43 44 L 421 427 - 2 198 63 565 32 594 65 42 107 672 701 TMC Date: 7/22/2025 NB T 44 45 - 0 0 45 3 48 0 0 0 45 48 R 135 137 - 1 41 178 10 188 53 41 94 272 282 4:45 - 5:45 L 36 37 - 0 0 37 3 40 0 0 0 37 40 PHF: 0.95 SB T 45 46 - 0 0 46 3 49 0 0 0 46 49 R 75 76 - 0 0 76 6 82 0 0 0 76 82 2,908 2,997 836 319 4,007 4,211 WinCo Foods - Woodburn, OR Movement Annual Growth Rate: Annual Growth Rate: ODOT 30th Hour Adjustment : School Traffic Adjusment : ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement U 15 15 - 0 0 15 1 16 0 0 0 15 16 L 73 74 - 0 0 74 5 79 13 0 13 87 92 ODOT EB T 942 956 - 5 53 1,013 71 1,079 40 0 40 1,053 1,119 R 33 33 - 0 4 37 2 40 0 0 0 37 40 U 0 0 - 0 0 0 0 0 0 0 0 0 0 4 L 12 12 - 0 51 63 1 64 0 0 0 63 64 Highway 214 WB T 878 891 - 4 62 957 66 1,018 40 0 40 997 1,058 Oregon Way R 52 53 - 0 0 53 4 57 0 0 0 53 57 L 20 20 - 0 83 103 2 104 0 0 0 103 104 TMC Date: 7/22/2025 NB T 28 28 - 0 3 31 2 33 0 0 0 31 33 R 3 3 - 0 60 63 0 63 0 0 0 63 63 4:15 - 5:15 L 57 58 - 0 0 58 4 62 0 0 0 58 62 PHF: 0.94 SB T 30 30 - 0 2 32 2 34 0 0 0 32 34 R 57 58 - 0 0 58 4 62 13 0 13 71 75 2,185 2,231 317 106 2,650 2,803 L 82 83 - 0 27 110 6 116 13 0 13 123 129 ODOT EB T 553 561 - 3 26 589 41 628 27 0 27 616 655 R 284 288 - 1 65 354 21 374 0 0 0 354 374 5 L 85 86 - 0 17 104 6 110 13 0 13 117 123 Highway 214 WB T 579 588 - 3 41 632 43 672 27 0 27 659 699 Boones Ferry Rd R 83 84 - 0 37 121 6 127 0 0 0 121 127 L 225 228 - 1 53 282 17 297 0 0 0 282 297 TMC Date: 7/23/2025 NB T 109 111 - 1 27 138 8 146 13 0 13 151 159 R 90 91 - 0 11 102 7 108 13 0 13 115 121 4:30 - 5:30 L 81 82 - 0 12 94 6 100 0 0 0 94 100 PHF: 0.98 SB T 205 208 - 1 26 235 15 249 13 0 13 248 262 R 119 121 - 1 16 137 9 146 13 0 13 150 159 2,495 2,531 355 132 3,030 3,205 L 223 - 245 1 59 305 - - 94 66 160 465 - City EB T 3 - 3 0 0 3 - - 0 0 0 3 - R 61 - 67 0 10 77 - - 0 0 0 77 - 6 L 0 - 0 0 0 0 - - 0 0 0 0 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd R 6 - 7 0 0 7 - - 0 0 0 7 - L 28 - 31 0 6 37 - - 0 0 0 37 - TMC Date: 7/22/2025 NB T 305 - 336 2 171 508 - - 24 16 40 548 - R 3 - 3 0 0 3 - - 0 0 0 3 - 4:00 - 5:00 L 4 - 4 0 0 4 - - 0 0 0 4 - PHF: 0.94 SB T 317 - 349 2 285 635 - - 24 16 40 675 - R 85 - 94 0 36 130 - - 94 66 160 290 - 1,035 1,139 567 400 2,111 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 10 - 11 0 12 23 - - 0 0 0 23 - City EB T 49 - 54 0 0 54 - - 0 0 0 54 - R 0 - 0 0 0 0 - - 0 0 0 0 - 7 L 102 - 112 1 8 121 - - 65 0 65 186 - Hayes St WB T 65 - 72 0 0 72 - - 0 0 0 72 - Evergreen Rd R 139 - 153 1 3 157 - - 0 0 0 157 - L 3 - 3 0 0 3 - - 0 0 0 3 - TMC Date: 7/23/2025 NB T 208 - 229 1 160 390 - - 24 16 40 430 - R 90 - 99 0 5 104 - - 0 0 0 104 - 4:30 - 5:30 L 164 - 180 1 5 186 - - 0 0 0 186 - PHF: 0.95 SB T 163 - 179 1 265 445 - - 24 16 40 485 - R 19 - 21 0 21 42 - - 0 0 0 42 - 1,012 1,113 479 145 1,742 0 L 15 - 17 0 1 18 - - 0 0 0 18 - City EB T 136 - 150 1 28 178 - - 89 16 105 283 - R 30 - 33 0 0 33 - - 13 0 13 46 - 8 L 99 - 109 0 90 199 - - 0 0 0 199 - Harvard Dr WB T 109 - 120 1 43 164 - - 89 16 105 269 - Evergreen Rd R 0 - 0 0 0 0 - - 0 0 0 0 - L 6 - 7 0 0 7 - - 13 0 13 20 - TMC Date: 7/23/2025 NB T 53 - 58 0 0 58 - - 0 0 0 58 - R 96 - 106 0 37 143 - - 0 0 0 143 - 4:00 - 5:00 L 7 - 8 0 0 8 - - 0 0 0 8 - PHF: 0.91 SB T 146 - 161 1 0 162 - - 0 0 0 162 - R 62 - 68 0 2 70 - - 0 0 0 70 - 759 837 200 236 1,277 0 L 117 - 87 1 1 88 - - 26 0 26 114 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - use 2024 counts R 176 - 169 1 9 179 - - 13 0 13 192 - 9 L 0 - 0 0 0 0 - - 0 0 0 0 - W Hayes St WB T 0 - 0 0 0 0 - - 0 0 0 0 - Settlemier Ave R 0 - 0 0 0 0 - - 0 0 0 0 - L 127 - 165 1 6 171 - - 13 0 13 184 - TMC Date: 7/23/2025 NB T 304 - 372 2 73 447 - - 0 0 0 447 - R 0 - 0 0 0 0 - - 0 0 0 0 - 4:15 - 5:15 L 0 - 0 0 0 0 - - 0 0 0 0 - PHF: 0.89 SB T 356 - 401 2 114 516 - - 0 0 0 516 - R 65 - 72 0 1 73 - - 26 0 26 99 - 1,145 1,266 202 78 1,552 0 L 22 - 24 0 71 95 - - 3 0 3 98 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 8 - 9 0 0 9 - - 0 0 0 9 - 10 L 0 - 0 0 0 0 - - 0 0 0 0 - Hooper St WB T 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd R 0 - 0 0 0 0 - - 0 0 0 0 - L 5 - 6 0 0 6 - - 0 0 0 6 - TMC Date: 7/23/2025 NB T 26 - 29 0 54 83 - - 63 0 63 146 - R 0 - 0 0 0 0 - - 0 0 0 0 - 4:00 - 5:00 L 0 - 0 0 0 0 - - 0 0 0 0 - PHF: 0.77 SB T 39 - 43 0 94 137 - - 62 0 62 199 - R 29 - 32 0 110 142 - - 3 0 3 145 - 129 143 329 131 603 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 0 - 0 0 8 8 - - 0 0 0 8 - City EB T 0 - 0 0 9 9 - - 0 0 0 9 - R 0 - 0 0 28 28 - - 0 0 0 28 - 11 L 82 - 90 0 3 93 - - 0 0 0 93 - Parr Rd WB T 0 - 0 0 13 13 - - 0 0 0 13 - Evergreen Rd R 16 - 18 0 25 43 - - 37 0 37 80 - L 0 - 0 0 28 28 - - 0 0 0 28 - TMC Date: 7/23/2025 NB T 14 - 15 0 45 60 - - 26 0 26 86 - R 94 - 103 0 5 108 - - 0 0 0 108 - 5:00 - 6:00 L 13 - 14 0 26 40 - - 36 0 36 76 - PHF: 0.84 SB T 14 - 15 0 50 65 - - 26 0 26 91 - R 0 - 0 0 13 13 - - 0 0 0 13 - 233 255 269 125 634 0 L 33 - 45 0 17 62 - - 0 0 0 62 - City EB T 48 - 52 0 15 67 - - 0 0 0 67 - use 2024 counts R 89 - 90 0 26 116 - - 36 0 36 152 - 12 L 53 - 61 0 14 75 - - 0 0 0 75 - Settlemier Ave WB T 84 - 83 0 23 106 - - 0 0 0 106 - Parr Rd R 5 - 7 0 0 7 - - 0 0 0 7 - L 60 - 63 0 17 80 - - 37 0 37 117 - TMC Date: 7/23/2025 NB T 121 - 149 1 45 195 - - 0 0 0 195 - R 40 - 44 0 8 52 - - 0 0 0 52 - 5:00 - 6:00 L 3 - 4 0 0 4 - - 0 0 0 4 - PHF: 0.93 SB T 128 - 169 1 77 247 - - 0 0 0 247 - R 56 - 44 0 28 72 - - 0 0 0 72 - 720 811 253 73 1,157 0 L 0 - 0 0 0 0 - - 0 0 0 0 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 13 L 48 - 53 0 7 60 - - 26 0 26 86 - Parr Rd WB T 0 - 0 0 0 0 - - 0 0 0 0 - Butterville Rd R 46 - 51 0 70 121 - - 0 0 0 121 - L 0 - 0 0 0 0 - - 0 0 0 0 - TMC Date: 7/23/2025 NB T 145 - 160 1 0 161 - - 0 0 0 161 - R 48 - 53 0 11 64 - - 26 0 26 90 - 4:45 - 5:45 L 78 - 86 0 85 171 - - 0 0 0 171 - PHF: 0.84 SB T 214 - 235 1 0 236 - - 0 0 0 236 - R 0 - 0 0 0 0 - - 0 0 0 0 - 579 638 173 52 866 0 L 0 - 0 0 0 0 - - 0 0 0 0 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 14 L 0 - 0 0 0 0 - - 0 0 0 0 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - North Site Drwy R 0 - 0 0 0 0 - - 89 66 155 155 - L 0 - 0 0 0 0 - - 0 0 0 0 - NB T 0 - 0 0 15 15 - - 5 0 5 20 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 89 66 155 155 - SB T 0 - 0 0 24 24 - - 5 0 5 29 - R 0 - 0 0 0 0 - - 0 0 0 0 - 0 0 39 320 359 0 ---PAGE BREAK--- Existing Adjusted Adjusted Background Total Parr Baseline Background Baseline Primary Pass-By Site Projected Projected Intersection 2025 ODOT City 2026 Pipeline Connection 2026 2040 2040 Car Car Generated 2026 2040 Counts Volumes Volumes Growth Volumes Shift Volumes Growth Volumes Trips Trips Volumes Volumes Volumes Movement L 0 - 0 0 0 0 - - 0 0 0 0 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 0 0 0 0 - 15 L 0 - 0 0 0 0 - - 0 0 0 0 - Stacy Allison Way WB T 0 - 0 0 0 0 - - 0 0 0 0 - South Site Drwy R 0 - 0 0 0 0 - - 5 0 5 5 - L 0 - 0 0 0 0 - - 0 0 0 0 - NB T 0 - 0 0 15 15 - - 0 0 0 15 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 5 0 5 5 - SB T 0 - 0 0 24 24 - - 0 0 0 24 - R 0 - 0 0 0 0 - - 0 0 0 0 - 0 0 39 10 49 0 L 0 - 0 0 0 0 - - 102 16 118 118 - City EB T 0 - 0 0 0 0 - - 0 0 0 0 - R 0 - 0 0 0 0 - - 65 0 65 65 - 16 L 0 - 0 0 0 0 - - 0 0 0 0 - Evergreen Rd WB T 0 - 0 0 0 0 - - 0 0 0 0 - Site Drwy R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 66 0 66 66 - NB T 48 - 53 0 54 107 - - 0 0 0 107 - R 0 - 0 0 0 0 - - 0 0 0 0 - L 0 - 0 0 0 0 - - 0 0 0 0 - SB T 68 - 75 0 94 169 - - 0 0 0 169 - R 0 - 0 0 0 0 - - 102 16 118 118 - 116 128 148 367 643 0 ---PAGE BREAK--- Appendix C Operations Analysis Worksheets ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Woodburn WinCo 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 340 170 0 475 380 0 0 0 195 0 165 Future Volume (vph) 0 340 170 0 475 380 0 0 0 195 0 165 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 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) 3107 1361 3137 1403 2906 1340 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3107 1361 3137 1403 2906 1340 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) 0 366 183 0 511 409 0 0 0 210 0 177 RTOR Reduction (vph) 0 0 40 0 0 88 0 0 0 0 0 155 Lane Group Flow (vph) 0 366 143 0 511 321 0 0 0 210 0 22 Confl. Peds. 2 Heavy Vehicles 7% 7% 7% 6% 6% 6% 0% 0% 0% 11% 11% 11% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 78.4 78.4 78.4 78.4 12.6 12.6 Effective Green, g 78.4 78.4 78.4 78.4 12.6 12.6 Actuated g/C Ratio 0.78 0.78 0.78 0.78 0.13 0.13 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2435 1067 2459 1099 366 168 v/s Ratio Prot 0.12 0.16 c0.07 v/s Ratio Perm 0.11 c0.23 0.02 v/c Ratio 0.15 0.13 0.21 0.29 0.57 0.13 Uniform Delay, d1 2.6 2.6 2.8 3.0 41.2 38.8 Progression Factor 1.00 1.00 0.67 1.29 1.00 1.00 Incremental Delay, d2 0.1 0.3 0.2 0.7 2.2 0.4 Delay 2.8 2.9 2.1 4.6 43.3 39.2 Level of Service A A A A D D Approach Delay (s/veh) 2.8 3.2 0.0 41.5 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Woodburn WinCo 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 340 170 0 475 380 0 0 0 195 0 165 Future Volume (veh/h) 0 340 170 0 475 380 0 0 0 195 0 165 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1654 1654 0 1668 1668 1600 0 1600 Adj Flow Rate, veh/h 0 366 0 0 511 0 210 0 177 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 7 7 0 6 6 11 0 11 Cap, veh/h 0 2359 0 2379 471 0 216 Arrive On Green 0.00 0.75 0.00 0.00 1.00 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 3226 1402 0 3253 1414 2956 0 1356 Grp Volume(v), veh/h 0 366 0 0 511 0 210 0 177 Grp Sat Flow(s),veh/h/ln 0 1572 1402 0 1585 1414 1478 0 1356 Q Serve(g_s), s 0.0 3.3 0.0 0.0 0.0 0.0 6.4 0.0 12.6 Cycle Q Clear(g_c), s 0.0 3.3 0.0 0.0 0.0 0.0 6.4 0.0 12.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2359 0 2379 471 0 216 V/C Ratio(X) 0.00 0.16 0.00 0.21 0.45 0.00 0.82 Avail Cap(c_a), veh/h 0 2359 0 2379 1049 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.86 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 3.5 0.0 0.0 0.0 0.0 38.0 0.0 40.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.2 0.0 0.7 0.0 7.5 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 0.9 0.0 0.0 0.1 0.0 2.4 0.0 4.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 3.7 0.0 0.0 0.2 0.0 38.7 0.0 48.1 LOS A A D D Approach Vol, veh/h 366 511 387 Approach Delay, s/veh 3.7 0.2 43.0 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 79.6 20.4 79.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 5.3 14.6 2.0 Green Ext Time s 2.7 1.3 4.0 Intersection Summary HCM 7th Control Delay, s/veh 14.3 HCM 7th 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 Woodburn WinCo 2: I-5 NB Ramps & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 355 175 0 595 255 455 Future Volume (vph) 355 175 0 595 255 455 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 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) 3079 1344 3137 2865 1277 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3079 1344 3137 2865 1277 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 374 184 0 626 268 479 RTOR Reduction (vph) 0 47 0 0 203 202 Lane Group Flow (vph) 374 137 0 626 305 37 Confl. Peds. 2 Confl. Bikes 2 Heavy Vehicles 8% 8% 6% 6% 6% 6% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 74.5 74.5 74.5 15.6 15.6 Effective Green, g 74.5 74.5 74.5 15.6 15.6 Actuated g/C Ratio 0.75 0.75 0.75 0.16 0.16 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2293 1001 2337 446 199 v/s Ratio Prot 0.12 c0.20 c0.11 0.03 v/s Ratio Perm 0.10 v/c Ratio 0.16 0.14 0.27 0.68 0.19 Uniform Delay, d1 3.7 3.6 4.1 39.9 36.7 Progression Factor 0.95 1.65 0.66 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.2 4.3 0.5 Delay 3.7 6.2 2.9 44.2 37.1 Level of Service A A A D D Approach Delay (s/veh) 4.5 2.9 41.9 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Woodburn WinCo 3: Evergreen Rd & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 50 50 585 55 5 90 665 5 410 25 110 10 Future Volume (vph) 50 50 585 55 5 90 665 5 410 25 110 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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) 1614 3137 1368 1573 3134 1548 1561 1436 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1614 3137 1368 1573 3134 1548 1561 1436 1646 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) 54 54 629 59 5 97 715 5 441 27 118 11 RTOR Reduction (vph) 0 0 0 32 0 0 1 0 0 0 95 0 Lane Group Flow (vph) 0 108 629 27 0 102 719 0 234 234 23 11 Confl. Peds. 2 5 2 2 Confl. Bikes 1 1 Heavy Vehicles 0% 6% 6% 6% 0% 6% 6% 6% 2% 2% 2% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.4 46.0 46.0 9.9 44.5 19.1 19.1 19.1 7.5 Effective Green, g 11.4 46.0 46.0 9.9 44.5 19.1 19.1 19.1 7.5 Actuated g/C Ratio 0.11 0.46 0.46 0.10 0.45 0.19 0.19 0.19 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 183 1443 [PHONE REDACTED] 295 298 274 123 v/s Ratio Prot c0.07 0.20 0.06 c0.23 c0.15 0.15 0.01 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.59 0.44 0.04 0.66 0.52 0.79 0.79 0.08 0.09 Uniform Delay, d1 42.1 18.2 14.9 43.4 20.0 38.6 38.5 33.2 43.1 Progression Factor 1.07 0.71 1.52 0.86 1.21 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 0.9 0.1 9.4 1.3 13.6 12.7 0.1 0.3 Delay 50.0 13.9 22.7 46.8 25.5 52.2 51.2 33.4 43.4 Level of Service D B C D C D D C D Approach Delay (s/veh) 19.5 28.2 48.0 Approach LOS B C D Intersection Summary HCM 2000 Control Delay (s/veh) 30.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Woodburn WinCo 3: Evergreen Rd & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 20 25 Future Volume (vph) 20 25 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.92 Flt Protected 1.00 Satd. Flow (prot) 1575 Flt Permitted 1.00 Satd. Flow (perm) 1575 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 22 27 RTOR Reduction (vph) 25 0 Lane Group Flow (vph) 24 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.5 Effective Green, g 7.5 Actuated g/C Ratio 0.08 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 118 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.20 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay 44.3 Level of Service D Approach Delay (s/veh) 44.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Woodburn WinCo 4: Oregon Way & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 15 660 5 1 5 700 15 10 10 10 10 Future Volume (vph) 10 15 660 5 1 5 700 15 10 10 10 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.99 1.00 Flpb, ped/bikes 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 0.93 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1605 3133 1571 3096 1646 1580 1630 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1605 3133 1571 3096 1646 1580 1630 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) 11 16 695 5 1 5 737 16 11 11 11 11 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 10 0 0 Lane Group Flow (vph) 0 27 700 0 0 6 752 0 11 12 0 11 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 0% 6% 6% 6% 0% 7% 7% 7% 1% 1% 1% 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 74.8 1.4 71.3 1.5 5.8 1.5 Effective Green, g 4.9 74.8 1.4 71.3 1.5 5.8 1.5 Actuated g/C Ratio 0.05 0.75 0.01 0.71 0.02 0.06 0.02 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 2343 21 2207 24 91 24 v/s Ratio Prot c0.02 c0.22 0.00 c0.24 0.01 c0.01 c0.01 v/s Ratio Perm v/c Ratio 0.35 0.30 0.29 0.34 0.46 0.13 0.46 Uniform Delay, d1 46.0 4.1 48.8 5.4 48.8 44.7 48.8 Progression Factor 0.56 2.56 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.3 7.4 0.4 13.2 0.6 13.2 Delay 28.1 10.8 56.2 5.9 62.1 45.3 62.1 Level of Service C B E A E D E Approach Delay (s/veh) 11.4 6.3 50.9 Approach LOS B A D Intersection Summary HCM 2000 Control Delay (s/veh) 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length 100.0 Sum of lost time 16.5 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 Woodburn WinCo 4: Oregon Way & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 5 50 Future Volume (vph) 5 50 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1453 Flt Permitted 1.00 Satd. Flow (perm) 1453 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 5 53 RTOR Reduction (vph) 50 0 Lane Group Flow (vph) 8 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 5.8 Effective Green, g 5.8 Actuated g/C Ratio 0.06 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 84 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.10 Uniform Delay, d1 44.6 Progression Factor 1.00 Incremental Delay, d2 0.5 Delay 45.1 Level of Service D Approach Delay (s/veh) 47.8 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Woodburn WinCo 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 405 100 35 365 30 240 95 70 40 60 80 Future Volume (vph) 55 405 100 35 365 30 240 95 70 40 60 80 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 59 431 106 37 388 32 255 101 74 43 64 85 RTOR Reduction (vph) 0 0 43 0 0 19 0 0 50 0 0 72 Lane Group Flow (vph) 59 431 63 37 388 13 255 101 24 43 64 13 Confl. Bikes 2 Heavy Vehicles 7% 7% 7% 12% 12% 12% 2% 2% 2% 2% 2% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 4.6 24.9 42.0 3.9 24.2 28.8 17.1 18.9 22.8 4.6 6.4 11.0 Effective Green, g 4.6 24.9 42.0 3.9 24.2 28.8 17.1 18.9 22.8 4.6 6.4 11.0 Actuated g/C Ratio 0.07 0.35 0.60 0.06 0.34 0.41 0.24 0.27 0.32 0.07 0.09 0.16 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 101 579 919 82 537 629 396 461 555 106 156 321 v/s Ratio Prot c0.04 c0.26 0.02 0.02 0.25 0.00 c0.16 0.06 0.00 0.03 c0.04 0.00 v/s Ratio Perm 0.03 0.01 0.01 0.01 v/c Ratio 0.58 0.74 0.07 0.45 0.72 0.02 0.64 0.22 0.04 0.41 0.41 0.04 Uniform Delay, d1 31.9 19.9 5.9 32.2 20.1 12.4 23.9 20.0 16.3 31.5 30.2 25.2 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 8.3 5.2 0.0 3.9 4.8 0.0 3.6 0.2 0.0 2.5 1.8 0.1 Delay 40.3 25.1 6.0 36.1 24.9 12.4 27.4 20.2 16.3 34.1 31.9 25.2 Level of Service D C A D C B C C B C C C Approach Delay (s/veh) 23.2 24.9 23.8 29.4 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay (s/veh) 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 70.3 Sum of lost time 18.0 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Woodburn WinCo 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 405 100 35 365 30 240 95 70 40 60 80 Future Volume (veh/h) 55 405 100 35 365 30 240 95 70 40 60 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1654 1586 1586 1586 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 59 431 106 37 388 32 255 101 74 43 64 85 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 Percent Heavy Veh, % 7 7 7 12 12 12 2 2 2 2 2 2 Cap, veh/h 86 543 729 60 497 481 314 425 410 73 172 226 Arrive On Green 0.05 0.33 0.33 0.04 0.31 0.31 0.19 0.25 0.25 0.04 0.10 0.10 Sat Flow, veh/h 1576 1654 1402 1511 1586 1344 1641 1723 1426 1641 1723 1460 Grp Volume(v), veh/h 59 431 106 37 388 32 255 101 74 43 64 85 Grp Sat Flow(s),veh/h/ln 1576 1654 1402 1511 1586 1344 1641 1723 1426 1641 1723 1460 Q Serve(g_s), s 1.9 12.5 2.1 1.3 11.7 0.8 7.9 2.5 2.1 1.4 1.8 2.8 Cycle Q Clear(g_c), s 1.9 12.5 2.1 1.3 11.7 0.8 7.9 2.5 2.1 1.4 1.8 2.8 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 86 543 729 60 497 481 314 425 410 73 172 226 V/C Ratio(X) 0.68 0.79 0.15 0.62 0.78 0.07 0.81 0.24 0.18 0.59 0.37 0.38 Avail Cap(c_a), veh/h [PHONE REDACTED] 157 916 [PHONE REDACTED] 1097 202 864 812 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 24.5 16.1 6.6 25.0 16.5 11.2 20.5 15.9 14.2 24.8 22.2 20.0 Incr Delay (d2), s/veh 9.1 2.7 0.1 9.9 2.7 0.1 5.1 0.3 0.2 7.5 1.3 1.0 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 0.9 4.5 0.5 0.6 4.1 0.2 3.2 0.9 0.6 0.6 0.7 0.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 33.6 18.8 6.7 34.9 19.2 11.2 25.5 16.2 14.4 32.2 23.6 21.1 LOS C B A C B B C B B C C C Approach Vol, veh/h 596 457 430 192 Approach Delay, s/veh 18.1 19.9 21.4 24.4 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.6 21.9 14.6 9.8 7.4 21.1 6.8 17.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 31.5 18.5 26.5 6.5 30.5 6.5 38.5 Max Q Clear Time (g_c+I1), s 3.3 14.5 9.9 4.8 3.9 13.7 3.4 4.5 Green Ext Time s 0.0 2.9 0.5 0.5 0.0 2.3 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 20.2 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Woodburn WinCo 6: Evergreen Rd & Stacy Allison Way AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 165 15 30 445 160 55 Future Vol, veh/h 165 15 30 445 160 55 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 7 7 1 1 4 4 Mvmt Flow 181 16 33 489 176 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 761 206 236 0 - 0 Stage 1 206 - - - - - Stage 2 555 - - - - - Critical Hdwy 6.47 6.27 4.11 - - - Critical Hdwy Stg 1 5.47 - - - - - Critical Hdwy Stg 2 5.47 - - - - - Follow-up Hdwy 3.563 3.363 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 817 - - - - - Stage 2 565 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 455 - - - - - Stage 1 797 - - - - - Stage 2 565 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 17.35 0.49 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1337 - 455 822 - - HCM Lane V/C Ratio 0.025 - 0.399 0.02 - - HCM Ctrl Dly (s/v) 7.8 - 18.1 9.5 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.1 - 1.9 0.1 - - ---PAGE BREAK--- HCM 7th AWSC Woodburn WinCo 7: Evergreen Rd & Hayes St AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Intersection Delay, s/veh 15.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 20 5 60 40 140 5 315 70 75 90 5 Future Vol, veh/h 25 20 5 60 40 140 5 315 70 75 90 5 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, % 1 1 1 1 1 1 1 1 1 4 4 4 Mvmt Flow 28 23 6 68 45 159 6 358 80 85 102 6 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, s/veh 10.1 12.4 19.8 10.4 HCM LOS B B C B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 50% 25% 100% 0% Vol Thru, % 0% 82% 40% 17% 0% 95% Vol Right, % 0% 18% 10% 58% 0% 5% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 385 50 240 75 95 LT Vol 5 0 25 60 75 0 Through Vol 0 315 20 40 0 90 RT Vol 0 70 5 140 0 5 Lane Flow Rate 6 438 57 273 85 108 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.01 0.687 0.099 0.416 0.158 0.183 Departure Headway (Hd) 6.287 5.652 6.296 5.494 6.66 6.114 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 569 639 566 655 538 585 Service Time 4.026 3.39 4.366 3.545 4.412 3.865 HCM Lane V/C Ratio 0.011 0.685 0.101 0.417 0.158 0.185 HCM Control Delay, s/veh 9.1 19.9 10.1 12.4 10.7 10.2 HCM Lane LOS A C B B B B HCM 95th-tile Q 0 5.4 0.3 2 0.6 0.7 ---PAGE BREAK--- HCM 7th TWSC Woodburn WinCo 8: Harvard Dr & Evergreen Rd AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Int Delay, s/veh 7.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 135 20 55 60 5 5 60 165 5 70 15 Future Vol, veh/h 10 135 20 55 60 5 5 60 165 5 70 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 3 3 3 5 5 5 1 1 1 4 4 4 Mvmt Flow 11 153 23 63 68 6 6 68 188 6 80 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 74 0 0 176 0 0 420 386 165 406 395 71 Stage 1 - - - - - - 188 188 - 196 196 - Stage 2 - - - - - - 233 199 - 210 199 - Critical Hdwy 4.13 - - 4.15 - - 7.11 6.51 6.21 7.14 6.54 6.24 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.14 5.54 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.14 5.54 - Follow-up Hdwy 2.227 - - 2.245 - - 3.509 4.009 3.309 3.536 4.036 3.336 Pot Cap-1 Maneuver 1519 - - 1382 - - 545 549 882 552 539 986 Stage 1 - - - - - - 817 747 - 801 735 - Stage 2 - - - - - - 772 738 - 787 733 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1519 - - 1382 - - 432 521 882 360 511 986 Mov Cap-2 Maneuver - - - - - - 432 521 - 360 511 - Stage 1 - - - - - - 810 741 - 765 702 - Stage 2 - - - - - - 642 705 - 559 727 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.45 3.54 12.61 13.19 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 733 1519 - - 1382 - - 542 HCM Lane V/C Ratio 0.357 0.007 - - 0.045 - - 0.189 HCM Ctrl Dly (s/v) 12.6 7.4 - - 7.7 - - 13.2 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 1.6 0 - - 0.1 - - 0.7 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Woodburn WinCo 9: Settlemier St & Hayes St AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 145 100 145 450 265 50 Future Volume (veh/h) 145 100 145 450 265 50 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1723 1723 1709 1709 1736 1736 Adj Flow Rate, veh/h 153 105 153 474 279 53 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 3 3 1 1 Cap, veh/h 252 224 193 946 409 78 Arrive On Green 0.15 0.15 0.12 0.55 0.29 0.29 Sat Flow, veh/h 1641 1460 1628 1709 1418 269 Grp Volume(v), veh/h 153 105 153 474 0 332 Grp Sat Flow(s),veh/h/ln 1641 1460 1628 1709 0 1688 Q Serve(g_s), s 2.7 2.0 2.8 5.3 0.0 5.4 Cycle Q Clear(g_c), s 2.7 2.0 2.8 5.3 0.0 5.4 Prop In Lane 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 252 224 193 946 0 487 V/C Ratio(X) 0.61 0.47 0.79 0.50 0.00 0.68 Avail Cap(c_a), veh/h 961 [PHONE REDACTED] 0 1043 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 12.1 11.9 13.2 4.2 0.0 9.7 Incr Delay (d2), s/veh 2.4 1.5 7.1 0.4 0.0 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.1 1.2 0.7 0.0 1.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 14.5 13.4 20.3 4.7 0.0 11.4 LOS B B C A B Approach Vol, veh/h 258 627 332 Approach Delay, s/veh 14.0 8.5 11.4 Approach LOS B A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 21.5 9.2 8.1 13.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0 Max Q Clear Time (g_c+I1), s 7.3 4.7 4.8 7.4 Green Ext Time s 3.2 0.6 0.2 1.5 Intersection Summary HCM 7th Control Delay, s/veh 10.4 HCM 7th LOS B ---PAGE BREAK--- HCM 7th TWSC Woodburn WinCo 10: Evergreen Rd & Hopper St AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 10 5 45 15 25 Future Vol, veh/h 50 10 5 45 15 25 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 1 1 1 5 5 Mvmt Flow 57 11 6 51 17 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 94 31 45 0 - 0 Stage 1 31 - - - - - Stage 2 63 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver 908 1046 1569 - - - Stage 1 994 - - - - - Stage 2 963 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 905 1046 1569 - - - Mov Cap-2 Maneuver 858 - - - - - Stage 1 990 - - - - - Stage 2 963 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 9.41 0.73 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1569 - 884 - - HCM Lane V/C Ratio 0.004 - 0.077 - - HCM Ctrl Dly (s/v) 7.3 - 9.4 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.3 - - ---PAGE BREAK--- HCM 7th AWSC Woodburn WinCo 11: Parr Rd & Evergreen Rd AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 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 5 5 5 145 5 25 5 10 75 15 20 5 Future Vol, veh/h 5 5 5 145 5 25 5 10 75 15 20 5 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, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 6 6 6 165 6 28 6 11 85 17 23 6 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, s/veh 7.4 8.7 7.5 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 6% 33% 83% 38% Vol Thru, % 11% 33% 3% 50% Vol Right, % 83% 33% 14% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 90 15 175 40 LT Vol 5 5 145 15 Through Vol 10 5 5 20 RT Vol 75 5 25 5 Lane Flow Rate 102 17 199 45 Geometry Grp 1 1 1 1 Degree of Util 0.113 0.02 0.236 0.057 Departure Headway (Hd) 3.976 4.315 4.265 4.519 Convergence, Y/N Yes Yes Yes Yes Cap 906 832 831 797 Service Time 1.978 2.327 2.344 2.523 HCM Lane V/C Ratio 0.113 0.02 0.239 0.056 HCM Control Delay, s/veh 7.5 7.4 8.7 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.1 0.9 0.2 ---PAGE BREAK--- HCM 7th AWSC Woodburn WinCo 12: Settlemier St & Parr Rd/Front St AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Intersection Delay, s/veh14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 125 140 100 20 130 5 140 140 30 5 75 75 Future Vol, veh/h 125 140 100 20 130 5 140 140 30 5 75 75 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, % 1 1 1 2 2 2 2 2 2 1 1 1 Mvmt Flow 142 159 114 23 148 6 159 159 34 6 85 85 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh 14 12.5 18.9 10.8 HCM LOS B B C B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 50% 0% 100% 0% 100% 0% 6% 0% Vol Thru, % 50% 0% 0% 58% 0% 96% 94% 0% Vol Right, % 0% 100% 0% 42% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 280 30 125 240 20 135 80 75 LT Vol 140 0 125 0 20 0 5 0 Through Vol 140 0 0 140 0 130 75 0 RT Vol 0 30 0 100 0 5 0 75 Lane Flow Rate 318 34 142 273 23 153 91 85 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.607 0.056 0.282 0.481 0.048 0.3 0.18 0.151 Departure Headway (Hd) 6.986 6.018 7.159 6.353 7.58 7.042 7.121 6.372 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 519 599 506 570 474 512 505 563 Service Time 4.686 3.718 4.859 4.053 5.302 4.764 4.849 4.1 HCM Lane V/C Ratio 0.613 0.057 0.281 0.479 0.049 0.299 0.18 0.151 HCM Control Delay, s/veh 19.9 9.1 12.6 14.8 10.7 12.8 11.4 10.2 HCM Lane LOS C A B B B B B B HCM 95th-tile Q 4 0.2 1.1 2.6 0.2 1.3 0.7 0.5 ---PAGE BREAK--- HCM 7th TWSC Woodburn WinCo 13: Butteville Rd & Parr Rd AM Peak Hour Existing 2025 12 Report GVC Transportation Solutions 08/27/2025 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 35 140 350 40 60 150 Future Vol, veh/h 35 140 350 40 60 150 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 88 88 88 88 88 88 Heavy Vehicles, % 1 1 2 2 1 1 Mvmt Flow 40 159 398 45 68 170 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 727 420 0 0 443 0 Stage 1 420 - - - - - Stage 2 307 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 392 635 - - 1122 - Stage 1 665 - - - - - Stage 2 749 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 366 635 - - 1122 - Mov Cap-2 Maneuver 366 - - - - - Stage 1 665 - - - - - Stage 2 698 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 15.1 0 2.4 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 554 514 - HCM Lane V/C Ratio - - 0.359 0.061 - HCM Ctrl Dly (s/v) - - 15.1 8.4 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.6 0.2 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 695 410 0 910 395 0 0 0 475 0 315 Future Volume (vph) 0 695 410 0 910 395 0 0 0 475 0 315 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.98 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 1413 3260 1458 3131 1422 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1413 3260 1458 3131 1422 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 732 432 0 958 416 0 0 0 500 0 332 RTOR Reduction (vph) 0 0 140 0 0 135 0 0 0 0 0 85 Lane Group Flow (vph) 0 732 292 0 958 281 0 0 0 500 0 247 Confl. Peds. 2 1 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 0% 0% 0% 3% 3% 3% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 67.6 67.6 67.6 67.6 23.4 23.4 Effective Green, g 67.6 67.6 67.6 67.6 23.4 23.4 Actuated g/C Ratio 0.68 0.68 0.68 0.68 0.23 0.23 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2182 955 2203 985 732 332 v/s Ratio Prot 0.23 c0.29 0.16 v/s Ratio Perm 0.21 0.19 c0.17 v/c Ratio 0.34 0.31 0.43 0.29 0.68 0.74 Uniform Delay, d1 6.8 6.6 7.4 6.5 34.9 35.5 Progression Factor 1.00 1.00 0.68 0.99 1.00 1.00 Incremental Delay, d2 0.4 0.8 0.5 0.6 2.6 8.7 Delay 7.2 7.4 5.6 7.1 37.6 44.2 Level of Service A A A A D D Approach Delay (s/veh) 7.3 6.1 0.0 40.2 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 14.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 695 410 0 910 395 0 0 0 475 0 315 Future Volume (veh/h) 0 695 410 0 910 395 0 0 0 475 0 315 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 Adj Flow Rate, veh/h 0 732 0 0 958 0 500 0 332 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 3 Cap, veh/h 0 2096 0 2113 835 0 383 Arrive On Green 0.00 0.65 0.00 0.00 1.00 0.00 0.26 0.00 0.26 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1448 Grp Volume(v), veh/h 0 732 0 0 958 0 500 0 332 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1448 Q Serve(g_s), s 0.0 10.3 0.0 0.0 0.0 0.0 13.8 0.0 21.9 Cycle Q Clear(g_c), s 0.0 10.3 0.0 0.0 0.0 0.0 13.8 0.0 21.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2096 0 2113 835 0 383 V/C Ratio(X) 0.00 0.35 0.00 0.45 0.60 0.00 0.87 Avail Cap(c_a), veh/h 0 2096 0 2113 1121 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.77 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 8.1 0.0 0.0 0.0 0.0 32.1 0.0 35.1 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.5 0.0 0.7 0.0 11.4 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 3.4 0.0 0.0 0.2 0.0 5.3 0.0 8.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 8.6 0.0 0.0 0.5 0.0 32.8 0.0 46.5 LOS A A C D Approach Vol, veh/h 732 958 832 Approach Delay, s/veh 8.6 0.5 38.3 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 69.0 31.0 69.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 12.3 23.9 2.0 Green Ext Time s 6.1 2.6 8.9 Intersection Summary HCM 7th Control Delay, s/veh 15.3 HCM 7th 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 Existing 2025 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 975 195 0 955 350 515 Future Volume (vph) 975 195 0 955 350 515 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.94 0.85 Flt Protected 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 3228 1403 3260 3008 1327 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3228 1403 3260 3008 1327 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1048 210 0 1027 376 554 RTOR Reduction (vph) 0 72 0 0 66 66 Lane Group Flow (vph) 1048 138 0 1027 565 233 Confl. Peds. 4 Confl. Bikes 2 Heavy Vehicles 3% 3% 2% 2% 2% 2% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 65.5 65.5 65.5 24.6 24.6 Effective Green, g 65.5 65.5 65.5 24.6 24.6 Actuated g/C Ratio 0.66 0.66 0.66 0.25 0.25 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2114 918 2135 739 326 v/s Ratio Prot c0.32 0.32 c0.19 0.18 v/s Ratio Perm 0.10 v/c Ratio 0.50 0.15 0.48 0.77 0.72 Uniform Delay, d1 8.8 6.6 8.7 35.0 34.5 Progression Factor 0.99 1.54 0.67 1.00 1.00 Incremental Delay, d2 0.8 0.3 0.6 4.7 7.3 Delay 9.5 10.5 6.5 39.8 41.8 Level of Service A B A D D Approach Delay (s/veh) 9.7 6.5 40.4 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 17.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 75 900 240 10 190 750 10 425 45 135 35 Future Volume (vph) 45 75 900 240 10 190 750 10 425 45 135 35 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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) 1630 3260 1426 1630 3252 1564 1582 1454 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1630 3260 1426 1630 3252 1564 1582 1454 1646 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) 47 79 947 253 11 200 789 11 447 47 142 37 RTOR Reduction (vph) 0 0 0 160 0 0 1 0 0 0 114 0 Lane Group Flow (vph) 0 126 947 93 0 211 799 0 246 248 28 37 Confl. Peds. 1 1 2 1 1 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.9 36.6 36.6 16.1 40.8 20.0 20.0 20.0 9.8 Effective Green, g 11.9 36.6 36.6 16.1 40.8 20.0 20.0 20.0 9.8 Actuated g/C Ratio 0.12 0.37 0.37 0.16 0.41 0.20 0.20 0.20 0.10 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 193 1193 [PHONE REDACTED] 312 316 290 161 v/s Ratio Prot 0.08 c0.29 c0.13 0.25 c0.16 0.16 0.02 v/s Ratio Perm 0.06 0.02 v/c Ratio 0.65 0.79 0.18 0.81 0.60 0.79 0.78 0.10 0.23 Uniform Delay, d1 42.1 28.3 21.5 40.4 23.2 38.0 38.0 32.6 41.6 Progression Factor 1.12 0.77 1.35 0.76 1.01 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 4.8 0.6 14.9 1.8 12.4 12.0 0.1 0.7 Delay 53.8 26.5 29.7 45.8 25.2 50.4 50.0 32.8 42.3 Level of Service D C C D C D D C D Approach Delay (s/veh) 29.7 29.5 46.3 Approach LOS C C D Intersection Summary HCM 2000 Control Delay (s/veh) 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 45 75 Future Volume (vph) 45 75 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1556 Flt Permitted 1.00 Satd. Flow (perm) 1556 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 47 79 RTOR Reduction (vph) 65 0 Lane Group Flow (vph) 61 0 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 9.8 Effective Green, g 9.8 Actuated g/C Ratio 0.10 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 152 v/s Ratio Prot c0.04 v/s Ratio Perm v/c Ratio 0.40 Uniform Delay, d1 42.3 Progression Factor 1.00 Incremental Delay, d2 1.7 Delay 44.1 Level of Service D Approach Delay (s/veh) 43.7 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 15 75 955 35 1 10 890 55 20 30 5 60 Future Volume (vph) 15 75 955 35 1 10 890 55 20 30 5 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1630 3240 1630 3227 1646 1691 1646 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1630 3240 1630 3227 1646 1691 1646 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 16 80 1016 37 1 11 947 59 21 32 5 64 RTOR Reduction (vph) 0 0 1 0 0 0 3 0 0 5 0 0 Lane Group Flow (vph) 0 96 1052 0 0 12 1003 0 21 32 0 64 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% 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 9.8 67.8 1.6 59.6 3.3 6.0 8.1 Effective Green, g 9.8 67.8 1.6 59.6 3.3 6.0 8.1 Actuated g/C Ratio 0.10 0.68 0.02 0.60 0.03 0.06 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 159 2196 26 1923 54 101 133 v/s Ratio Prot c0.06 0.32 0.01 c0.31 0.01 0.02 c0.04 v/s Ratio Perm v/c Ratio 0.60 0.48 0.46 0.52 0.39 0.32 0.48 Uniform Delay, d1 43.2 7.7 48.8 11.8 47.4 45.0 43.9 Progression Factor 0.55 1.96 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.5 12.4 1.0 4.6 1.8 2.7 Delay 28.3 15.6 61.2 12.9 52.0 46.9 46.7 Level of Service C B E B D D D Approach Delay (s/veh) 16.6 13.4 48.7 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 60 Future Volume (vph) 30 60 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 0.90 Flt Protected 1.00 Satd. Flow (prot) 1542 Flt Permitted 1.00 Satd. Flow (perm) 1542 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 32 64 RTOR Reduction (vph) 57 0 Lane Group Flow (vph) 39 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 10.8 Effective Green, g 10.8 Actuated g/C Ratio 0.11 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 166 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.23 Uniform Delay, d1 40.8 Progression Factor 1.00 Incremental Delay, d2 0.7 Delay 41.5 Level of Service D Approach Delay (s/veh) 43.6 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing 2025 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 85 560 290 85 590 85 230 110 90 80 210 120 Future Volume (vph) 85 560 290 85 590 85 230 110 90 80 210 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1614 1699 1444 1630 1716 1458 1646 1733 1446 1646 1733 1473 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) 1614 1699 1444 1630 1716 1458 1646 1733 1446 1646 1733 1473 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 87 571 296 87 602 87 235 112 92 82 214 122 RTOR Reduction (vph) 0 0 133 0 0 39 0 0 62 0 0 89 Lane Group Flow (vph) 87 571 163 87 602 48 235 112 30 82 214 33 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 35.3 49.8 5.5 35.3 42.9 14.5 24.1 29.6 7.6 17.2 22.7 Effective Green, g 5.5 35.3 49.8 5.5 35.3 42.9 14.5 24.1 29.6 7.6 17.2 22.7 Actuated g/C Ratio 0.06 0.39 0.55 0.06 0.39 0.47 0.16 0.27 0.33 0.08 0.19 0.25 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 98 662 866 99 669 763 263 461 544 138 329 442 v/s Ratio Prot c0.05 0.34 0.03 0.05 c0.35 0.01 c0.14 0.06 0.00 0.05 c0.12 0.00 v/s Ratio Perm 0.08 0.03 0.02 0.02 v/c Ratio 0.89 0.86 0.19 0.88 0.90 0.06 0.89 0.24 0.06 0.59 0.65 0.07 Uniform Delay, d1 42.2 25.4 10.2 42.2 25.9 12.9 37.2 26.0 20.9 40.0 33.9 25.9 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 55.8 11.2 0.1 53.0 15.0 0.0 29.4 0.3 0.0 6.7 4.6 0.1 Delay 98.0 36.6 10.3 95.1 40.9 12.9 66.6 26.3 20.9 46.7 38.4 26.0 Level of Service F D B F D B E C C D D C Approach Delay (s/veh) 34.0 43.8 46.7 36.4 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay (s/veh) 39.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 90.5 Sum of lost time 18.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 560 290 85 590 85 230 110 90 80 210 120 Future Volume (veh/h) 85 560 290 85 590 85 230 110 90 80 210 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1709 1709 1709 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 87 571 296 87 602 87 235 112 92 82 214 122 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 2 2 2 1 1 1 1 1 1 Cap, veh/h 108 659 796 108 664 654 271 454 473 103 278 334 Arrive On Green 0.07 0.39 0.39 0.07 0.39 0.39 0.16 0.26 0.26 0.06 0.16 0.16 Sat Flow, veh/h 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Grp Volume(v), veh/h 87 571 296 87 602 87 235 112 92 82 214 122 Grp Sat Flow(s),veh/h/ln 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Q Serve(g_s), s 4.2 24.8 9.3 4.2 26.5 2.8 11.1 4.1 3.7 3.9 9.5 5.6 Cycle Q Clear(g_c), s 4.2 24.8 9.3 4.2 26.5 2.8 11.1 4.1 3.7 3.9 9.5 5.6 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 108 659 796 108 664 654 271 454 473 103 278 334 V/C Ratio(X) 0.80 0.87 0.37 0.80 0.91 0.13 0.87 0.25 0.19 0.79 0.77 0.37 Avail Cap(c_a), veh/h 111 755 877 112 761 736 298 659 643 216 573 583 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 37.0 22.8 10.2 37.0 23.3 13.0 32.8 23.4 19.4 37.2 32.3 26.2 Incr Delay (d2), s/veh 32.7 9.4 0.3 32.0 13.4 0.1 21.4 0.3 0.2 12.6 4.5 0.7 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 2.6 11.0 2.7 2.6 12.5 0.9 5.9 1.7 1.2 1.9 4.2 2.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 69.7 32.2 10.5 69.0 36.7 13.1 54.1 23.7 19.6 49.8 36.8 26.9 LOS E C B E D B D C B D D C Approach Vol, veh/h 954 776 439 418 Approach Delay, s/veh 28.9 37.7 39.1 36.4 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 35.5 17.7 17.4 9.8 35.5 9.5 25.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 35.5 14.5 26.5 5.5 35.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 6.2 26.8 13.1 11.5 6.2 28.5 5.9 6.1 Green Ext Time s 0.0 3.3 0.1 1.4 0.0 2.4 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 34.5 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Existing 2025 6: Evergreen Rd & Stacy Allison Way PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Int Delay, s/veh 6.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 245 65 30 335 350 95 Future Vol, veh/h 245 65 30 335 350 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 100 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 261 69 32 356 372 101 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 843 423 473 0 - 0 Stage 1 423 - - - - - Stage 2 420 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 663 - - - - - Stage 2 665 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 447 - - - - - Stage 1 644 - - - - - Stage 2 665 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 21.12 0.69 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1094 - 447 633 - - HCM Lane V/C Ratio 0.029 - 0.583 0.109 - - HCM Ctrl Dly (s/v) 8.4 - 23.7 11.4 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.1 - 3.6 0.4 - - ---PAGE BREAK--- HCM 7th AWSC Existing 2025 7: Evergreen Rd & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Intersection Delay, s/veh 15.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 55 1 110 70 155 5 230 100 180 180 20 Future Vol, veh/h 10 55 1 110 70 155 5 230 100 180 180 20 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 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 1 1 1 Mvmt Flow 11 58 1 116 74 163 5 242 105 189 189 21 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, s/veh 11.2 17.1 18.4 13.5 HCM LOS B C C B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 15% 33% 100% 0% Vol Thru, % 0% 70% 83% 21% 0% 90% Vol Right, % 0% 30% 2% 46% 0% 10% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 330 66 335 180 200 LT Vol 5 0 10 110 180 0 Through Vol 0 230 55 70 0 180 RT Vol 0 100 1 155 0 20 Lane Flow Rate 5 347 69 353 189 211 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.01 0.608 0.136 0.582 0.372 0.379 Departure Headway (Hd) 7.134 6.406 7.067 6.047 7.063 6.48 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 505 566 509 599 513 558 Service Time 4.834 4.106 5.083 4.047 4.763 4.18 HCM Lane V/C Ratio 0.01 0.613 0.136 0.589 0.368 0.378 HCM Control Delay, s/veh 9.9 18.5 11.2 17.1 13.9 13.1 HCM Lane LOS A C B C B B HCM 95th-tile Q 0 4.1 0.5 3.7 1.7 1.8 ---PAGE BREAK--- HCM 7th TWSC Existing 2025 8: Harvard Dr & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Int Delay, s/veh 11.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 150 35 110 120 1 5 60 105 10 160 70 Future Vol, veh/h 15 150 35 110 120 1 5 60 105 10 160 70 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 16 165 38 121 132 1 5 66 115 11 176 77 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 133 0 0 203 0 0 679 592 184 605 610 132 Stage 1 - - - - - - 217 217 - 374 374 - Stage 2 - - - - - - 462 375 - 231 236 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 1458 - - 1374 - - 367 421 861 411 410 920 Stage 1 - - - - - - 788 725 - 649 619 - Stage 2 - - - - - - 582 619 - 774 711 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1458 - - 1374 - - 167 379 861 270 370 920 Mov Cap-2 Maneuver - - - - - - 167 379 - 270 370 - Stage 1 - - - - - - 779 717 - 592 565 - Stage 2 - - - - - - 335 565 - 602 703 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.56 3.75 14.92 24.7 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 548 1458 - - 1374 - - 440 HCM Lane V/C Ratio 0.341 0.011 - - 0.088 - - 0.6 HCM Ctrl Dly (s/v) 14.9 7.5 - - 7.9 - - 24.7 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 1.5 0 - - 0.3 - - 3.8 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 9: Settlemier St & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 85 170 165 370 400 70 Future Volume (veh/h) 85 170 165 370 400 70 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 96 191 185 416 449 79 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 Cap, veh/h 295 [PHONE REDACTED] 535 94 Arrive On Green 0.18 0.18 0.14 0.61 0.37 0.37 Sat Flow, veh/h 1654 1471 1654 1736 1438 253 Grp Volume(v), veh/h 96 191 185 416 0 528 Grp Sat Flow(s),veh/h/ln 1654 1471 1654 1736 0 1691 Q Serve(g_s), s 2.2 5.3 4.7 5.3 0.0 12.4 Cycle Q Clear(g_c), s 2.2 5.3 4.7 5.3 0.0 12.4 Prop In Lane 1.00 1.00 1.00 0.15 Lane Grp Cap(c), veh/h 295 [PHONE REDACTED] 0 629 V/C Ratio(X) 0.33 0.73 0.80 0.39 0.00 0.84 Avail Cap(c_a), veh/h 684 [PHONE REDACTED] 0 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 15.6 16.9 18.2 4.2 0.0 12.5 Incr Delay (d2), s/veh 0.6 3.8 11.3 0.2 0.0 6.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.3 2.3 1.0 0.0 4.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 16.2 20.7 29.5 4.5 0.0 18.8 LOS B C C A B Approach Vol, veh/h 287 601 528 Approach Delay, s/veh 19.2 12.2 18.8 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 31.2 12.3 10.6 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 7.9 20.6 Max Q Clear Time (g_c+I1), s 7.3 7.3 6.7 14.4 Green Ext Time s 2.7 0.7 0.1 1.8 Intersection Summary HCM 7th Control Delay, s/veh 16.1 HCM 7th LOS B ---PAGE BREAK--- HCM 7th TWSC Existing 2025 10: Evergreen Rd & Hopper St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Int Delay, s/veh 2.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 25 10 5 30 45 30 Future Vol, veh/h 25 10 5 30 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 77 77 77 77 77 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 32 13 6 39 58 39 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 130 78 97 0 - 0 Stage 1 78 - - - - - Stage 2 52 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 948 - - - - - Stage 2 973 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 830 - - - - - Stage 1 944 - - - - - Stage 2 973 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 9.37 1.06 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1502 - 869 - - HCM Lane V/C Ratio 0.004 - 0.052 - - HCM Ctrl Dly (s/v) 7.4 - 9.4 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - ---PAGE BREAK--- HCM 7th AWSC Existing 2025 11: Parr Rd & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 5 90 5 20 5 15 105 15 15 5 Future Vol, veh/h 5 5 5 90 5 20 5 15 105 15 15 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 6 6 6 107 6 24 6 18 125 18 18 6 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, s/veh 7.4 8.3 7.5 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 33% 78% 43% Vol Thru, % 12% 33% 4% 43% Vol Right, % 84% 33% 17% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 15 115 35 LT Vol 5 5 90 15 Through Vol 15 5 5 15 RT Vol 105 5 20 5 Lane Flow Rate 149 18 137 42 Geometry Grp 1 1 1 1 Degree of Util 0.158 0.021 0.164 0.051 Departure Headway (Hd) 3.825 4.33 4.312 4.418 Convergence, Y/N Yes Yes Yes Yes Cap 943 830 821 815 Service Time 1.826 2.34 2.393 2.422 HCM Lane V/C Ratio 0.158 0.022 0.167 0.052 HCM Control Delay, s/veh 7.5 7.4 8.3 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.1 0.6 0.2 ---PAGE BREAK--- HCM 7th AWSC Existing 2025 12: Settlemier St & Parr Rd/Front St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 50 90 60 85 5 65 150 45 5 170 45 Future Vol, veh/h 45 50 90 60 85 5 65 150 45 5 170 45 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 48 54 97 65 91 5 70 161 48 5 183 48 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh10.4 10.4 12 10.9 HCM LOS B B B B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 30% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 70% 0% 0% 36% 0% 94% 97% 0% Vol Right, % 0% 100% 0% 64% 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 215 45 45 140 60 90 175 45 LT Vol 65 0 45 0 60 0 5 0 Through Vol 150 0 0 50 0 85 170 0 RT Vol 0 45 0 90 0 5 0 45 Lane Flow Rate 231 48 48 151 65 97 188 48 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.391 0.07 0.091 0.243 0.122 0.168 0.315 0.071 Departure Headway (Hd) 6.093 5.232 6.766 5.802 6.813 6.266 6.024 5.301 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 590 684 529 619 526 572 597 675 Service Time 3.831 2.97 4.509 3.545 4.559 4.012 3.764 3.04 HCM Lane V/C Ratio 0.392 0.07 0.091 0.244 0.124 0.17 0.315 0.071 HCM Control Delay, s/veh 12.7 8.4 10.2 10.4 10.5 10.3 11.5 8.4 HCM Lane LOS B A B B B B B A HCM 95th-tile Q 1.8 0.2 0.3 0.9 0.4 0.6 1.3 0.2 ---PAGE BREAK--- HCM 7th TWSC Existing 2025 13: Butteville Rd & Parr Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/19/2025 Intersection Int Delay, s/veh 3.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 55 50 160 55 85 235 Future Vol, veh/h 55 50 160 55 85 235 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 84 84 84 84 84 84 Heavy Vehicles, % 1 1 3 3 1 1 Mvmt Flow 65 60 190 65 101 280 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 705 223 0 0 256 0 Stage 1 223 - - - - - Stage 2 482 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 404 819 - - 1315 - Stage 1 816 - - - - - Stage 2 623 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 367 819 - - 1315 - Mov Cap-2 Maneuver 367 - - - - - Stage 1 816 - - - - - Stage 2 566 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 14.63 0 2.12 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 498 478 - HCM Lane V/C Ratio - - 0.251 0.077 - HCM Ctrl Dly (s/v) - - 14.6 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 0.2 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 370 245 0 445 460 0 0 0 310 0 205 Future Volume (vph) 0 370 245 0 445 460 0 0 0 310 0 205 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 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) 3107 1361 3137 1403 2906 1340 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3107 1361 3137 1403 2906 1340 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) 0 398 263 0 478 495 0 0 0 333 0 220 RTOR Reduction (vph) 0 0 68 0 0 128 0 0 0 0 0 183 Lane Group Flow (vph) 0 398 195 0 478 367 0 0 0 333 0 37 Confl. Peds. 2 Heavy Vehicles 7% 7% 7% 6% 6% 6% 0% 0% 0% 11% 11% 11% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 74.1 74.1 74.1 74.1 16.9 16.9 Effective Green, g 74.1 74.1 74.1 74.1 16.9 16.9 Actuated g/C Ratio 0.74 0.74 0.74 0.74 0.17 0.17 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2302 1008 2324 1039 491 226 v/s Ratio Prot 0.13 0.15 c0.11 v/s Ratio Perm 0.14 c0.26 0.03 v/c Ratio 0.17 0.19 0.21 0.35 0.68 0.16 Uniform Delay, d1 3.8 3.9 4.0 4.5 39.0 35.5 Progression Factor 1.00 1.00 0.92 1.88 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.2 0.9 3.7 0.3 Delay 4.0 4.3 3.8 9.4 42.7 35.9 Level of Service A A A A D D Approach Delay (s/veh) 4.1 6.7 0.0 40.0 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 370 245 0 445 460 0 0 0 310 0 205 Future Volume (veh/h) 0 370 245 0 445 460 0 0 0 310 0 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1654 1654 0 1668 1668 1600 0 1600 Adj Flow Rate, veh/h 0 398 0 0 478 0 333 0 220 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 7 7 0 6 6 11 0 11 Cap, veh/h 0 2248 0 2266 576 0 264 Arrive On Green 0.00 0.72 0.00 0.00 1.00 0.00 0.19 0.00 0.19 Sat Flow, veh/h 0 3226 1402 0 3253 1414 2956 0 1356 Grp Volume(v), veh/h 0 398 0 0 478 0 333 0 220 Grp Sat Flow(s),veh/h/ln 0 1572 1402 0 1585 1414 1478 0 1356 Q Serve(g_s), s 0.0 4.1 0.0 0.0 0.0 0.0 10.2 0.0 15.6 Cycle Q Clear(g_c), s 0.0 4.1 0.0 0.0 0.0 0.0 10.2 0.0 15.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2248 0 2266 576 0 264 V/C Ratio(X) 0.00 0.18 0.00 0.21 0.58 0.00 0.83 Avail Cap(c_a), veh/h 0 2248 0 2266 1049 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 4.6 0.0 0.0 0.0 0.0 36.5 0.0 38.7 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.9 0.0 6.7 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 1.2 0.0 0.0 0.1 0.0 3.7 0.0 5.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 4.8 0.0 0.0 0.2 0.0 37.4 0.0 45.4 LOS A A D D Approach Vol, veh/h 398 478 553 Approach Delay, s/veh 4.8 0.2 40.6 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 76.0 24.0 76.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 6.1 17.6 2.0 Green Ext Time s 3.0 1.9 3.7 Intersection Summary HCM 7th Control Delay, s/veh 17.1 HCM 7th 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 Baseline 2026 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 480 205 0 645 270 555 Future Volume (vph) 480 205 0 645 270 555 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 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) 3079 1344 3137 2852 1277 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3079 1344 3137 2852 1277 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 505 216 0 679 284 584 RTOR Reduction (vph) 0 57 0 0 239 243 Lane Group Flow (vph) 505 159 0 679 337 49 Confl. Peds. 2 Confl. Bikes 2 Heavy Vehicles 8% 8% 6% 6% 6% 6% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 73.4 73.4 73.4 16.7 16.7 Effective Green, g 73.4 73.4 73.4 16.7 16.7 Actuated g/C Ratio 0.73 0.73 0.73 0.17 0.17 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2259 986 2302 476 213 v/s Ratio Prot 0.16 c0.22 c0.12 0.04 v/s Ratio Perm 0.12 v/c Ratio 0.22 0.16 0.29 0.71 0.23 Uniform Delay, d1 4.2 4.0 4.5 39.3 36.1 Progression Factor 0.95 1.95 0.64 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.2 4.8 0.6 Delay 4.3 8.2 3.1 44.1 36.6 Level of Service A A A D D Approach Delay (s/veh) 5.4 3.1 41.6 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 50 50 705 160 5 110 780 20 605 25 140 15 Future Volume (vph) 50 50 705 160 5 110 780 20 605 25 140 15 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.97 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) 1614 3137 1368 1572 3125 1548 1558 1437 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1614 3137 1368 1572 3125 1548 1558 1437 1646 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) 54 54 758 172 5 118 839 22 651 27 151 16 RTOR Reduction (vph) 0 0 0 111 0 0 2 0 0 0 109 0 Lane Group Flow (vph) 0 108 758 61 0 123 859 0 339 339 42 16 Confl. Peds. 2 5 2 2 Confl. Bikes 1 1 Heavy Vehicles 0% 6% 6% 6% 0% 6% 6% 6% 2% 2% 2% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.4 35.3 35.3 11.9 35.8 27.7 27.7 27.7 7.6 Effective Green, g 11.4 35.3 35.3 11.9 35.8 27.7 27.7 27.7 7.6 Actuated g/C Ratio 0.11 0.35 0.35 0.12 0.36 0.28 0.28 0.28 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 183 1107 [PHONE REDACTED] 428 431 398 125 v/s Ratio Prot 0.07 0.24 c0.08 c0.27 c0.22 0.22 0.01 v/s Ratio Perm 0.04 0.03 v/c Ratio 0.59 0.68 0.13 0.66 0.77 0.79 0.79 0.11 0.13 Uniform Delay, d1 42.1 27.6 21.9 42.1 28.4 33.5 33.4 26.9 43.1 Progression Factor 1.09 0.70 0.33 0.81 0.99 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 3.3 0.5 7.7 4.9 9.7 9.2 0.1 0.5 Delay 50.6 22.6 7.7 41.8 33.1 43.2 42.6 27.0 43.6 Level of Service D C A D C D D C D Approach Delay (s/veh) 23.0 34.2 40.0 Approach LOS C C D Intersection Summary HCM 2000 Control Delay (s/veh) 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 20 30 Future Volume (vph) 20 30 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1563 Flt Permitted 1.00 Satd. Flow (perm) 1563 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 22 32 RTOR Reduction (vph) 30 0 Lane Group Flow (vph) 24 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.6 Effective Green, g 7.6 Actuated g/C Ratio 0.08 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 118 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay 44.2 Level of Service D Approach Delay (s/veh) 44.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 15 710 5 1 75 730 15 100 10 80 10 Future Volume (vph) 10 15 710 5 1 75 730 15 100 10 80 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 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 0.87 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1605 3133 1555 3096 1646 1471 1630 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1605 3133 1555 3096 1646 1471 1630 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) 11 16 747 5 1 79 768 16 105 11 84 11 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 70 0 0 Lane Group Flow (vph) 0 27 752 0 0 80 783 0 105 25 0 11 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 0% 6% 6% 6% 0% 7% 7% 7% 1% 1% 1% 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 56.0 9.2 60.3 10.2 16.8 1.5 Effective Green, g 4.9 56.0 9.2 60.3 10.2 16.8 1.5 Actuated g/C Ratio 0.05 0.56 0.09 0.60 0.10 0.17 0.02 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 1754 143 1866 167 247 24 v/s Ratio Prot 0.02 0.24 c0.05 c0.25 c0.06 c0.02 0.01 v/s Ratio Perm v/c Ratio 0.35 0.43 0.56 0.42 0.63 0.10 0.46 Uniform Delay, d1 46.0 12.7 43.5 10.6 43.1 35.2 48.8 Progression Factor 0.44 1.87 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.6 4.7 0.7 7.2 0.2 13.2 Delay 22.5 24.5 48.1 11.2 50.3 35.4 62.1 Level of Service C C D B D D E Approach Delay (s/veh) 24.4 14.7 43.2 Approach LOS C B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 5 50 Future Volume (vph) 5 50 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1456 Flt Permitted 1.00 Satd. Flow (perm) 1456 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 5 53 RTOR Reduction (vph) 49 0 Lane Group Flow (vph) 9 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 8.1 Effective Green, g 8.1 Actuated g/C Ratio 0.08 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 117 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.08 Uniform Delay, d1 42.5 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay 42.8 Level of Service D Approach Delay (s/veh) 45.9 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2026 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 445 135 40 390 40 310 115 85 60 85 105 Future Volume (vph) 65 445 135 40 390 40 310 115 85 60 85 105 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 69 473 144 43 415 43 330 122 90 64 90 112 RTOR Reduction (vph) 0 0 57 0 0 25 0 0 59 0 0 90 Lane Group Flow (vph) 69 473 87 43 415 18 330 122 31 64 90 22 Confl. Bikes 2 Heavy Vehicles 7% 7% 7% 12% 12% 12% 2% 2% 2% 2% 2% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 29.6 50.2 4.2 28.3 35.0 20.6 24.6 28.8 6.7 10.7 16.2 Effective Green, g 5.5 29.6 50.2 4.2 28.3 35.0 20.6 24.6 28.8 6.7 10.7 16.2 Actuated g/C Ratio 0.07 0.36 0.60 0.05 0.34 0.42 0.25 0.30 0.35 0.08 0.13 0.19 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 102 582 914 75 531 631 404 507 573 131 220 363 v/s Ratio Prot c0.04 c0.29 0.02 0.03 0.27 0.00 c0.20 0.07 0.00 0.04 c0.05 0.00 v/s Ratio Perm 0.04 0.01 0.02 0.01 v/c Ratio 0.68 0.81 0.10 0.57 0.78 0.03 0.82 0.24 0.05 0.49 0.41 0.06 Uniform Delay, d1 37.9 24.2 6.9 38.6 24.6 14.1 29.5 22.2 18.1 36.6 33.3 27.2 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 16.3 8.5 0.0 10.2 7.4 0.0 12.1 0.2 0.0 2.9 1.2 0.1 Delay 54.3 32.7 7.0 48.7 32.0 14.1 41.5 22.4 18.1 39.4 34.5 27.3 Level of Service D C A D C B D C B D C C Approach Delay (s/veh) 29.5 31.9 33.3 32.7 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay (s/veh) 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 83.1 Sum of lost time 18.0 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 445 135 40 390 40 310 115 85 60 85 105 Future Volume (veh/h) 65 445 135 40 390 40 310 115 85 60 85 105 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1654 1586 1586 1586 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 69 473 144 43 415 43 330 122 90 64 90 112 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 Percent Heavy Veh, % 7 7 7 12 12 12 2 2 2 2 2 2 Cap, veh/h 86 557 797 63 513 506 381 502 476 87 193 244 Arrive On Green 0.05 0.34 0.34 0.04 0.32 0.32 0.23 0.29 0.29 0.05 0.11 0.11 Sat Flow, veh/h 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Grp Volume(v), veh/h 69 473 144 43 415 43 330 122 90 64 90 112 Grp Sat Flow(s),veh/h/ln 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Q Serve(g_s), s 2.8 17.2 3.2 1.8 15.5 1.3 12.5 3.5 2.9 2.5 3.2 4.5 Cycle Q Clear(g_c), s 2.8 17.2 3.2 1.8 15.5 1.3 12.5 3.5 2.9 2.5 3.2 4.5 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 86 557 797 63 513 506 381 502 476 87 193 244 V/C Ratio(X) 0.80 0.85 0.18 0.68 0.81 0.09 0.87 0.24 0.19 0.74 0.47 0.46 Avail Cap(c_a), veh/h 134 753 964 128 722 683 519 997 887 241 705 677 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 30.3 20.0 6.7 30.6 20.1 13.0 23.9 17.5 15.4 30.2 27.0 24.4 Incr Delay (d2), s/veh 16.7 6.9 0.1 12.4 4.7 0.1 11.1 0.2 0.2 11.6 1.8 1.4 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 1.4 7.1 0.8 0.9 5.9 0.4 5.7 1.3 0.9 1.2 1.3 1.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 47.0 26.9 6.8 43.0 24.8 13.1 35.1 17.8 15.6 41.8 28.7 25.7 LOS D C A D C B D B B D C C Approach Vol, veh/h 686 501 542 266 Approach Delay, s/veh 24.7 25.3 27.9 30.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 26.3 19.5 11.8 8.1 25.4 7.9 23.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 29.5 20.5 26.5 5.5 29.5 9.5 37.5 Max Q Clear Time (g_c+I1), s 3.8 19.2 14.5 6.5 4.8 17.5 4.5 5.5 Green Ext Time s 0.0 2.6 0.5 0.8 0.0 2.2 0.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 26.5 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Baseline 2026 6: Evergreen Rd & Stacy Allison Way AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 195 20 35 700 290 75 Future Vol, veh/h 195 20 35 700 290 75 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 7 7 1 1 4 4 Mvmt Flow 214 22 38 769 319 82 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1206 360 401 0 - 0 Stage 1 360 - - - - - Stage 2 846 - - - - - Critical Hdwy 6.47 6.27 4.11 - - - Critical Hdwy Stg 1 5.47 - - - - - Critical Hdwy Stg 2 5.47 - - - - - Follow-up Hdwy 3.563 3.363 2.209 - - - Pot Cap-1 Maneuver ~ [PHONE REDACTED] - - - Stage 1 695 - - - - - Stage 2 412 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ [PHONE REDACTED] - - - Mov Cap-2 Maneuver 313 - - - - - Stage 1 672 - - - - - Stage 2 412 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 35.6 0.39 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1163 - 313 673 - - HCM Lane V/C Ratio 0.033 - 0.685 0.033 - - HCM Ctrl Dly (s/v) 8.2 - 38.2 10.5 - - HCM Lane LOS A - E B - - HCM 95th %tile Q(veh) 0.1 - 4.7 0.1 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 7th AWSC Baseline 2026 7: Evergreen Rd & Hayes St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 79.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 20 5 65 40 145 5 545 80 75 210 10 Future Vol, veh/h 45 20 5 65 40 145 5 545 80 75 210 10 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, % 1 1 1 1 1 1 1 1 1 4 4 4 Mvmt Flow 51 23 6 74 45 165 6 619 91 85 239 11 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, s/veh 12.8 17.1 142.3 14.9 HCM LOS B C F B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 64% 26% 100% 0% Vol Thru, % 0% 87% 29% 16% 0% 95% Vol Right, % 0% 13% 7% 58% 0% 5% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 625 70 250 75 220 LT Vol 5 0 45 65 75 0 Through Vol 0 545 20 40 0 210 RT Vol 0 80 5 145 0 10 Lane Flow Rate 6 710 80 284 85 250 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.011 1.24 0.166 0.51 0.172 0.467 Departure Headway (Hd) 6.887 6.285 8.197 7.008 7.673 7.126 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 519 575 441 517 470 510 Service Time 4.644 4.042 6.197 5.008 5.373 4.826 HCM Lane V/C Ratio 0.012 1.235 0.181 0.549 0.181 0.49 HCM Control Delay, s/veh 9.7 143.4 12.8 17.1 12 15.9 HCM Lane LOS A F B C B C HCM 95th-tile Q 0 26.9 0.6 2.9 0.6 2.5 ---PAGE BREAK--- HCM 7th TWSC Baseline 2026 8: Harvard Dr & Evergreen Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 170 20 80 75 5 5 60 245 5 70 15 Future Vol, veh/h 10 170 20 80 75 5 5 60 245 5 70 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 3 3 3 5 5 5 1 1 1 4 4 4 Mvmt Flow 11 193 23 91 85 6 6 68 278 6 80 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 91 0 0 216 0 0 534 500 205 520 509 88 Stage 1 - - - - - - 227 227 - 270 270 - Stage 2 - - - - - - 307 273 - 250 239 - Critical Hdwy 4.13 - - 4.15 - - 7.11 6.51 6.21 7.14 6.54 6.24 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.14 5.54 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.14 5.54 - Follow-up Hdwy 2.227 - - 2.245 - - 3.509 4.009 3.309 3.536 4.036 3.336 Pot Cap-1 Maneuver 1498 - - 1336 - - 458 474 839 464 465 965 Stage 1 - - - - - - 778 718 - 731 682 - Stage 2 - - - - - - 705 686 - 750 704 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1498 - - 1336 - - 344 439 839 245 430 965 Mov Cap-2 Maneuver - - - - - - 344 439 - 245 430 - Stage 1 - - - - - - 772 712 - 682 636 - Stage 2 - - - - - - 565 639 - 449 699 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.37 3.95 15.27 15.26 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 699 1498 - - 1336 - - 453 HCM Lane V/C Ratio 0.504 0.008 - - 0.068 - - 0.226 HCM Ctrl Dly (s/v) 15.3 7.4 - - 7.9 - - 15.3 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 2.9 0 - - 0.2 - - 0.9 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 9: Settlemier St & Hayes St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 145 100 150 535 335 50 Future Volume (veh/h) 145 100 150 535 335 50 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1723 1723 1709 1709 1736 1736 Adj Flow Rate, veh/h 153 105 158 563 353 53 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 3 3 1 1 Cap, veh/h 247 220 199 993 479 72 Arrive On Green 0.15 0.15 0.12 0.58 0.32 0.32 Sat Flow, veh/h 1641 1460 1628 1709 1475 221 Grp Volume(v), veh/h 153 105 158 563 0 406 Grp Sat Flow(s),veh/h/ln 1641 1460 1628 1709 0 1696 Q Serve(g_s), s 2.9 2.2 3.2 6.9 0.0 7.1 Cycle Q Clear(g_c), s 2.9 2.2 3.2 6.9 0.0 7.1 Prop In Lane 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 247 220 199 993 0 551 V/C Ratio(X) 0.62 0.48 0.79 0.57 0.00 0.74 Avail Cap(c_a), veh/h 880 [PHONE REDACTED] 0 961 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 13.3 13.0 14.3 4.4 0.0 10.1 Incr Delay (d2), s/veh 2.5 1.6 7.0 0.5 0.0 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.9 1.3 1.0 0.0 2.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 15.9 14.6 21.4 4.9 0.0 12.0 LOS B B C A B Approach Vol, veh/h 258 721 406 Approach Delay, s/veh 15.4 8.5 12.0 Approach LOS B A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 24.0 9.6 8.6 15.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0 Max Q Clear Time (g_c+I1), s 8.9 4.9 5.2 9.1 Green Ext Time s 3.9 0.6 0.2 1.8 Intersection Summary HCM 7th Control Delay, s/veh 10.8 HCM 7th LOS B ---PAGE BREAK--- HCM 7th TWSC Baseline 2026 10: Evergreen Rd & Hopper St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 160 10 5 115 80 65 Future Vol, veh/h 160 10 5 115 80 65 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 1 1 1 5 5 Mvmt Flow 182 11 6 131 91 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 270 128 165 0 - 0 Stage 1 128 - - - - - Stage 2 142 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 900 - - - - - Stage 2 887 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 735 - - - - - Stage 1 897 - - - - - Stage 2 887 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 11.53 0.31 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1420 - 744 - - HCM Lane V/C Ratio 0.004 - 0.26 - - HCM Ctrl Dly (s/v) 7.5 - 11.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1 - - ---PAGE BREAK--- HCM 7th AWSC Baseline 2026 11: Parr Rd & Evergreen Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 30 155 10 50 30 65 75 30 55 15 Future Vol, veh/h 10 10 30 155 10 50 30 65 75 30 55 15 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, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 11 11 34 176 11 57 34 74 85 34 63 17 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, s/veh 8 10 9.1 8.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 18% 20% 72% 30% Vol Thru, % 38% 20% 5% 55% Vol Right, % 44% 60% 23% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 170 50 215 100 LT Vol 30 10 155 30 Through Vol 65 10 10 55 RT Vol 75 30 50 15 Lane Flow Rate 193 57 244 114 Geometry Grp 1 1 1 1 Degree of Util 0.244 0.073 0.319 0.153 Departure Headway (Hd) 4.549 4.62 4.704 4.838 Convergence, Y/N Yes Yes Yes Yes Cap 786 770 762 737 Service Time 2.595 2.679 2.75 2.889 HCM Lane V/C Ratio 0.246 0.074 0.32 0.155 HCM Control Delay, s/veh 9.1 8 10 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 1 0.2 1.4 0.5 ---PAGE BREAK--- HCM 7th AWSC Baseline 2026 12: Settlemier St & Parr Rd/Front St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh24.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 150 160 110 25 140 5 165 205 45 5 100 95 Future Vol, veh/h 150 160 110 25 140 5 165 205 45 5 100 95 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, % 1 1 1 2 2 2 2 2 2 1 1 1 Mvmt Flow 170 182 125 28 159 6 188 233 51 6 114 108 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh18.7 14.9 40 12.7 HCM LOS C B E B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 45% 0% 100% 0% 100% 0% 5% 0% Vol Thru, % 55% 0% 0% 59% 0% 97% 95% 0% Vol Right, % 0% 100% 0% 41% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 370 45 150 270 25 145 105 95 LT Vol 165 0 150 0 25 0 5 0 Through Vol 205 0 0 160 0 140 100 0 RT Vol 0 45 0 110 0 5 0 95 Lane Flow Rate 420 51 170 307 28 165 119 108 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.876 0.093 0.377 0.609 0.067 0.367 0.262 0.215 Departure Headway (Hd) 7.497 6.552 7.953 7.147 8.552 8.01 7.905 7.158 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 484 546 452 503 418 448 453 500 Service Time 5.254 4.309 5.717 4.911 6.329 5.787 5.679 4.931 HCM Lane V/C Ratio 0.868 0.093 0.376 0.61 0.067 0.368 0.263 0.216 HCM Control Delay, s/veh 43.6 10 15.5 20.5 11.9 15.4 13.5 11.9 HCM Lane LOS E A C C B C B B HCM 95th-tile Q 9.4 0.3 1.7 4 0.2 1.7 1 0.8 ---PAGE BREAK--- HCM 7th TWSC Baseline 2026 13: Butteville Rd & Parr Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 7.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 230 350 50 125 150 Future Vol, veh/h 45 230 350 50 125 150 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 88 88 88 88 88 88 Heavy Vehicles, % 1 1 2 2 1 1 Mvmt Flow 51 261 398 57 142 170 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 881 426 0 0 455 0 Stage 1 426 - - - - - Stage 2 455 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 319 630 - - 1111 - Stage 1 661 - - - - - Stage 2 641 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 274 630 - - 1111 - Mov Cap-2 Maneuver 274 - - - - - Stage 1 661 - - - - - Stage 2 551 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 21.84 0 3.96 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 520 818 - HCM Lane V/C Ratio - - 0.601 0.128 - HCM Ctrl Dly (s/v) - - 21.8 8.7 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.9 0.4 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 695 470 0 895 465 0 0 0 710 0 370 Future Volume (vph) 0 695 470 0 895 465 0 0 0 710 0 370 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 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 1413 3260 1458 3131 1423 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1413 3260 1458 3131 1423 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 732 495 0 942 489 0 0 0 747 0 389 RTOR Reduction (vph) 0 0 190 0 0 187 0 0 0 0 0 82 Lane Group Flow (vph) 0 732 305 0 942 302 0 0 0 747 0 307 Confl. Peds. 2 1 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 0% 0% 0% 3% 3% 3% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 61.7 61.7 61.7 61.7 29.3 29.3 Effective Green, g 61.7 61.7 61.7 61.7 29.3 29.3 Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.29 0.29 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1991 871 2011 899 917 416 v/s Ratio Prot 0.23 c0.29 c0.24 v/s Ratio Perm 0.22 0.21 0.22 v/c Ratio 0.37 0.35 0.47 0.34 0.81 0.74 Uniform Delay, d1 9.5 9.4 10.3 9.2 32.8 31.9 Progression Factor 1.00 1.00 0.66 0.15 1.00 1.00 Incremental Delay, d2 0.5 1.1 0.6 0.8 5.6 6.7 Delay 10.0 10.5 7.5 2.2 38.5 38.6 Level of Service B B A A D D Approach Delay (s/veh) 10.2 5.7 0.0 38.5 Approach LOS B A A D Intersection Summary HCM 2000 Control Delay (s/veh) 17.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 695 470 0 895 465 0 0 0 710 0 370 Future Volume (veh/h) 0 695 470 0 895 465 0 0 0 710 0 370 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 Adj Flow Rate, veh/h 0 732 0 0 942 0 747 0 389 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 3 Cap, veh/h 0 1964 0 1980 963 0 442 Arrive On Green 0.00 0.60 0.00 0.00 1.00 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1448 Grp Volume(v), veh/h 0 732 0 0 942 0 747 0 389 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1448 Q Serve(g_s), s 0.0 11.5 0.0 0.0 0.0 0.0 21.5 0.0 25.5 Cycle Q Clear(g_c), s 0.0 11.5 0.0 0.0 0.0 0.0 21.5 0.0 25.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1964 0 1980 963 0 442 V/C Ratio(X) 0.00 0.37 0.00 0.48 0.78 0.00 0.88 Avail Cap(c_a), veh/h 0 1964 0 1980 1121 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.71 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 10.1 0.0 0.0 0.0 0.0 31.6 0.0 33.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.6 0.0 3.0 0.0 14.6 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 4.0 0.0 0.0 0.2 0.0 8.4 0.0 10.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 10.6 0.0 0.0 0.6 0.0 34.6 0.0 47.6 LOS B A C D Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 10.6 0.6 39.1 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 65.0 35.0 65.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 13.5 27.5 2.0 Green Ext Time s 6.0 3.0 8.7 Intersection Summary HCM 7th Control Delay, s/veh 18.8 HCM 7th 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 Projected 2026 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1205 215 0 995 365 650 Future Volume (vph) 1205 215 0 995 365 650 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 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) 3228 1403 3260 2981 1327 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3228 1403 3260 2981 1327 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1296 231 0 1070 392 699 RTOR Reduction (vph) 0 90 0 0 33 33 Lane Group Flow (vph) 1296 141 0 1070 709 316 Confl. Peds. 4 Confl. Bikes 2 Heavy Vehicles 3% 3% 2% 2% 2% 2% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 61.1 61.1 61.1 29.0 29.0 Effective Green, g 61.1 61.1 61.1 29.0 29.0 Actuated g/C Ratio 0.61 0.61 0.61 0.29 0.29 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1972 857 1991 864 384 v/s Ratio Prot c0.40 0.33 0.24 c0.24 v/s Ratio Perm 0.10 v/c Ratio 0.66 0.16 0.54 0.82 0.82 Uniform Delay, d1 12.6 8.4 11.3 33.1 33.1 Progression Factor 1.07 1.73 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.4 1.0 6.3 13.4 Delay 15.0 14.9 12.3 39.4 46.5 Level of Service B B B D D Approach Delay (s/veh) 15.0 12.3 41.7 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 100.0 Sum of lost time 9.9 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 Projected 2026 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 75 1065 465 10 220 860 45 565 45 180 35 Future Volume (vph) 45 75 1065 465 10 220 860 45 565 45 180 35 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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 0.99 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) 1630 3260 1425 1630 3232 1564 1579 1453 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1630 3260 1425 1630 3232 1564 1579 1453 1646 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) 47 79 1121 489 11 232 905 47 595 47 189 37 RTOR Reduction (vph) 0 0 0 217 0 0 2 0 0 0 137 0 Lane Group Flow (vph) 0 126 1121 272 0 243 950 0 321 321 52 37 Confl. Peds. 1 1 2 1 1 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 15.0 52.7 52.7 25.8 63.5 40.9 40.9 40.9 13.1 Effective Green, g 15.0 52.7 52.7 25.8 63.5 40.9 40.9 40.9 13.1 Actuated g/C Ratio 0.10 0.35 0.35 0.17 0.42 0.27 0.27 0.27 0.09 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 163 1145 [PHONE REDACTED] 426 430 396 143 v/s Ratio Prot 0.08 c0.34 c0.15 0.29 c0.21 0.20 0.02 v/s Ratio Perm 0.19 0.04 v/c Ratio 0.77 0.98 0.54 0.87 0.69 0.75 0.75 0.13 0.26 Uniform Delay, d1 65.8 48.1 39.0 60.4 35.3 49.9 49.8 41.1 63.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.1 22.0 4.2 23.5 2.9 7.4 6.9 0.1 1.0 Delay 85.9 70.1 43.2 83.9 38.2 57.3 56.7 41.3 64.9 Level of Service F E D F D E E D E Approach Delay (s/veh) 63.7 47.5 53.5 Approach LOS E D D Intersection Summary HCM 2000 Control Delay (s/veh) 56.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 150.0 Sum of lost time 17.5 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 45 75 Future Volume (vph) 45 75 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1555 Flt Permitted 1.00 Satd. Flow (perm) 1555 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 47 79 RTOR Reduction (vph) 46 0 Lane Group Flow (vph) 80 0 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.1 Effective Green, g 13.1 Actuated g/C Ratio 0.09 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 135 v/s Ratio Prot c0.05 v/s Ratio Perm v/c Ratio 0.60 Uniform Delay, d1 65.9 Progression Factor 1.00 Incremental Delay, d2 6.9 Delay 72.8 Level of Service E Approach Delay (s/veh) 71.0 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 15 75 1015 35 1 65 955 55 105 30 65 60 Future Volume (vph) 15 75 1015 35 1 65 955 55 105 30 65 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 0.90 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1630 3241 1630 3229 1646 1529 1646 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1630 3241 1630 3229 1646 1529 1646 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 16 80 1080 37 1 69 1016 59 112 32 69 64 RTOR Reduction (vph) 0 0 2 0 0 0 3 0 0 62 0 0 Lane Group Flow (vph) 0 96 1115 0 0 70 1072 0 112 39 0 64 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% 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 9.6 56.1 8.5 55.0 11.9 10.8 8.1 Effective Green, g 9.6 56.1 8.5 55.0 11.9 10.8 8.1 Actuated g/C Ratio 0.10 0.56 0.09 0.55 0.12 0.11 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 156 1818 138 1775 195 165 133 v/s Ratio Prot c0.06 c0.34 0.04 0.33 c0.07 c0.03 0.04 v/s Ratio Perm v/c Ratio 0.62 0.61 0.51 0.60 0.57 0.24 0.48 Uniform Delay, d1 43.4 14.7 43.7 15.2 41.7 40.8 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 1.6 2.9 1.5 4.0 0.8 2.7 Delay 50.5 16.2 46.7 16.7 45.7 41.6 46.7 Level of Service D B D B D D D Approach Delay (s/veh) 19.0 18.5 43.8 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 100.0 Sum of lost time 16.5 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 Projected 2026 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 60 Future Volume (vph) 30 60 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 0.90 Flt Protected 1.00 Satd. Flow (prot) 1539 Flt Permitted 1.00 Satd. Flow (perm) 1539 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 32 64 RTOR Reduction (vph) 60 0 Lane Group Flow (vph) 36 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.0 Effective Green, g 7.0 Actuated g/C Ratio 0.07 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 107 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.34 Uniform Delay, d1 44.3 Progression Factor 1.00 Incremental Delay, d2 1.9 Delay 46.2 Level of Service D Approach Delay (s/veh) 46.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110 590 355 105 630 120 280 140 100 95 235 135 Future Volume (vph) 110 590 355 105 630 120 280 140 100 95 235 135 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1614 1699 1444 1630 1716 1458 1646 1733 1447 1646 1733 1473 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) 1614 1699 1444 1630 1716 1458 1646 1733 1447 1646 1733 1473 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 112 602 362 107 643 122 286 143 102 97 240 138 RTOR Reduction (vph) 0 0 139 0 0 51 0 0 69 0 0 69 Lane Group Flow (vph) 112 602 223 107 643 71 286 143 33 97 240 69 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 33.6 49.1 6.5 34.6 44.7 15.5 23.2 29.7 10.1 17.8 23.3 Effective Green, g 5.5 33.6 49.1 6.5 34.6 44.7 15.5 23.2 29.7 10.1 17.8 23.3 Actuated g/C Ratio 0.06 0.37 0.54 0.07 0.38 0.49 0.17 0.25 0.32 0.11 0.19 0.25 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 97 624 846 115 649 784 279 439 541 181 337 448 v/s Ratio Prot c0.07 0.35 0.04 0.07 c0.37 0.01 c0.17 0.08 0.00 0.06 c0.14 0.01 v/s Ratio Perm 0.11 0.04 0.02 0.04 v/c Ratio 1.15 0.96 0.26 0.93 0.99 0.09 1.03 0.33 0.06 0.54 0.71 0.16 Uniform Delay, d1 43.0 28.3 11.4 42.2 28.2 12.5 38.0 27.7 21.2 38.4 34.4 26.4 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 139.0 27.2 0.2 62.2 32.9 0.1 60.5 0.4 0.0 3.0 6.9 0.2 Delay 181.9 55.5 11.6 104.4 61.1 12.5 98.4 28.2 21.3 41.5 41.4 26.6 Level of Service F E B F E B F C C D D C Approach Delay (s/veh) 53.9 59.6 64.7 37.1 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay (s/veh) 54.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 91.4 Sum of lost time 18.0 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 590 355 105 630 120 280 140 100 95 235 135 Future Volume (veh/h) 110 590 355 105 630 120 280 140 100 95 235 135 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1709 1709 1709 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 112 602 362 107 643 122 286 143 102 97 240 138 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 2 2 2 1 1 1 1 1 1 Cap, veh/h 101 644 799 120 669 674 289 474 501 122 299 345 Arrive On Green 0.06 0.38 0.38 0.07 0.39 0.39 0.17 0.27 0.27 0.07 0.17 0.17 Sat Flow, veh/h 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Grp Volume(v), veh/h 112 602 362 107 643 122 286 143 102 97 240 138 Grp Sat Flow(s),veh/h/ln 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Q Serve(g_s), s 5.5 30.1 13.3 5.7 32.3 4.4 15.3 5.8 4.4 5.1 11.8 7.0 Cycle Q Clear(g_c), s 5.5 30.1 13.3 5.7 32.3 4.4 15.3 5.8 4.4 5.1 11.8 7.0 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 101 644 799 120 669 674 289 474 501 122 299 345 V/C Ratio(X) 1.11 0.93 0.45 0.89 0.96 0.18 0.99 0.30 0.20 0.79 0.80 0.40 Avail Cap(c_a), veh/h 101 646 800 120 670 676 289 578 586 233 519 531 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 41.6 26.6 11.9 40.7 26.5 14.0 36.5 25.5 20.4 40.4 35.3 28.7 Incr Delay (d2), s/veh 122.1 20.9 0.4 49.8 25.5 0.1 49.9 0.4 0.2 11.0 5.0 0.8 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 15.3 4.0 3.9 17.2 1.4 10.0 2.4 1.5 2.4 5.3 2.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 163.7 47.5 12.3 90.6 52.0 14.1 86.4 25.9 20.6 51.4 40.3 29.4 LOS F D B F D B F C C D D C Approach Vol, veh/h 1076 872 531 475 Approach Delay, s/veh 47.8 51.5 57.5 39.4 Approach LOS D D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 37.9 20.0 19.8 10.0 38.9 11.0 28.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 33.5 15.5 26.5 5.5 34.5 12.5 29.5 Max Q Clear Time (g_c+I1), s 7.7 32.1 17.3 13.8 7.5 34.3 7.1 7.8 Green Ext Time s 0.0 0.8 0.0 1.5 0.0 0.1 0.1 1.1 Intersection Summary HCM 7th Control Delay, s/veh 49.3 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Projected 2026 without Project 6: Evergreen Rd & Stacy Allison Way PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 22.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 305 75 35 510 635 130 Future Vol, veh/h 305 75 35 510 635 130 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 324 80 37 543 676 138 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1362 745 814 0 - 0 Stage 1 745 - - - - - Stage 2 617 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver ~ 164 416 818 - - - Stage 1 471 - - - - - Stage 2 540 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 157 416 818 - - - Mov Cap-2 Maneuver ~ 295 - - - - - Stage 1 450 - - - - - Stage 2 540 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 100.33 0.62 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 818 - 295 416 - - HCM Lane V/C Ratio 0.046 - 1.101 0.192 - - HCM Ctrl Dly (s/v) 9.6 - 121.1 15.7 - - HCM Lane LOS A - F C - - HCM 95th %tile Q(veh) 0.1 - 13.1 0.7 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 7th AWSC Projected 2026 without Project 7: Evergreen Rd & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 60.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 55 1 120 70 155 5 390 105 185 445 40 Future Vol, veh/h 25 55 1 120 70 155 5 390 105 185 445 40 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 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 1 1 1 Mvmt Flow 26 58 1 126 74 163 5 411 111 195 468 42 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, s/veh 14.9 29.6 86.3 61.7 HCM LOS B D F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 31% 35% 100% 0% Vol Thru, % 0% 79% 68% 20% 0% 92% Vol Right, % 0% 21% 1% 45% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 495 81 345 185 485 LT Vol 5 0 25 120 185 0 Through Vol 0 390 55 70 0 445 RT Vol 0 105 1 155 0 40 Lane Flow Rate 5 521 85 363 195 511 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.012 1.065 0.212 0.743 0.427 1.037 Departure Headway (Hd) 8.284 7.613 9.407 7.63 8.179 7.602 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 435 479 384 476 444 480 Service Time 5.984 5.313 7.407 5.63 5.879 5.302 HCM Lane V/C Ratio 0.011 1.088 0.221 0.763 0.439 1.065 HCM Control Delay, s/veh 11.1 87.1 14.9 29.6 16.8 78.8 HCM Lane LOS B F B D C F HCM 95th-tile Q 0 15.8 0.8 6.2 2.1 14.7 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 without Project 8: Harvard Dr & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 25.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 180 35 200 165 1 5 60 145 10 160 70 Future Vol, veh/h 20 180 35 200 165 1 5 60 145 10 160 70 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 22 198 38 220 181 1 5 66 159 11 176 77 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 182 0 0 236 0 0 970 883 217 896 902 182 Stage 1 - - - - - - 261 261 - 621 621 - Stage 2 - - - - - - 709 622 - 275 280 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 1399 - - 1337 - - 234 286 825 262 279 863 Stage 1 - - - - - - 746 694 - 476 481 - Stage 2 - - - - - - 427 480 - 734 681 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1399 - - 1337 - - 47 235 825 132 229 863 Mov Cap-2 Maneuver - - - - - - 47 235 - 132 229 - Stage 1 - - - - - - 734 683 - 398 402 - Stage 2 - - - - - - 183 401 - 526 670 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.65 4.49 26.62 79.14 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 391 1399 - - 1337 - - 281 HCM Lane V/C Ratio 0.59 0.016 - - 0.164 - - 0.94 HCM Ctrl Dly (s/v) 26.6 7.6 - - 8.2 - - 79.1 HCM Lane LOS D A - - A - - F HCM 95th %tile Q(veh) 3.7 0 - - 0.6 - - 8.9 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 9: Settlemier St & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 90 180 170 445 515 75 Future Volume (veh/h) 90 180 170 445 515 75 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 101 202 191 500 579 84 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 Cap, veh/h 299 [PHONE REDACTED] 626 91 Arrive On Green 0.18 0.18 0.13 0.64 0.42 0.42 Sat Flow, veh/h 1654 1471 1654 1736 1483 215 Grp Volume(v), veh/h 101 202 191 500 0 663 Grp Sat Flow(s),veh/h/ln 1654 1471 1654 1736 0 1698 Q Serve(g_s), s 2.7 6.6 5.7 7.3 0.0 18.7 Cycle Q Clear(g_c), s 2.7 6.6 5.7 7.3 0.0 18.7 Prop In Lane 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 299 [PHONE REDACTED] 0 717 V/C Ratio(X) 0.34 0.76 0.90 0.45 0.00 0.92 Avail Cap(c_a), veh/h 591 [PHONE REDACTED] 0 741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.0 19.6 21.6 4.6 0.0 13.8 Incr Delay (d2), s/veh 0.7 4.4 34.7 0.3 0.0 17.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 5.5 4.1 1.6 0.0 9.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 18.7 24.0 56.4 4.9 0.0 30.9 LOS B C E A C Approach Vol, veh/h 303 691 663 Approach Delay, s/veh 22.2 19.1 30.9 Approach LOS C B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.8 13.6 11.0 25.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 6.5 22.0 Max Q Clear Time (g_c+I1), s 9.3 8.6 7.7 20.7 Green Ext Time s 3.3 0.7 0.0 0.6 Intersection Summary HCM 7th Control Delay, s/veh 24.4 HCM 7th LOS C ---PAGE BREAK--- HCM 7th TWSC Projected 2026 without Project 10: Evergreen Rd & Hopper St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 95 10 5 85 135 140 Future Vol, veh/h 95 10 5 85 135 140 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 108 11 6 97 153 159 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 341 233 313 0 - 0 Stage 1 233 - - - - - Stage 2 108 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 808 - - - - - Stage 2 919 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 685 - - - - - Stage 1 804 - - - - - Stage 2 919 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 11.25 0.44 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1254 - 695 - - HCM Lane V/C Ratio 0.005 - 0.172 - - HCM Ctrl Dly (s/v) 7.9 - 11.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.6 - - ---PAGE BREAK--- HCM 7th AWSC Projected 2026 without Project 11: Parr Rd & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 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 10 10 30 95 15 45 30 60 110 40 65 15 Future Vol, veh/h 10 10 30 95 15 45 30 60 110 40 65 15 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, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 11 11 34 108 17 51 34 68 125 45 74 17 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, s/veh 8.1 9.2 9 8.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 20% 61% 33% Vol Thru, % 30% 20% 10% 54% Vol Right, % 55% 60% 29% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 200 50 155 120 LT Vol 30 10 95 40 Through Vol 60 10 15 65 RT Vol 110 30 45 15 Lane Flow Rate 227 57 176 136 Geometry Grp 1 1 1 1 Degree of Util 0.274 0.073 0.233 0.179 Departure Headway (Hd) 4.34 4.644 4.753 4.723 Convergence, Y/N Yes Yes Yes Yes Cap 825 767 752 757 Service Time 2.379 2.699 2.798 2.766 HCM Lane V/C Ratio 0.275 0.074 0.234 0.18 HCM Control Delay, s/veh 9 8.1 9.2 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 1.1 0.2 0.9 0.6 ---PAGE BREAK--- HCM 7th AWSC Projected 2026 without Project 12: Settlemier St & Parr Rd/Front St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh14.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 65 115 75 105 5 80 195 50 5 245 70 Future Vol, veh/h 60 65 115 75 105 5 80 195 50 5 245 70 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 65 70 124 81 113 5 86 210 54 5 263 75 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh12.7 12.1 16.7 14.7 HCM LOS B B C B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 29% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 71% 0% 0% 36% 0% 95% 98% 0% Vol Right, % 0% 100% 0% 64% 0% 5% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 275 50 60 180 75 110 250 70 LT Vol 80 0 60 0 75 0 5 0 Through Vol 195 0 0 65 0 105 245 0 RT Vol 0 50 0 115 0 5 0 70 Lane Flow Rate 296 54 65 194 81 118 269 75 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.563 0.09 0.136 0.357 0.173 0.236 0.502 0.125 Departure Headway (Hd) 6.857 5.995 7.615 6.646 7.728 7.183 6.719 5.995 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 529 601 471 542 465 500 538 598 Service Time 4.557 3.695 5.36 4.39 5.473 4.928 4.456 3.731 HCM Lane V/C Ratio 0.56 0.09 0.138 0.358 0.174 0.236 0.5 0.125 HCM Control Delay, s/veh 18 9.3 11.6 13.1 12.1 12.1 16.1 9.6 HCM Lane LOS C A B B B B C A HCM 95th-tile Q 3.4 0.3 0.5 1.6 0.6 0.9 2.8 0.4 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 without Project 13: Butteville Rd & Parr Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 5.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 60 120 160 65 170 235 Future Vol, veh/h 60 120 160 65 170 235 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 88 88 88 88 88 88 Heavy Vehicles, % 1 1 3 3 1 1 Mvmt Flow 68 136 182 74 193 267 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 872 219 0 0 256 0 Stage 1 219 - - - - - Stage 2 653 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 322 823 - - 1315 - Stage 1 820 - - - - - Stage 2 520 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 267 823 - - 1315 - Mov Cap-2 Maneuver 267 - - - - - Stage 1 820 - - - - - Stage 2 430 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 17.7 0 3.45 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 486 756 - HCM Lane V/C Ratio - - 0.421 0.147 - HCM Ctrl Dly (s/v) - - 17.7 8.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.1 0.5 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 375 245 0 450 470 0 0 0 325 0 205 Future Volume (vph) 0 375 245 0 450 470 0 0 0 325 0 205 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 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) 3107 1361 3137 1403 2906 1340 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3107 1361 3137 1403 2906 1340 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) 0 403 263 0 484 505 0 0 0 349 0 220 RTOR Reduction (vph) 0 0 69 0 0 133 0 0 0 0 0 182 Lane Group Flow (vph) 0 403 194 0 484 372 0 0 0 349 0 38 Confl. Peds. 2 Heavy Vehicles 7% 7% 7% 6% 6% 6% 0% 0% 0% 11% 11% 11% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 73.6 73.6 73.6 73.6 17.4 17.4 Effective Green, g 73.6 73.6 73.6 73.6 17.4 17.4 Actuated g/C Ratio 0.74 0.74 0.74 0.74 0.17 0.17 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2286 1001 2308 1032 505 233 v/s Ratio Prot 0.13 0.15 c0.12 v/s Ratio Perm 0.14 c0.26 0.03 v/c Ratio 0.18 0.19 0.21 0.36 0.69 0.16 Uniform Delay, d1 4.0 4.1 4.1 4.7 38.8 35.1 Progression Factor 1.00 1.00 0.90 1.82 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.2 0.9 4.1 0.3 Delay 4.2 4.5 3.9 9.5 42.8 35.5 Level of Service A A A A D D Approach Delay (s/veh) 4.3 6.8 0.0 40.0 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 14.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 375 245 0 450 470 0 0 0 325 0 205 Future Volume (veh/h) 0 375 245 0 450 470 0 0 0 325 0 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1654 1654 0 1668 1668 1600 0 1600 Adj Flow Rate, veh/h 0 403 0 0 484 0 349 0 220 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 7 7 0 6 6 11 0 11 Cap, veh/h 0 2246 0 2264 578 0 265 Arrive On Green 0.00 0.71 0.00 0.00 1.00 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3226 1402 0 3253 1414 2956 0 1356 Grp Volume(v), veh/h 0 403 0 0 484 0 349 0 220 Grp Sat Flow(s),veh/h/ln 0 1572 1402 0 1585 1414 1478 0 1356 Q Serve(g_s), s 0.0 4.2 0.0 0.0 0.0 0.0 10.8 0.0 15.6 Cycle Q Clear(g_c), s 0.0 4.2 0.0 0.0 0.0 0.0 10.8 0.0 15.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2246 0 2264 578 0 265 V/C Ratio(X) 0.00 0.18 0.00 0.21 0.60 0.00 0.83 Avail Cap(c_a), veh/h 0 2246 0 2264 1049 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 4.7 0.0 0.0 0.0 0.0 36.7 0.0 38.6 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 1.0 0.0 6.6 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 1.2 0.0 0.0 0.1 0.0 3.9 0.0 5.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 4.9 0.0 0.0 0.2 0.0 37.7 0.0 45.2 LOS A A D D Approach Vol, veh/h 403 484 569 Approach Delay, s/veh 4.9 0.2 40.6 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 75.9 24.1 75.9 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 6.2 17.6 2.0 Green Ext Time s 3.0 2.0 3.7 Intersection Summary HCM 7th Control Delay, s/veh 17.3 HCM 7th 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 Projected 2026 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 500 205 0 660 270 570 Future Volume (vph) 500 205 0 660 270 570 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 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) 3079 1344 3137 2850 1277 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3079 1344 3137 2850 1277 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 526 216 0 695 284 600 RTOR Reduction (vph) 0 57 0 0 246 250 Lane Group Flow (vph) 526 159 0 695 338 50 Confl. Peds. 2 Confl. Bikes 2 Heavy Vehicles 8% 8% 6% 6% 6% 6% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 73.4 73.4 73.4 16.7 16.7 Effective Green, g 73.4 73.4 73.4 16.7 16.7 Actuated g/C Ratio 0.73 0.73 0.73 0.17 0.17 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2259 986 2302 475 213 v/s Ratio Prot 0.17 c0.22 c0.12 0.04 v/s Ratio Perm 0.12 v/c Ratio 0.23 0.16 0.30 0.71 0.24 Uniform Delay, d1 4.3 4.0 4.5 39.4 36.1 Progression Factor 0.95 1.90 0.64 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.2 5.0 0.6 Delay 4.3 8.0 3.1 44.4 36.7 Level of Service A A A D D Approach Delay (s/veh) 5.4 3.1 41.8 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 50 50 705 195 5 140 780 20 630 25 165 15 Future Volume (vph) 50 50 705 195 5 140 780 20 630 25 165 15 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.97 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) 1614 3137 1368 1571 3125 1548 1558 1437 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1614 3137 1368 1571 3125 1548 1558 1437 1646 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) 54 54 758 210 5 151 839 22 677 27 177 16 RTOR Reduction (vph) 0 0 0 140 0 0 2 0 0 0 127 0 Lane Group Flow (vph) 0 108 758 70 0 156 859 0 352 352 50 16 Confl. Peds. 2 5 2 2 Confl. Bikes 1 1 Heavy Vehicles 0% 6% 6% 6% 0% 6% 6% 6% 2% 2% 2% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.4 33.4 33.4 13.0 35.0 28.5 28.5 28.5 7.6 Effective Green, g 11.4 33.4 33.4 13.0 35.0 28.5 28.5 28.5 7.6 Actuated g/C Ratio 0.11 0.33 0.33 0.13 0.35 0.28 0.28 0.28 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 183 1047 [PHONE REDACTED] 441 444 409 125 v/s Ratio Prot 0.07 0.24 c0.10 c0.27 c0.23 0.23 0.01 v/s Ratio Perm 0.05 0.04 v/c Ratio 0.59 0.72 0.15 0.76 0.79 0.80 0.79 0.12 0.13 Uniform Delay, d1 42.1 29.3 23.4 42.0 29.1 33.1 33.0 26.5 43.1 Progression Factor 1.09 0.70 0.34 0.82 0.98 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 4.1 0.7 14.9 5.4 9.7 9.4 0.1 0.5 Delay 50.5 24.6 8.6 49.2 34.1 42.8 42.4 26.6 43.6 Level of Service D C A D C D D C D Approach Delay (s/veh) 24.1 36.4 39.4 Approach LOS C D D Intersection Summary HCM 2000 Control Delay (s/veh) 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 20 30 Future Volume (vph) 20 30 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1563 Flt Permitted 1.00 Satd. Flow (perm) 1563 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 22 32 RTOR Reduction (vph) 30 0 Lane Group Flow (vph) 24 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.6 Effective Green, g 7.6 Actuated g/C Ratio 0.08 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 118 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay 44.2 Level of Service D Approach Delay (s/veh) 44.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 20 725 5 1 75 750 15 100 10 80 10 Future Volume (vph) 10 20 725 5 1 75 750 15 100 10 80 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 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 0.87 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1600 3133 1555 3097 1646 1471 1630 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1600 3133 1555 3097 1646 1471 1630 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) 11 21 763 5 1 79 789 16 105 11 84 11 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 70 0 0 Lane Group Flow (vph) 0 32 768 0 0 80 804 0 105 25 0 11 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 0% 6% 6% 6% 0% 7% 7% 7% 1% 1% 1% 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 5.2 55.9 9.2 59.9 10.2 16.9 1.5 Effective Green, g 5.2 55.9 9.2 59.9 10.2 16.9 1.5 Actuated g/C Ratio 0.05 0.56 0.09 0.60 0.10 0.17 0.02 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 83 1751 143 1855 167 248 24 v/s Ratio Prot 0.02 0.24 c0.05 c0.26 c0.06 c0.02 0.01 v/s Ratio Perm v/c Ratio 0.39 0.44 0.56 0.43 0.63 0.10 0.46 Uniform Delay, d1 45.9 12.9 43.5 10.9 43.1 35.1 48.8 Progression Factor 0.47 1.81 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.6 4.7 0.7 7.2 0.2 13.2 Delay 23.7 24.0 48.1 11.6 50.3 35.3 62.1 Level of Service C C D B D D E Approach Delay (s/veh) 24.0 14.9 43.2 Approach LOS C B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 5 60 Future Volume (vph) 5 60 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1452 Flt Permitted 1.00 Satd. Flow (perm) 1452 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 5 63 RTOR Reduction (vph) 58 0 Lane Group Flow (vph) 10 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 8.2 Effective Green, g 8.2 Actuated g/C Ratio 0.08 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 119 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.09 Uniform Delay, d1 42.4 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay 42.7 Level of Service D Approach Delay (s/veh) 45.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 460 135 50 405 40 310 120 90 60 95 110 Future Volume (vph) 70 460 135 50 405 40 310 120 90 60 95 110 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 74 489 144 53 431 43 330 128 96 64 101 117 RTOR Reduction (vph) 0 0 58 0 0 24 0 0 64 0 0 94 Lane Group Flow (vph) 74 489 86 53 431 19 330 128 32 64 101 23 Confl. Bikes 2 Heavy Vehicles 7% 7% 7% 12% 12% 12% 2% 2% 2% 2% 2% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 30.6 50.2 4.2 29.3 36.0 19.6 24.1 28.3 6.7 11.2 16.7 Effective Green, g 5.5 30.6 50.2 4.2 29.3 36.0 19.6 24.1 28.3 6.7 11.2 16.7 Actuated g/C Ratio 0.07 0.37 0.60 0.05 0.35 0.43 0.23 0.29 0.34 0.08 0.13 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 102 598 909 74 547 643 382 494 561 130 229 369 v/s Ratio Prot c0.05 c0.30 0.02 0.04 0.28 0.00 c0.20 0.07 0.00 0.04 c0.06 0.00 v/s Ratio Perm 0.04 0.01 0.02 0.01 v/c Ratio 0.73 0.82 0.10 0.72 0.79 0.03 0.86 0.26 0.06 0.49 0.44 0.06 Uniform Delay, d1 38.3 24.0 7.1 39.1 24.4 13.7 30.7 22.9 18.7 36.8 33.3 27.1 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 22.4 8.5 0.0 27.9 7.4 0.0 17.9 0.3 0.0 2.9 1.4 0.1 Delay 60.7 32.5 7.1 67.0 31.8 13.7 48.7 23.2 18.7 39.7 34.7 27.2 Level of Service E C A E C B D C B D C C Approach Delay (s/veh) 30.3 33.8 37.6 32.7 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay (s/veh) 33.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 83.6 Sum of lost time 18.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 460 135 50 405 40 310 120 90 60 95 110 Future Volume (veh/h) 70 460 135 50 405 40 310 120 90 60 95 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1654 1586 1586 1586 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 74 489 144 53 431 43 330 128 96 64 101 117 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 Percent Heavy Veh, % 7 7 7 12 12 12 2 2 2 2 2 2 Cap, veh/h 90 569 804 70 528 517 377 503 485 85 197 250 Arrive On Green 0.06 0.34 0.34 0.05 0.33 0.33 0.23 0.29 0.29 0.05 0.11 0.11 Sat Flow, veh/h 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Grp Volume(v), veh/h 74 489 144 53 431 43 330 128 96 64 101 117 Grp Sat Flow(s),veh/h/ln 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Q Serve(g_s), s 3.1 18.6 3.3 2.3 16.8 1.4 13.1 3.8 3.2 2.6 3.7 4.9 Cycle Q Clear(g_c), s 3.1 18.6 3.3 2.3 16.8 1.4 13.1 3.8 3.2 2.6 3.7 4.9 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 90 569 804 70 528 517 377 503 485 85 197 250 V/C Ratio(X) 0.82 0.86 0.18 0.75 0.82 0.08 0.88 0.25 0.20 0.75 0.51 0.47 Avail Cap(c_a), veh/h 128 746 954 123 715 675 473 929 838 230 675 655 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 31.6 20.7 6.9 31.9 20.7 13.2 25.1 18.3 15.9 31.7 28.2 25.3 Incr Delay (d2), s/veh 24.0 7.9 0.1 14.8 5.3 0.1 14.2 0.3 0.2 12.6 2.1 1.4 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 1.8 7.8 0.8 1.1 6.5 0.4 6.3 1.5 1.0 1.3 1.6 1.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 55.6 28.6 7.0 46.7 26.0 13.3 39.4 18.6 16.1 44.3 30.3 26.6 LOS E C A D C B D B B D C C Approach Vol, veh/h 707 527 554 282 Approach Delay, s/veh 27.0 27.1 30.5 31.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 27.8 20.0 12.2 8.4 27.0 8.0 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 19.5 26.5 5.5 30.5 9.5 36.5 Max Q Clear Time (g_c+I1), s 4.3 20.6 15.1 6.9 5.1 18.8 4.6 5.8 Green Ext Time s 0.0 2.6 0.4 0.8 0.0 2.2 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 28.6 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 6: Evergreen Rd & Stacy Allison Way AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 10 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 235 20 35 705 300 130 Future Vol, veh/h 235 20 35 705 300 130 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 7 7 1 1 4 4 Mvmt Flow 258 22 38 775 330 143 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1253 401 473 0 - 0 Stage 1 401 - - - - - Stage 2 852 - - - - - Critical Hdwy 6.47 6.27 4.11 - - - Critical Hdwy Stg 1 5.47 - - - - - Critical Hdwy Stg 2 5.47 - - - - - Follow-up Hdwy 3.563 3.363 2.209 - - - Pot Cap-1 Maneuver ~ [PHONE REDACTED] - - - Stage 1 666 - - - - - Stage 2 410 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ [PHONE REDACTED] - - - Mov Cap-2 Maneuver 304 - - - - - Stage 1 642 - - - - - Stage 2 410 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 54.54 0.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1095 - 304 638 - - HCM Lane V/C Ratio 0.035 - 0.849 0.034 - - HCM Ctrl Dly (s/v) 8.4 - 58.3 10.8 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 0.1 - 7.4 0.1 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 7: Evergreen Rd & Hayes St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 103.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 20 5 100 40 145 5 555 105 75 225 10 Future Vol, veh/h 45 20 5 100 40 145 5 555 105 75 225 10 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, % 1 1 1 1 1 1 1 1 1 4 4 4 Mvmt Flow 51 23 6 114 45 165 6 631 119 85 256 11 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, s/veh 13.5 20.5 189.2 16.6 HCM LOS B C F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 64% 35% 100% 0% Vol Thru, % 0% 84% 29% 14% 0% 96% Vol Right, % 0% 16% 7% 51% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 660 70 285 75 235 LT Vol 5 0 45 100 75 0 Through Vol 0 555 20 40 0 225 RT Vol 0 105 5 145 0 10 Lane Flow Rate 6 750 80 324 85 267 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.011 1.354 0.171 0.593 0.177 0.515 Departure Headway (Hd) 7.125 6.5 8.722 7.336 8.05 7.503 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 501 563 414 496 448 483 Service Time 4.894 4.268 6.722 5.336 5.75 5.203 HCM Lane V/C Ratio 0.012 1.332 0.193 0.653 0.19 0.553 HCM Control Delay, s/veh 10 190.6 13.5 20.5 12.5 17.9 HCM Lane LOS A F B C B C HCM 95th-tile Q 0 32.8 0.6 3.8 0.6 2.9 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 8: Harvard Dr & Evergreen Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 16.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 285 25 80 120 5 15 60 345 5 70 15 Future Vol, veh/h 10 285 25 80 120 5 15 60 345 5 70 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 3 3 3 5 5 5 1 1 1 4 4 4 Mvmt Flow 11 324 28 91 136 6 17 68 392 6 80 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 142 0 0 352 0 0 719 685 338 702 696 139 Stage 1 - - - - - - 361 361 - 321 321 - Stage 2 - - - - - - 358 324 - 381 375 - Critical Hdwy 4.13 - - 4.15 - - 7.11 6.51 6.21 7.14 6.54 6.24 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.14 5.54 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.14 5.54 - Follow-up Hdwy 2.227 - - 2.245 - - 3.509 4.009 3.309 3.536 4.036 3.336 Pot Cap-1 Maneuver 1435 - - 1190 - - 345 372 706 350 363 904 Stage 1 - - - - - - 660 628 - 687 648 - Stage 2 - - - - - - 662 652 - 638 614 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1435 - - 1190 - - 241 341 706 116 332 904 Mov Cap-2 Maneuver - - - - - - 241 341 - 116 332 - Stage 1 - - - - - - 654 623 - 634 599 - Stage 2 - - - - - - 520 602 - 251 609 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.24 3.23 34.08 20.52 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 578 1435 - - 1190 - - 333 HCM Lane V/C Ratio 0.826 0.008 - - 0.076 - - 0.307 HCM Ctrl Dly (s/v) 34.1 7.5 - - 8.3 - - 20.5 HCM Lane LOS D A - - A - - C HCM 95th %tile Q(veh) 8.5 0 - - 0.2 - - 1.3 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 9: Settlemier St & Hayes St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 155 105 160 535 335 65 Future Volume (veh/h) 155 105 160 535 335 65 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1723 1723 1709 1709 1736 1736 Adj Flow Rate, veh/h 163 111 168 563 353 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 3 3 1 1 Cap, veh/h 258 [PHONE REDACTED] 467 90 Arrive On Green 0.16 0.16 0.13 0.59 0.33 0.33 Sat Flow, veh/h 1641 1460 1628 1709 1415 273 Grp Volume(v), veh/h 163 111 168 563 0 421 Grp Sat Flow(s),veh/h/ln 1641 1460 1628 1709 0 1687 Q Serve(g_s), s 3.3 2.4 3.5 7.1 0.0 7.9 Cycle Q Clear(g_c), s 3.3 2.4 3.5 7.1 0.0 7.9 Prop In Lane 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 258 [PHONE REDACTED] 0 556 V/C Ratio(X) 0.63 0.48 0.79 0.56 0.00 0.76 Avail Cap(c_a), veh/h 838 [PHONE REDACTED] 0 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 13.9 13.6 14.9 4.5 0.0 10.5 Incr Delay (d2), s/veh 2.6 1.6 6.6 0.5 0.0 2.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.1 1.4 1.1 0.0 2.4 Unsig. Movement Delay, s/veh Delay(d), s/veh 16.5 15.1 21.5 5.0 0.0 12.7 LOS B B C A B Approach Vol, veh/h 274 731 421 Approach Delay, s/veh 15.9 8.8 12.7 Approach LOS B A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 25.2 10.0 9.1 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0 Max Q Clear Time (g_c+I1), s 9.1 5.3 5.5 9.9 Green Ext Time s 3.9 0.7 0.2 1.8 Intersection Summary HCM 7th Control Delay, s/veh 11.3 HCM 7th LOS B ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 10: Evergreen Rd & Hopper St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 160 10 5 150 105 65 Future Vol, veh/h 160 10 5 150 105 65 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 1 1 1 5 5 Mvmt Flow 182 11 6 170 119 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 338 156 193 0 - 0 Stage 1 156 - - - - - Stage 2 182 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 875 - - - - - Stage 2 852 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 693 - - - - - Stage 1 871 - - - - - Stage 2 852 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 12.06 0.25 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1386 - 702 - - HCM Lane V/C Ratio 0.004 - 0.275 - - HCM Ctrl Dly (s/v) 7.6 - 12.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1.1 - - ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 11: Parr Rd & Evergreen Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 30 155 10 70 30 80 75 45 65 15 Future Vol, veh/h 10 10 30 155 10 70 30 80 75 45 65 15 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, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 11 11 34 176 11 80 34 91 85 51 74 17 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, s/veh 8.3 10.5 9.5 9.2 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 16% 20% 66% 36% Vol Thru, % 43% 20% 4% 52% Vol Right, % 41% 60% 30% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 185 50 235 125 LT Vol 30 10 155 45 Through Vol 80 10 10 65 RT Vol 75 30 70 15 Lane Flow Rate 210 57 267 142 Geometry Grp 1 1 1 1 Degree of Util 0.273 0.075 0.354 0.196 Departure Headway (Hd) 4.672 4.782 4.775 4.959 Convergence, Y/N Yes Yes Yes Yes Cap 763 741 748 719 Service Time 2.732 2.861 2.834 3.025 HCM Lane V/C Ratio 0.275 0.077 0.357 0.197 HCM Control Delay, s/veh 9.5 8.3 10.5 9.2 HCM Lane LOS A A B A HCM 95th-tile Q 1.1 0.2 1.6 0.7 ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 12: Settlemier St & Parr Rd/Front St AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh28.8 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 150 160 125 25 140 5 185 205 45 5 100 95 Future Vol, veh/h 150 160 125 25 140 5 185 205 45 5 100 95 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, % 1 1 1 2 2 2 2 2 2 1 1 1 Mvmt Flow 170 182 142 28 159 6 210 233 51 6 114 108 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh20.3 15.3 49.8 13 HCM LOS C C E B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 47% 0% 100% 0% 100% 0% 5% 0% Vol Thru, % 53% 0% 0% 56% 0% 97% 95% 0% Vol Right, % 0% 100% 0% 44% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 390 45 150 285 25 145 105 95 LT Vol 185 0 150 0 25 0 5 0 Through Vol 205 0 0 160 0 140 100 0 RT Vol 0 45 0 125 0 5 0 95 Lane Flow Rate 443 51 170 324 28 165 119 108 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.935 0.094 0.383 0.652 0.069 0.375 0.267 0.219 Departure Headway (Hd) 7.595 6.635 8.08 7.251 8.726 8.183 8.064 7.315 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 479 538 445 496 409 438 444 488 Service Time 5.36 4.399 5.852 5.022 6.51 5.967 5.848 5.098 HCM Lane V/C Ratio 0.925 0.095 0.382 0.653 0.068 0.377 0.268 0.221 HCM Control Delay, s/veh 54.4 10.1 15.8 22.7 12.2 15.8 13.8 12.2 HCM Lane LOS F B C C B C B B HCM 95th-tile Q 11.1 0.3 1.8 4.6 0.2 1.7 1.1 0.8 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 13: Butteville Rd & Parr Rd AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 8.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 55 230 350 65 125 150 Future Vol, veh/h 55 230 350 65 125 150 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 88 88 88 88 88 88 Heavy Vehicles, % 1 1 2 2 1 1 Mvmt Flow 63 261 398 74 142 170 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 889 435 0 0 472 0 Stage 1 435 - - - - - Stage 2 455 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 315 624 - - 1095 - Stage 1 655 - - - - - Stage 2 641 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 270 624 - - 1095 - Mov Cap-2 Maneuver 270 - - - - - Stage 1 655 - - - - - Stage 2 550 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 24.72 0 3.99 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 498 818 - HCM Lane V/C Ratio - - 0.651 0.13 - HCM Ctrl Dly (s/v) - - 24.7 8.8 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 4.6 0.4 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 14: Stacy Allison Way & North Site Drwy AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 30 30 1 50 15 Future Vol, veh/h 1 30 30 1 50 15 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 33 33 1 54 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 158 33 0 0 34 0 Stage 1 33 - - - - - Stage 2 125 - - - - - 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 1040 - - 1578 - Stage 1 989 - - - - - Stage 2 901 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 804 1040 - - 1578 - Mov Cap-2 Maneuver 778 - - - - - Stage 1 989 - - - - - Stage 2 870 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 8.62 0 5.66 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 1029 1578 - HCM Lane V/C Ratio - - 0.033 0.034 - HCM Ctrl Dly (s/v) - - 8.6 7.4 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.1 0.1 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 15: Stacy Allison Way & South Site Drwy AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 5 25 1 5 10 Future Vol, veh/h 1 5 25 1 5 10 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 5 27 1 5 11 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 49 28 0 0 28 0 Stage 1 28 - - - - - Stage 2 22 - - - - - 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 960 1048 - - 1585 - Stage 1 995 - - - - - Stage 2 1001 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 956 1048 - - 1585 - Mov Cap-2 Maneuver 891 - - - - - Stage 1 995 - - - - - Stage 2 997 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 8.56 0 2.43 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 1018 1585 - HCM Lane V/C Ratio - - 0.006 0.003 - HCM Ctrl Dly (s/v) - - 8.6 7.3 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 16: Evergreen Rd & Site Drwy AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 25 35 165 105 55 Future Vol, veh/h 40 25 35 165 105 55 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 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 27 38 179 114 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 399 144 174 0 - 0 Stage 1 144 - - - - - Stage 2 255 - - - - - 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 1 883 - - - - - Stage 2 787 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 642 - - - - - Stage 1 859 - - - - - Stage 2 787 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 10.52 1.34 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1403 - 723 - - HCM Lane V/C Ratio 0.027 - 0.098 - - HCM Ctrl Dly (s/v) 7.6 - 10.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.3 - - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 710 470 0 910 490 0 0 0 735 0 370 Future Volume (vph) 0 710 470 0 910 490 0 0 0 735 0 370 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 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 1413 3260 1458 3131 1423 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1413 3260 1458 3131 1423 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 747 495 0 958 516 0 0 0 774 0 389 RTOR Reduction (vph) 0 0 193 0 0 201 0 0 0 0 0 78 Lane Group Flow (vph) 0 747 302 0 958 315 0 0 0 774 0 311 Confl. Peds. 2 1 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 0% 0% 0% 3% 3% 3% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 61.1 61.1 61.1 61.1 29.9 29.9 Effective Green, g 61.1 61.1 61.1 61.1 29.9 29.9 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.30 0.30 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1972 863 1991 890 936 425 v/s Ratio Prot 0.23 c0.29 c0.25 v/s Ratio Perm 0.21 0.22 0.22 v/c Ratio 0.38 0.35 0.48 0.35 0.83 0.73 Uniform Delay, d1 9.8 9.6 10.7 9.7 32.6 31.5 Progression Factor 1.00 1.00 0.65 0.07 1.00 1.00 Incremental Delay, d2 0.6 1.1 0.7 0.9 6.1 6.4 Delay 10.4 10.7 7.6 1.6 38.7 37.9 Level of Service B B A A D D Approach Delay (s/veh) 10.5 5.5 0.0 38.4 Approach LOS B A A D Intersection Summary HCM 2000 Control Delay (s/veh) 17.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 710 470 0 910 490 0 0 0 735 0 370 Future Volume (veh/h) 0 710 470 0 910 490 0 0 0 735 0 370 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 Adj Flow Rate, veh/h 0 747 0 0 958 0 774 0 389 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 3 Cap, veh/h 0 1962 0 1978 965 0 443 Arrive On Green 0.00 0.60 0.00 0.00 1.00 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1448 Grp Volume(v), veh/h 0 747 0 0 958 0 774 0 389 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1448 Q Serve(g_s), s 0.0 11.8 0.0 0.0 0.0 0.0 22.5 0.0 25.5 Cycle Q Clear(g_c), s 0.0 11.8 0.0 0.0 0.0 0.0 22.5 0.0 25.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1962 0 1978 965 0 443 V/C Ratio(X) 0.00 0.38 0.00 0.48 0.80 0.00 0.88 Avail Cap(c_a), veh/h 0 1962 0 1978 1121 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.69 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 10.2 0.0 0.0 0.0 0.0 31.9 0.0 33.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.6 0.0 3.7 0.0 14.4 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 4.1 0.0 0.0 0.2 0.0 8.9 0.0 10.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 10.7 0.0 0.0 0.6 0.0 35.7 0.0 47.4 LOS B A D D Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 10.7 0.6 39.6 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 64.9 35.1 64.9 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 13.8 27.5 2.0 Green Ext Time s 6.2 3.1 8.9 Intersection Summary HCM 7th Control Delay, s/veh 19.0 HCM 7th 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 Projected 2026 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1245 215 0 1035 365 675 Future Volume (vph) 1245 215 0 1035 365 675 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 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) 3228 1403 3260 2978 1327 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3228 1403 3260 2978 1327 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1339 231 0 1113 392 726 RTOR Reduction (vph) 0 92 0 0 29 29 Lane Group Flow (vph) 1339 139 0 1113 726 334 Confl. Peds. 4 Confl. Bikes 2 Heavy Vehicles 3% 3% 2% 2% 2% 2% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 60.3 60.3 60.3 29.8 29.8 Effective Green, g 60.3 60.3 60.3 29.8 29.8 Actuated g/C Ratio 0.60 0.60 0.60 0.30 0.30 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1946 846 1965 887 395 v/s Ratio Prot c0.41 0.34 0.24 c0.25 v/s Ratio Perm 0.10 v/c Ratio 0.69 0.16 0.57 0.82 0.84 Uniform Delay, d1 13.5 8.7 12.0 32.6 32.9 Progression Factor 1.07 1.72 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.4 1.2 5.9 15.1 Delay 16.1 15.4 13.2 38.5 48.0 Level of Service B B B D D Approach Delay (s/veh) 16.0 13.2 41.6 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 75 1025 570 10 315 820 45 670 45 270 35 Future Volume (vph) 45 75 1025 570 10 315 820 45 670 45 270 35 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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 0.99 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) 1630 3260 1425 1630 3231 1564 1577 1453 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1630 3260 1425 1630 3231 1564 1577 1453 1646 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) 47 79 1079 600 11 332 863 47 705 47 284 37 RTOR Reduction (vph) 0 0 0 279 0 0 2 0 0 0 194 0 Lane Group Flow (vph) 0 126 1079 321 0 343 908 0 374 378 90 37 Confl. Peds. 1 1 2 1 1 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 14.7 45.0 45.0 27.0 57.3 47.4 47.4 47.4 13.1 Effective Green, g 14.7 45.0 45.0 27.0 57.3 47.4 47.4 47.4 13.1 Actuated g/C Ratio 0.10 0.30 0.30 0.18 0.38 0.32 0.32 0.32 0.09 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 159 978 [PHONE REDACTED] 494 498 459 143 v/s Ratio Prot 0.08 c0.33 c0.21 0.28 0.24 c0.24 0.02 v/s Ratio Perm 0.23 0.06 v/c Ratio 0.79 1.10 0.75 1.17 0.74 0.76 0.76 0.20 0.26 Uniform Delay, d1 66.2 52.5 47.5 61.5 39.8 46.1 46.2 37.4 63.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.1 61.4 11.6 107.0 3.9 6.5 6.5 0.2 1.0 Delay 89.2 113.9 59.1 168.5 43.8 52.7 52.7 37.6 64.9 Level of Service F F E F D D D D E Approach Delay (s/veh) 93.9 77.9 48.6 Approach LOS F E D Intersection Summary HCM 2000 Control Delay (s/veh) 77.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 150.0 Sum of lost time 17.5 Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 45 75 Future Volume (vph) 45 75 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1555 Flt Permitted 1.00 Satd. Flow (perm) 1555 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 47 79 RTOR Reduction (vph) 46 0 Lane Group Flow (vph) 80 0 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 13.1 Effective Green, g 13.1 Actuated g/C Ratio 0.09 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 135 v/s Ratio Prot c0.05 v/s Ratio Perm v/c Ratio 0.60 Uniform Delay, d1 65.9 Progression Factor 1.00 Incremental Delay, d2 6.9 Delay 72.8 Level of Service E Approach Delay (s/veh) 71.0 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 15 85 1055 35 1 65 995 55 105 30 65 60 Future Volume (vph) 15 85 1055 35 1 65 995 55 105 30 65 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 0.90 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1630 3242 1630 3230 1646 1529 1646 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1630 3242 1630 3230 1646 1529 1646 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 16 90 1122 37 1 69 1059 59 112 32 69 64 RTOR Reduction (vph) 0 0 2 0 0 0 3 0 0 60 0 0 Lane Group Flow (vph) 0 106 1157 0 0 70 1115 0 112 41 0 64 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% 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 11.4 54.1 8.5 51.2 11.9 12.8 8.1 Effective Green, g 11.4 54.1 8.5 51.2 11.9 12.8 8.1 Actuated g/C Ratio 0.11 0.54 0.09 0.51 0.12 0.13 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 185 1753 138 1653 195 195 133 v/s Ratio Prot c0.07 c0.36 0.04 0.35 c0.07 c0.03 0.04 v/s Ratio Perm v/c Ratio 0.57 0.66 0.51 0.67 0.57 0.21 0.48 Uniform Delay, d1 42.0 16.4 43.7 18.2 41.7 39.1 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 2.0 2.9 2.2 4.0 0.5 2.7 Delay 46.2 18.4 46.7 20.4 45.7 39.6 46.7 Level of Service D B D C D D D Approach Delay (s/veh) 20.7 22.0 42.8 Approach LOS C C D Intersection Summary HCM 2000 Control Delay (s/veh) 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 30 70 Future Volume (vph) 30 70 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 0.90 Flt Protected 1.00 Satd. Flow (prot) 1532 Flt Permitted 1.00 Satd. Flow (perm) 1532 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 32 74 RTOR Reduction (vph) 67 0 Lane Group Flow (vph) 39 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 9.0 Effective Green, g 9.0 Actuated g/C Ratio 0.09 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 137 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.28 Uniform Delay, d1 42.5 Progression Factor 1.00 Incremental Delay, d2 1.1 Delay 43.6 Level of Service D Approach Delay (s/veh) 44.8 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 615 355 115 660 120 280 150 115 95 250 150 Future Volume (vph) 125 615 355 115 660 120 280 150 115 95 250 150 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 128 628 362 117 673 122 286 153 117 97 255 153 RTOR Reduction (vph) 0 0 93 0 0 48 0 0 76 0 0 79 Lane Group Flow (vph) 128 628 269 117 673 74 286 153 41 97 255 74 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 9.5 45.6 66.1 9.5 45.6 56.8 20.5 30.6 40.1 11.2 21.3 30.8 Effective Green, g 9.5 45.6 66.1 9.5 45.6 56.8 20.5 30.6 40.1 11.2 21.3 30.8 Actuated g/C Ratio 0.08 0.40 0.58 0.08 0.40 0.49 0.18 0.27 0.35 0.10 0.19 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 133 674 887 134 681 777 293 461 562 160 321 452 v/s Ratio Prot c0.08 0.37 0.05 0.07 c0.39 0.01 c0.17 0.09 0.01 0.06 c0.15 0.01 v/s Ratio Perm 0.13 0.04 0.02 0.04 v/c Ratio 0.96 0.93 0.30 0.87 0.99 0.10 0.98 0.33 0.07 0.61 0.79 0.16 Uniform Delay, d1 52.5 33.2 12.6 52.1 34.4 15.4 47.0 33.9 25.0 49.7 44.7 32.2 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 66.1 19.7 0.2 42.1 31.2 0.1 45.6 0.4 0.1 6.4 12.7 0.2 Delay 118.6 52.9 12.7 94.2 65.6 15.5 92.5 34.3 25.0 56.1 57.4 32.4 Level of Service F D B F E B F C C E E C Approach Delay (s/veh) 47.4 62.5 62.3 49.6 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay (s/veh) 54.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 114.9 Sum of lost time 18.0 Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 615 355 115 660 120 280 150 115 95 250 150 Future Volume (veh/h) 125 615 355 115 660 120 280 150 115 95 250 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1709 1709 1709 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 128 628 362 117 673 122 286 153 117 97 255 153 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 2 2 2 1 1 1 1 1 1 Cap, veh/h 137 688 846 138 693 693 301 488 528 120 298 377 Arrive On Green 0.08 0.40 0.40 0.08 0.40 0.40 0.18 0.28 0.28 0.07 0.17 0.17 Sat Flow, veh/h 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Grp Volume(v), veh/h 128 628 362 117 673 122 286 153 117 97 255 153 Grp Sat Flow(s),veh/h/ln 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Q Serve(g_s), s 8.8 39.1 15.6 7.9 43.2 5.4 19.3 7.8 6.3 6.5 16.1 9.7 Cycle Q Clear(g_c), s 8.8 39.1 15.6 7.9 43.2 5.4 19.3 7.8 6.3 6.5 16.1 9.7 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 137 688 846 138 693 693 301 488 528 120 298 377 V/C Ratio(X) 0.93 0.91 0.43 0.85 0.97 0.18 0.95 0.31 0.22 0.81 0.85 0.41 Avail Cap(c_a), veh/h 137 690 848 138 695 695 301 516 551 198 408 470 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 51.3 31.8 13.0 50.9 33.0 17.0 45.6 31.9 24.7 51.5 45.3 34.8 Incr Delay (d2), s/veh 56.8 16.6 0.3 35.8 26.9 0.1 38.8 0.4 0.2 12.0 12.3 0.7 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 5.7 18.9 5.0 4.6 22.7 1.8 11.1 3.3 2.2 3.1 7.9 3.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 108.1 48.4 13.3 86.7 60.0 17.1 84.5 32.3 24.9 63.5 57.6 35.5 LOS F D B F E B F C C E E D Approach Vol, veh/h 1118 912 556 505 Approach Delay, s/veh 43.9 57.7 57.6 52.0 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 49.9 25.0 23.9 14.0 49.9 12.7 36.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 45.5 20.5 26.5 9.5 45.5 13.5 33.5 Max Q Clear Time (g_c+I1), s 9.9 41.1 21.3 18.1 10.8 45.2 8.5 9.8 Green Ext Time s 0.0 2.2 0.0 1.3 0.0 0.2 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 51.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 6: Evergreen Rd & Stacy Allison Way PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 104.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 465 75 35 550 675 290 Future Vol, veh/h 465 75 35 550 675 290 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 495 80 37 585 718 309 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1532 872 1027 0 - 0 Stage 1 872 - - - - - Stage 2 660 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver ~ 129 351 680 - - - Stage 1 ~ 411 - - - - - Stage 2 516 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 122 351 680 - - - Mov Cap-2 Maneuver ~ 256 - - - - - Stage 1 ~ 388 - - - - - Stage 2 516 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v $ 402.56 0.63 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 680 - 256 351 - - HCM Lane V/C Ratio 0.055 - 1.929 0.227 - - HCM Ctrl Dly (s/v) 10.6 464.5 18.2 - - HCM Lane LOS B - F C - - HCM 95th %tile Q(veh) 0.2 - 35.1 0.9 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 7: Evergreen Rd & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 98.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 55 1 185 70 155 5 430 105 185 485 40 Future Vol, veh/h 25 55 1 185 70 155 5 430 105 185 485 40 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 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 1 1 1 Mvmt Flow 26 58 1 195 74 163 5 453 111 195 511 42 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, s/veh 16.4 48.1 142.2 103.7 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 31% 45% 100% 0% Vol Thru, % 0% 80% 68% 17% 0% 92% Vol Right, % 0% 20% 1% 38% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 535 81 410 185 525 LT Vol 5 0 25 185 185 0 Through Vol 0 430 55 70 0 485 RT Vol 0 105 1 155 0 40 Lane Flow Rate 5 563 85 432 195 553 Geometry Grp 5 5 2 2 5 5 Degree of Util 0.012 1.22 0.221 0.888 0.451 1.193 Departure Headway (Hd) 8.778 8.116 10.425 8.095 8.805 8.229 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 410 451 347 453 411 448 Service Time 6.478 5.816 8.425 6.095 6.505 5.929 HCM Lane V/C Ratio 0.012 1.248 0.245 0.954 0.474 1.234 HCM Control Delay, s/veh 11.6 143.4 16.4 48.1 18.5 133.7 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 21.6 0.8 9.4 2.3 20.2 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 8: Harvard Dr & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 44.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 285 45 200 270 1 20 60 145 10 160 70 Future Vol, veh/h 20 285 45 200 270 1 20 60 145 10 160 70 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 22 313 49 220 297 1 22 66 159 11 176 77 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 298 0 0 363 0 0 1206 1119 338 1127 1143 297 Stage 1 - - - - - - 382 382 - 737 737 - Stage 2 - - - - - - 824 737 - 390 407 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 - - - - - - 6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 - - - - - - 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 1269 - - 1202 - - 161 208 707 183 201 745 Stage 1 - - - - - - 643 614 - 412 426 - Stage 2 - - - - - - 369 426 - 636 599 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1269 - - 1202 - - - 167 707 74 ~ 161 745 Mov Cap-2 Maneuver - - - - - - - 167 - 74 ~ 161 - Stage 1 - - - - - - 632 604 - 336 348 - Stage 2 - - - - - - 134 348 - 431 589 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.45 3.68 230.29 HCM LOS - F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 1269 - - 1202 - - 197 HCM Lane V/C Ratio - 0.017 - - 0.183 - - 1.341 HCM Ctrl Dly (s/v) - 7.9 - - 8.7 - - 230.3 HCM Lane LOS - A - - A - - F HCM 95th %tile Q(veh) - 0.1 - - 0.7 - - 15 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 9: Settlemier St & Hayes St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 115 190 185 445 515 100 Future Volume (veh/h) 115 190 185 445 515 100 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 129 213 208 500 579 112 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 Cap, veh/h 313 [PHONE REDACTED] 600 116 Arrive On Green 0.19 0.19 0.13 0.64 0.42 0.42 Sat Flow, veh/h 1654 1471 1654 1736 1414 273 Grp Volume(v), veh/h 129 213 208 500 0 691 Grp Sat Flow(s),veh/h/ln 1654 1471 1654 1736 0 1687 Q Serve(g_s), s 3.6 7.1 6.5 7.6 0.0 20.7 Cycle Q Clear(g_c), s 3.6 7.1 6.5 7.6 0.0 20.7 Prop In Lane 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 313 [PHONE REDACTED] 0 717 V/C Ratio(X) 0.41 0.77 1.00 0.45 0.00 0.96 Avail Cap(c_a), veh/h 575 [PHONE REDACTED] 0 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.5 19.9 22.6 4.8 0.0 14.5 Incr Delay (d2), s/veh 0.9 4.4 63.1 0.3 0.0 25.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.9 5.9 1.7 0.0 11.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 19.3 24.3 85.7 5.1 0.0 39.5 LOS B C F A D Approach Vol, veh/h 342 708 691 Approach Delay, s/veh 22.4 28.8 39.5 Approach LOS C C D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.5 14.3 11.0 26.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 6.5 22.0 Max Q Clear Time (g_c+I1), s 9.6 9.1 8.5 22.7 Green Ext Time s 3.3 0.8 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 31.8 HCM 7th LOS C ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 10: Evergreen Rd & Hopper St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 100 10 5 145 200 145 Future Vol, veh/h 100 10 5 145 200 145 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 - 550 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 114 11 6 165 227 165 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 486 310 392 0 - 0 Stage 1 310 - - - - - Stage 2 176 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 746 - - - - - Stage 2 857 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 606 - - - - - Stage 1 743 - - - - - Stage 2 857 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 12.34 0.27 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1172 - 615 - - HCM Lane V/C Ratio 0.005 - 0.203 - - HCM Ctrl Dly (s/v) 8.1 - 12.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.8 - - ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 11: Parr Rd & Evergreen Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 30 95 15 80 30 85 110 75 90 15 Future Vol, veh/h 10 10 30 95 15 80 30 85 110 75 90 15 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, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 11 11 34 108 17 91 34 97 125 85 102 17 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, s/veh 8.5 10 9.9 9.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 13% 20% 50% 42% Vol Thru, % 38% 20% 8% 50% Vol Right, % 49% 60% 42% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 225 50 190 180 LT Vol 30 10 95 75 Through Vol 85 10 15 90 RT Vol 110 30 80 15 Lane Flow Rate 256 57 216 205 Geometry Grp 1 1 1 1 Degree of Util 0.325 0.078 0.294 0.28 Departure Headway (Hd) 4.578 4.969 4.904 4.923 Convergence, Y/N Yes Yes Yes Yes Cap 780 712 725 724 Service Time 2.646 3.064 2.978 2.995 HCM Lane V/C Ratio 0.328 0.08 0.298 0.283 HCM Control Delay, s/veh 9.9 8.5 10 9.9 HCM Lane LOS A A A A HCM 95th-tile Q 1.4 0.3 1.2 1.1 ---PAGE BREAK--- HCM 7th AWSC Projected 2026 with Project 12: Settlemier St & Parr Rd/Front St PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Intersection Delay, s/veh16.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 65 150 75 105 5 115 195 50 5 245 70 Future Vol, veh/h 60 65 150 75 105 5 115 195 50 5 245 70 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 65 70 161 81 113 5 124 210 54 5 263 75 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 SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh14.2 12.7 20.5 15.6 HCM LOS B B C C Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 37% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 63% 0% 0% 30% 0% 95% 98% 0% Vol Right, % 0% 100% 0% 70% 0% 5% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 310 50 60 215 75 110 250 70 LT Vol 115 0 60 0 75 0 5 0 Through Vol 195 0 0 65 0 105 245 0 RT Vol 0 50 0 150 0 5 0 70 Lane Flow Rate 333 54 65 231 81 118 269 75 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.654 0.092 0.14 0.438 0.18 0.246 0.523 0.131 Departure Headway (Hd) 7.067 6.162 7.83 6.817 8.036 7.489 7.001 6.275 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 510 581 458 527 446 479 513 571 Service Time 4.813 3.908 5.579 4.565 5.791 5.244 4.749 4.023 HCM Lane V/C Ratio 0.653 0.093 0.142 0.438 0.182 0.246 0.524 0.131 HCM Control Delay, s/veh 22.3 9.5 11.9 14.8 12.6 12.7 17.2 10 HCM Lane LOS C A B B B B C A HCM 95th-tile Q 4.7 0.3 0.5 2.2 0.6 1 3 0.4 ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 13: Butteville Rd & Parr Rd PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 7.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 85 120 160 90 170 235 Future Vol, veh/h 85 120 160 90 170 235 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 88 88 88 88 88 88 Heavy Vehicles, % 1 1 3 3 1 1 Mvmt Flow 97 136 182 102 193 267 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 886 233 0 0 284 0 Stage 1 233 - - - - - Stage 2 653 - - - - - Critical Hdwy 6.41 6.21 - - 4.11 - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 - - 2.209 - Pot Cap-1 Maneuver 316 809 - - 1284 - Stage 1 808 - - - - - Stage 2 520 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 260 809 - - 1284 - Mov Cap-2 Maneuver 260 - - - - - Stage 1 808 - - - - - Stage 2 428 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 22.7 0 3.48 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 432 756 - HCM Lane V/C Ratio - - 0.54 0.15 - HCM Ctrl Dly (s/v) - - 22.7 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.1 0.5 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 14: Stacy Allison Way & North Site Drwy PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 7.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 155 20 0 155 30 Future Vol, veh/h 1 155 20 0 155 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 168 22 0 168 33 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 391 22 0 0 22 0 Stage 1 22 - - - - - Stage 2 370 - - - - - 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 613 1055 - - 1594 - Stage 1 1001 - - - - - Stage 2 699 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 548 1055 - - 1594 - Mov Cap-2 Maneuver 560 - - - - - Stage 1 1001 - - - - - Stage 2 625 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 9.09 0 6.31 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 1050 1594 - HCM Lane V/C Ratio - - 0.162 0.106 - HCM Ctrl Dly (s/v) - - 9.1 7.5 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.6 0.4 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 15: Stacy Allison Way & South Site Drwy PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 5 15 1 5 25 Future Vol, veh/h 1 5 15 1 5 25 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 5 16 1 5 27 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 55 17 0 0 17 0 Stage 1 17 - - - - - Stage 2 38 - - - - - 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 953 1062 - - 1600 - Stage 1 1006 - - - - - Stage 2 984 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 950 1062 - - 1600 - Mov Cap-2 Maneuver 885 - - - - - Stage 1 1006 - - - - - Stage 2 981 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 8.52 0 1.21 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 1028 1600 - HCM Lane V/C Ratio - - 0.006 0.003 - HCM Ctrl Dly (s/v) - - 8.5 7.3 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - ---PAGE BREAK--- HCM 7th TWSC Projected 2026 with Project 16: Evergreen Rd & Site Drwy PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 120 65 65 105 170 120 Future Vol, veh/h 120 65 65 105 170 120 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 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 71 71 114 185 130 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 505 250 315 0 - 0 Stage 1 250 - - - - - Stage 2 255 - - - - - 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 1 792 - - - - - Stage 2 787 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 576 - - - - - Stage 1 747 - - - - - Stage 2 787 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 13.25 3.08 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1245 - 636 - - HCM Lane V/C Ratio 0.057 - 0.316 - - HCM Ctrl Dly (s/v) 8.1 - 13.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 1.4 - - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 390 255 0 475 490 0 0 0 325 0 215 Future Volume (vph) 0 390 255 0 475 490 0 0 0 325 0 215 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 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) 3107 1361 3137 1403 2906 1340 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3107 1361 3137 1403 2906 1340 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) 0 419 274 0 511 527 0 0 0 349 0 231 RTOR Reduction (vph) 0 0 72 0 0 139 0 0 0 0 0 191 Lane Group Flow (vph) 0 419 202 0 511 388 0 0 0 349 0 40 Confl. Peds. 2 Heavy Vehicles 7% 7% 7% 6% 6% 6% 0% 0% 0% 11% 11% 11% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 73.6 73.6 73.6 73.6 17.4 17.4 Effective Green, g 73.6 73.6 73.6 73.6 17.4 17.4 Actuated g/C Ratio 0.74 0.74 0.74 0.74 0.17 0.17 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2286 1001 2308 1032 505 233 v/s Ratio Prot 0.13 0.16 c0.12 v/s Ratio Perm 0.15 c0.28 0.03 v/c Ratio 0.18 0.20 0.22 0.38 0.69 0.17 Uniform Delay, d1 4.0 4.1 4.2 4.8 38.8 35.2 Progression Factor 1.00 1.00 0.95 1.93 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.2 1.0 4.1 0.4 Delay 4.2 4.5 4.2 10.3 42.8 35.5 Level of Service A A A B D D Approach Delay (s/veh) 4.3 7.3 0.0 39.9 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2040 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 390 255 0 475 490 0 0 0 325 0 215 Future Volume (veh/h) 0 390 255 0 475 490 0 0 0 325 0 215 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1654 1654 0 1668 1668 1600 0 1600 Adj Flow Rate, veh/h 0 419 0 0 511 0 349 0 231 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 7 7 0 6 6 11 0 11 Cap, veh/h 0 2221 0 2239 601 0 276 Arrive On Green 0.00 0.71 0.00 0.00 1.00 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3226 1402 0 3253 1414 2956 0 1356 Grp Volume(v), veh/h 0 419 0 0 511 0 349 0 231 Grp Sat Flow(s),veh/h/ln 0 1572 1402 0 1585 1414 1478 0 1356 Q Serve(g_s), s 0.0 4.5 0.0 0.0 0.0 0.0 10.7 0.0 16.4 Cycle Q Clear(g_c), s 0.0 4.5 0.0 0.0 0.0 0.0 10.7 0.0 16.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2221 0 2239 601 0 276 V/C Ratio(X) 0.00 0.19 0.00 0.23 0.58 0.00 0.84 Avail Cap(c_a), veh/h 0 2221 0 2239 1049 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.82 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.0 0.0 0.0 0.0 0.0 36.0 0.0 38.2 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.9 0.0 6.7 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 1.3 0.0 0.0 0.1 0.0 3.9 0.0 5.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 5.2 0.0 0.0 0.2 0.0 36.9 0.0 44.9 LOS A A D D Approach Vol, veh/h 419 511 580 Approach Delay, s/veh 5.2 0.2 40.1 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 75.2 24.8 75.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 6.5 18.4 2.0 Green Ext Time s 3.2 2.0 4.0 Intersection Summary HCM 7th Control Delay, s/veh 16.9 HCM 7th 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 Baseline 2040 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 505 215 0 685 285 585 Future Volume (vph) 505 215 0 685 285 585 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 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) 3079 1344 3137 2853 1277 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3079 1344 3137 2853 1277 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 532 226 0 721 300 616 RTOR Reduction (vph) 0 63 0 0 232 253 Lane Group Flow (vph) 532 163 0 721 376 55 Confl. Peds. 2 Confl. Bikes 2 Heavy Vehicles 8% 8% 6% 6% 6% 6% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 72.1 72.1 72.1 18.0 18.0 Effective Green, g 72.1 72.1 72.1 18.0 18.0 Actuated g/C Ratio 0.72 0.72 0.72 0.18 0.18 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2219 969 2261 513 229 v/s Ratio Prot 0.17 c0.23 c0.13 0.04 v/s Ratio Perm 0.12 v/c Ratio 0.24 0.17 0.32 0.73 0.24 Uniform Delay, d1 4.7 4.4 5.1 38.7 35.2 Progression Factor 0.98 2.13 0.65 1.00 1.00 Incremental Delay, d2 0.3 0.4 0.2 5.4 0.6 Delay 4.9 9.8 3.5 44.1 35.7 Level of Service A A A D D Approach Delay (s/veh) 6.3 3.5 41.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 18.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 55 55 745 160 5 115 825 20 630 25 150 15 Future Volume (vph) 55 55 745 160 5 115 825 20 630 25 150 15 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.97 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) 1614 3137 1368 1572 3125 1548 1558 1437 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1614 3137 1368 1572 3125 1548 1558 1437 1646 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) 59 59 801 172 5 124 887 22 677 27 161 16 RTOR Reduction (vph) 0 0 0 113 0 0 2 0 0 0 115 0 Lane Group Flow (vph) 0 118 801 59 0 129 907 0 352 352 46 16 Confl. Peds. 2 5 2 2 Confl. Bikes 1 1 Heavy Vehicles 0% 6% 6% 6% 0% 6% 6% 6% 2% 2% 2% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.7 34.3 34.3 12.1 34.7 28.5 28.5 28.5 7.6 Effective Green, g 11.7 34.3 34.3 12.1 34.7 28.5 28.5 28.5 7.6 Actuated g/C Ratio 0.12 0.34 0.34 0.12 0.35 0.28 0.28 0.28 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 188 1075 [PHONE REDACTED] 441 444 409 125 v/s Ratio Prot 0.07 0.26 c0.08 c0.29 c0.23 0.23 0.01 v/s Ratio Perm 0.04 0.03 v/c Ratio 0.63 0.75 0.13 0.68 0.84 0.80 0.79 0.11 0.13 Uniform Delay, d1 42.1 29.0 22.6 42.1 30.0 33.1 33.0 26.4 43.1 Progression Factor 1.08 0.69 0.32 0.80 0.99 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 4.4 0.5 8.8 7.3 9.7 9.4 0.1 0.5 Delay 51.6 24.4 7.7 42.3 37.0 42.8 42.4 26.5 43.6 Level of Service D C A D D D D C D Approach Delay (s/veh) 24.7 37.6 39.6 Approach LOS C D D Intersection Summary HCM 2000 Control Delay (s/veh) 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 20 30 Future Volume (vph) 20 30 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1563 Flt Permitted 1.00 Satd. Flow (perm) 1563 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 22 32 RTOR Reduction (vph) 30 0 Lane Group Flow (vph) 24 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.6 Effective Green, g 7.6 Actuated g/C Ratio 0.08 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 118 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay 44.2 Level of Service D Approach Delay (s/veh) 44.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 20 755 5 1 75 775 15 100 10 80 10 Future Volume (vph) 10 20 755 5 1 75 775 15 100 10 80 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 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 0.87 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1600 3133 1555 3097 1646 1471 1630 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1600 3133 1555 3097 1646 1471 1630 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) 11 21 795 5 1 79 816 16 105 11 84 11 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 70 0 0 Lane Group Flow (vph) 0 32 800 0 0 80 831 0 105 25 0 11 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 0% 6% 6% 6% 0% 7% 7% 7% 1% 1% 1% 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 5.2 56.0 9.2 60.0 10.2 16.8 1.5 Effective Green, g 5.2 56.0 9.2 60.0 10.2 16.8 1.5 Actuated g/C Ratio 0.05 0.56 0.09 0.60 0.10 0.17 0.02 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 83 1754 143 1858 167 247 24 v/s Ratio Prot 0.02 0.26 c0.05 c0.27 c0.06 c0.02 0.01 v/s Ratio Perm v/c Ratio 0.39 0.46 0.56 0.45 0.63 0.10 0.46 Uniform Delay, d1 45.9 13.0 43.5 10.9 43.1 35.2 48.8 Progression Factor 0.43 1.84 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.7 4.7 0.8 7.2 0.2 13.2 Delay 22.2 24.5 48.1 11.7 50.3 35.4 62.1 Level of Service C C D B D D E Approach Delay (s/veh) 24.4 14.9 43.2 Approach LOS C B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 5 55 Future Volume (vph) 5 55 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1454 Flt Permitted 1.00 Satd. Flow (perm) 1454 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 5 58 RTOR Reduction (vph) 53 0 Lane Group Flow (vph) 10 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 8.1 Effective Green, g 8.1 Actuated g/C Ratio 0.08 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 117 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.08 Uniform Delay, d1 42.5 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay 42.8 Level of Service D Approach Delay (s/veh) 45.7 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2040 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 475 140 45 415 45 325 120 90 65 90 110 Future Volume (vph) 70 475 140 45 415 45 325 120 90 65 90 110 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 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) 1554 1636 1390 1484 1563 1328 1630 1716 1431 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 74 505 149 48 441 48 346 128 96 69 96 117 RTOR Reduction (vph) 0 0 59 0 0 27 0 0 63 0 0 94 Lane Group Flow (vph) 74 505 90 48 441 21 346 128 33 69 96 23 Confl. Bikes 2 Heavy Vehicles 7% 7% 7% 12% 12% 12% 2% 2% 2% 2% 2% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 30.5 51.1 4.3 29.3 36.2 20.6 24.6 28.9 6.9 10.9 16.4 Effective Green, g 5.5 30.5 51.1 4.3 29.3 36.2 20.6 24.6 28.9 6.9 10.9 16.4 Actuated g/C Ratio 0.07 0.36 0.61 0.05 0.35 0.43 0.24 0.29 0.34 0.08 0.13 0.19 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 101 591 916 75 542 641 398 500 566 133 221 361 v/s Ratio Prot c0.05 c0.31 0.02 0.03 0.28 0.00 c0.21 0.07 0.00 0.04 c0.06 0.00 v/s Ratio Perm 0.04 0.01 0.02 0.01 v/c Ratio 0.73 0.85 0.10 0.64 0.81 0.03 0.87 0.26 0.06 0.52 0.43 0.06 Uniform Delay, d1 38.7 24.8 7.0 39.2 25.0 13.9 30.6 22.8 18.6 37.1 33.9 27.7 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 23.7 11.6 0.0 17.1 9.1 0.0 17.9 0.3 0.0 3.4 1.4 0.1 Delay 62.4 36.4 7.0 56.4 34.1 13.9 48.5 23.1 18.6 40.5 35.2 27.8 Level of Service E D A E C B D C B D D C Approach Delay (s/veh) 33.0 34.3 37.7 33.4 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay (s/veh) 34.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 84.3 Sum of lost time 18.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2040 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 475 140 45 415 45 325 120 90 65 90 110 Future Volume (veh/h) 70 475 140 45 415 45 325 120 90 65 90 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1654 1586 1586 1586 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 74 505 149 48 441 48 346 128 96 69 96 117 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 Percent Heavy Veh, % 7 7 7 12 12 12 2 2 2 2 2 2 Cap, veh/h 90 576 822 66 530 520 391 514 489 87 194 248 Arrive On Green 0.06 0.35 0.35 0.04 0.33 0.33 0.24 0.30 0.30 0.05 0.11 0.11 Sat Flow, veh/h 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Grp Volume(v), veh/h 74 505 149 48 441 48 346 128 96 69 96 117 Grp Sat Flow(s),veh/h/ln 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Q Serve(g_s), s 3.2 20.0 3.4 2.2 17.9 1.6 14.2 3.9 3.3 2.9 3.7 5.1 Cycle Q Clear(g_c), s 3.2 20.0 3.4 2.2 17.9 1.6 14.2 3.9 3.3 2.9 3.7 5.1 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 90 576 822 66 530 520 391 514 489 87 194 248 V/C Ratio(X) 0.82 0.88 0.18 0.73 0.83 0.09 0.88 0.25 0.20 0.80 0.49 0.47 Avail Cap(c_a), veh/h 124 699 926 119 670 639 482 925 829 223 654 637 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 32.6 21.4 6.7 33.0 21.5 13.6 25.7 18.6 16.2 32.7 29.1 26.2 Incr Delay (d2), s/veh 25.4 10.6 0.1 14.5 7.2 0.1 15.2 0.3 0.2 15.1 1.9 1.4 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 1.8 8.8 0.9 1.0 7.2 0.5 6.9 1.5 1.0 1.5 1.6 1.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 58.0 32.0 6.8 47.5 28.6 13.7 40.9 18.8 16.4 47.8 31.1 27.6 LOS E C A D C B D B B D C C Approach Vol, veh/h 728 537 570 282 Approach Delay, s/veh 29.5 29.0 31.8 33.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 28.8 21.2 12.4 8.5 27.8 8.2 25.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 29.5 20.5 26.5 5.5 29.5 9.5 37.5 Max Q Clear Time (g_c+I1), s 4.2 22.0 16.2 7.1 5.2 19.9 4.9 5.9 Green Ext Time s 0.0 2.3 0.5 0.8 0.0 2.1 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 30.5 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 745 500 0 960 490 0 0 0 740 0 390 Future Volume (vph) 0 745 500 0 960 490 0 0 0 740 0 390 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 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 1413 3260 1458 3131 1423 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1413 3260 1458 3131 1423 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 784 526 0 1011 516 0 0 0 779 0 411 RTOR Reduction (vph) 0 0 206 0 0 202 0 0 0 0 0 68 Lane Group Flow (vph) 0 784 320 0 1011 314 0 0 0 779 0 343 Confl. Peds. 2 1 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 0% 0% 0% 3% 3% 3% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 60.8 60.8 60.8 60.8 30.2 30.2 Effective Green, g 60.8 60.8 60.8 60.8 30.2 30.2 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.30 0.30 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1962 859 1982 886 945 429 v/s Ratio Prot 0.24 c0.31 c0.25 v/s Ratio Perm 0.23 0.22 0.24 v/c Ratio 0.40 0.37 0.51 0.35 0.82 0.80 Uniform Delay, d1 10.1 9.9 11.1 9.8 32.4 32.1 Progression Factor 1.00 1.00 0.64 0.06 1.00 1.00 Incremental Delay, d2 0.6 1.2 0.7 0.9 5.9 10.3 Delay 10.8 11.2 7.8 1.4 38.4 42.4 Level of Service B B A A D D Approach Delay (s/veh) 10.9 5.7 0.0 39.7 Approach LOS B A A D Intersection Summary HCM 2000 Control Delay (s/veh) 17.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 745 500 0 960 490 0 0 0 740 0 390 Future Volume (veh/h) 0 745 500 0 960 490 0 0 0 740 0 390 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 Adj Flow Rate, veh/h 0 784 0 0 1011 0 779 0 411 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 3 Cap, veh/h 0 1923 0 1939 1003 0 460 Arrive On Green 0.00 0.59 0.00 0.00 1.00 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1448 Grp Volume(v), veh/h 0 784 0 0 1011 0 779 0 411 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1448 Q Serve(g_s), s 0.0 13.0 0.0 0.0 0.0 0.0 22.3 0.0 27.0 Cycle Q Clear(g_c), s 0.0 13.0 0.0 0.0 0.0 0.0 22.3 0.0 27.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1923 0 1939 1003 0 460 V/C Ratio(X) 0.00 0.41 0.00 0.52 0.78 0.00 0.89 Avail Cap(c_a), veh/h 0 1923 0 1939 1121 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.66 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 11.0 0.0 0.0 0.0 0.0 30.9 0.0 32.5 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.7 0.0 3.2 0.0 16.6 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 4.5 0.0 0.0 0.2 0.0 8.7 0.0 11.4 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 11.6 0.0 0.0 0.7 0.0 34.0 0.0 49.1 LOS B A C D Approach Vol, veh/h 784 1011 1190 Approach Delay, s/veh 11.6 0.7 39.3 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 63.7 36.3 63.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 15.0 29.0 2.0 Green Ext Time s 6.6 2.7 9.6 Intersection Summary HCM 7th Control Delay, s/veh 18.9 HCM 7th 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 Projected 2040 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1270 225 0 1065 390 685 Future Volume (vph) 1270 225 0 1065 390 685 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 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) 3228 1403 3260 2983 1327 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3228 1403 3260 2983 1327 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1366 242 0 1145 419 737 RTOR Reduction (vph) 0 98 0 0 27 27 Lane Group Flow (vph) 1366 144 0 1145 761 341 Confl. Peds. 4 Confl. Bikes 2 Heavy Vehicles 3% 3% 2% 2% 2% 2% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 59.7 59.7 59.7 30.4 30.4 Effective Green, g 59.7 59.7 59.7 30.4 30.4 Actuated g/C Ratio 0.60 0.60 0.60 0.30 0.30 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1927 837 1946 906 403 v/s Ratio Prot c0.42 0.35 0.26 c0.26 v/s Ratio Perm 0.10 v/c Ratio 0.71 0.17 0.59 0.84 0.85 Uniform Delay, d1 14.1 9.1 12.5 32.5 32.6 Progression Factor 1.05 1.72 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.4 1.3 6.9 15.0 Delay 16.7 15.9 13.8 39.4 47.6 Level of Service B B B D D Approach Delay (s/veh) 16.6 13.8 42.0 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 23.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 50 80 1125 480 15 235 915 45 595 50 190 40 Future Volume (vph) 50 80 1125 480 15 235 915 45 595 50 190 40 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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 0.99 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) 1630 3260 1425 1630 3234 1564 1579 1453 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1630 3260 1425 1630 3234 1564 1579 1453 1646 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 53 84 1184 505 16 247 963 47 626 53 200 42 RTOR Reduction (vph) 0 0 0 214 0 0 2 0 0 0 142 0 Lane Group Flow (vph) 0 137 1184 291 0 263 1008 0 338 341 58 42 Confl. Peds. 1 1 2 1 1 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 15.7 50.9 50.9 24.1 59.3 43.2 43.2 43.2 14.3 Effective Green, g 15.7 50.9 50.9 24.1 59.3 43.2 43.2 43.2 14.3 Actuated g/C Ratio 0.10 0.34 0.34 0.16 0.40 0.29 0.29 0.29 0.10 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 170 1106 [PHONE REDACTED] 450 454 418 156 v/s Ratio Prot 0.08 c0.36 c0.16 0.31 c0.22 0.22 0.03 v/s Ratio Perm 0.20 0.04 v/c Ratio 0.81 1.07 0.60 1.01 0.79 0.75 0.75 0.14 0.27 Uniform Delay, d1 65.7 49.6 41.1 63.0 39.8 48.5 48.5 39.6 63.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.5 48.1 5.5 57.7 5.0 6.9 6.9 0.2 0.9 Delay 89.2 97.6 46.6 120.6 44.8 55.4 55.4 39.7 63.9 Level of Service F F D F D E E D E Approach Delay (s/veh) 82.9 60.5 51.9 Approach LOS F E D Intersection Summary HCM 2000 Control Delay (s/veh) 69.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length 150.0 Sum of lost time 17.5 Intersection Capacity Utilization 92.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 50 80 Future Volume (vph) 50 80 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1559 Flt Permitted 1.00 Satd. Flow (perm) 1559 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 53 84 RTOR Reduction (vph) 43 0 Lane Group Flow (vph) 94 0 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 14.3 Effective Green, g 14.3 Actuated g/C Ratio 0.10 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 148 v/s Ratio Prot c0.06 v/s Ratio Perm v/c Ratio 0.64 Uniform Delay, d1 65.4 Progression Factor 1.00 Incremental Delay, d2 8.7 Delay 74.1 Level of Service E Approach Delay (s/veh) 71.7 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 15 80 1080 40 1 65 1020 55 105 35 65 60 Future Volume (vph) 15 80 1080 40 1 65 1020 55 105 35 65 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.90 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1630 3240 1630 3231 1646 1538 1646 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1630 3240 1630 3231 1646 1538 1646 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 16 85 1149 43 1 69 1085 59 112 37 69 64 RTOR Reduction (vph) 0 0 2 0 0 0 3 0 0 61 0 0 Lane Group Flow (vph) 0 101 1190 0 0 70 1141 0 112 45 0 64 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% 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 9.7 55.8 8.5 54.6 11.9 11.1 8.1 Effective Green, g 9.7 55.8 8.5 54.6 11.9 11.1 8.1 Actuated g/C Ratio 0.10 0.56 0.09 0.55 0.12 0.11 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 158 1807 138 1764 195 170 133 v/s Ratio Prot c0.06 c0.37 0.04 0.35 c0.07 c0.03 0.04 v/s Ratio Perm v/c Ratio 0.64 0.66 0.51 0.65 0.57 0.26 0.48 Uniform Delay, d1 43.5 15.4 43.7 15.9 41.7 40.7 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.2 1.9 2.9 1.8 4.0 0.8 2.7 Delay 51.7 17.3 46.7 17.8 45.7 41.5 46.7 Level of Service D B D B D D D Approach Delay (s/veh) 20.0 19.4 43.7 Approach LOS C B D Intersection Summary HCM 2000 Control Delay (s/veh) 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 35 60 Future Volume (vph) 35 60 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 0.90 Flt Protected 1.00 Satd. Flow (prot) 1549 Flt Permitted 1.00 Satd. Flow (perm) 1549 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 37 64 RTOR Reduction (vph) 59 0 Lane Group Flow (vph) 42 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.3 Effective Green, g 7.3 Actuated g/C Ratio 0.07 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 113 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.37 Uniform Delay, d1 44.2 Progression Factor 1.00 Incremental Delay, d2 2.0 Delay 46.2 Level of Service D Approach Delay (s/veh) 46.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 09/08/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 630 375 110 670 125 295 145 110 100 250 145 Future Volume (vph) 115 630 375 110 670 125 295 145 110 100 250 145 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 117 643 383 112 684 128 301 148 112 102 255 148 RTOR Reduction (vph) 0 0 61 0 0 37 0 0 72 0 0 100 Lane Group Flow (vph) 117 643 322 112 684 91 301 148 40 102 255 48 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 12.3 60.8 89.1 11.6 60.1 73.6 28.3 39.0 50.6 13.5 24.2 36.5 Effective Green, g 12.3 60.8 89.1 11.6 60.1 73.6 28.3 39.0 50.6 13.5 24.2 36.5 Actuated g/C Ratio 0.09 0.43 0.62 0.08 0.42 0.52 0.20 0.27 0.35 0.09 0.17 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 138 722 945 132 721 796 325 472 558 155 293 422 v/s Ratio Prot c0.07 0.38 0.07 0.07 c0.40 0.01 c0.18 0.09 0.01 0.06 c0.15 0.01 v/s Ratio Perm 0.16 0.05 0.02 0.02 v/c Ratio 0.85 0.89 0.34 0.85 0.95 0.11 0.93 0.31 0.07 0.66 0.87 0.11 Uniform Delay, d1 64.4 38.0 12.9 64.8 39.9 17.9 56.3 41.3 30.6 62.5 57.8 40.8 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 35.6 13.2 0.2 36.9 21.6 0.1 31.2 0.4 0.1 9.7 23.3 0.1 Delay 100.0 51.2 13.1 101.7 61.5 17.9 87.5 41.7 30.6 72.1 81.1 40.9 Level of Service F D B F E B F D C E F D Approach Delay (s/veh) 43.4 60.3 64.1 67.5 Approach LOS D E E E Intersection Summary HCM 2000 Control Delay (s/veh) 56.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length 142.9 Sum of lost time 18.0 Intersection Capacity Utilization 92.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 09/08/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 115 630 375 110 670 125 295 145 110 100 250 145 Future Volume (veh/h) 115 630 375 110 670 125 295 145 110 100 250 145 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1709 1709 1709 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 117 643 383 112 684 128 301 148 112 102 255 148 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 2 2 2 1 1 1 1 1 1 Cap, veh/h 138 728 900 133 727 725 324 497 531 124 286 367 Arrive On Green 0.08 0.43 0.43 0.08 0.42 0.42 0.20 0.29 0.29 0.07 0.16 0.16 Sat Flow, veh/h 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Grp Volume(v), veh/h 117 643 383 112 684 128 301 148 112 102 255 148 Grp Sat Flow(s),veh/h/ln 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Q Serve(g_s), s 9.6 47.1 18.5 9.2 51.7 6.6 24.3 9.0 7.3 8.3 19.5 11.4 Cycle Q Clear(g_c), s 9.6 47.1 18.5 9.2 51.7 6.6 24.3 9.0 7.3 8.3 19.5 11.4 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 138 728 900 133 727 725 324 497 531 124 286 367 V/C Ratio(X) 0.85 0.88 0.43 0.84 0.94 0.18 0.93 0.30 0.21 0.83 0.89 0.40 Avail Cap(c_a), veh/h 150 811 971 139 804 791 359 504 537 201 338 411 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 61.4 35.9 13.2 61.6 37.7 18.9 53.8 37.9 29.5 62.0 55.6 42.6 Incr Delay (d2), s/veh 32.5 10.5 0.3 34.3 18.0 0.1 28.7 0.3 0.2 13.5 21.7 0.7 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 5.2 21.5 6.0 5.1 25.1 2.3 12.7 3.9 2.6 3.9 10.3 4.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 93.9 46.5 13.5 95.9 55.6 19.0 82.5 38.2 29.7 75.5 77.3 43.3 LOS F D B F E B F D C E E D Approach Vol, veh/h 1143 924 561 505 Approach Delay, s/veh 40.3 55.4 60.3 67.0 Approach LOS D E E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.5 62.4 31.1 26.9 16.0 61.9 14.7 43.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 64.5 29.5 26.5 12.5 63.5 16.5 39.5 Max Q Clear Time (g_c+I1), s 11.2 49.1 26.3 21.5 11.6 53.7 10.3 11.0 Green Ext Time s 0.0 5.3 0.3 0.9 0.0 3.6 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 52.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 400 255 0 480 500 0 0 0 340 0 215 Future Volume (vph) 0 400 255 0 480 500 0 0 0 340 0 215 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 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) 3107 1361 3137 1403 2906 1340 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3107 1361 3137 1403 2906 1340 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) 0 430 274 0 516 538 0 0 0 366 0 231 RTOR Reduction (vph) 0 0 74 0 0 145 0 0 0 0 0 189 Lane Group Flow (vph) 0 430 200 0 516 393 0 0 0 366 0 42 Confl. Peds. 2 Heavy Vehicles 7% 7% 7% 6% 6% 6% 0% 0% 0% 11% 11% 11% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 73.0 73.0 73.0 73.0 18.0 18.0 Effective Green, g 73.0 73.0 73.0 73.0 18.0 18.0 Actuated g/C Ratio 0.73 0.73 0.73 0.73 0.18 0.18 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2268 993 2290 1024 523 241 v/s Ratio Prot 0.14 0.16 c0.13 v/s Ratio Perm 0.15 c0.28 0.03 v/c Ratio 0.19 0.20 0.23 0.38 0.70 0.17 Uniform Delay, d1 4.2 4.3 4.4 5.1 38.5 34.7 Progression Factor 1.00 1.00 0.93 1.87 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.2 1.0 4.1 0.3 Delay 4.4 4.7 4.3 10.5 42.5 35.0 Level of Service A A A B D D Approach Delay (s/veh) 4.5 7.5 0.0 39.6 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay (s/veh) 14.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 400 255 0 480 500 0 0 0 340 0 215 Future Volume (veh/h) 0 400 255 0 480 500 0 0 0 340 0 215 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1654 1654 0 1668 1668 1600 0 1600 Adj Flow Rate, veh/h 0 430 0 0 516 0 366 0 231 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 7 7 0 6 6 11 0 11 Cap, veh/h 0 2219 0 2237 603 0 277 Arrive On Green 0.00 0.71 0.00 0.00 1.00 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3226 1402 0 3253 1414 2956 0 1356 Grp Volume(v), veh/h 0 430 0 0 516 0 366 0 231 Grp Sat Flow(s),veh/h/ln 0 1572 1402 0 1585 1414 1478 0 1356 Q Serve(g_s), s 0.0 4.7 0.0 0.0 0.0 0.0 11.2 0.0 16.3 Cycle Q Clear(g_c), s 0.0 4.7 0.0 0.0 0.0 0.0 11.2 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 2219 0 2237 603 0 277 V/C Ratio(X) 0.00 0.19 0.00 0.23 0.61 0.00 0.84 Avail Cap(c_a), veh/h 0 2219 0 2237 1049 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.82 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.0 0.0 0.0 0.0 0.0 36.2 0.0 38.2 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 1.0 0.0 6.5 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 1.4 0.0 0.0 0.1 0.0 4.1 0.0 5.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 5.2 0.0 0.0 0.2 0.0 37.1 0.0 44.7 LOS A A D D Approach Vol, veh/h 430 516 597 Approach Delay, s/veh 5.2 0.2 40.1 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 75.1 24.9 75.1 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 6.7 18.3 2.0 Green Ext Time s 3.3 2.1 4.0 Intersection Summary HCM 7th Control Delay, s/veh 17.0 HCM 7th 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 Projected 2040 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 525 215 0 700 285 600 Future Volume (vph) 525 215 0 700 285 600 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 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) 3079 1344 3137 2850 1277 Flt Permitted 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 3079 1344 3137 2850 1277 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 553 226 0 737 300 632 RTOR Reduction (vph) 0 64 0 0 237 242 Lane Group Flow (vph) 553 162 0 737 379 74 Confl. Peds. 2 Confl. Bikes 2 Heavy Vehicles 8% 8% 6% 6% 6% 6% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 71.8 71.8 71.8 18.3 18.3 Effective Green, g 71.8 71.8 71.8 18.3 18.3 Actuated g/C Ratio 0.72 0.72 0.72 0.18 0.18 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2210 964 2252 521 233 v/s Ratio Prot 0.18 c0.23 c0.13 0.06 v/s Ratio Perm 0.12 v/c Ratio 0.25 0.17 0.33 0.73 0.32 Uniform Delay, d1 4.8 4.5 5.2 38.5 35.4 Progression Factor 0.98 2.08 0.66 1.00 1.00 Incremental Delay, d2 0.3 0.4 0.2 5.0 0.8 Delay 5.0 9.8 3.6 43.5 36.2 Level of Service A A A D D Approach Delay (s/veh) 6.4 3.6 41.1 Approach LOS A A D Intersection Summary HCM 2000 Control Delay (s/veh) 18.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 55 55 745 200 5 145 825 20 655 25 170 15 Future Volume (vph) 55 55 745 200 5 145 825 20 655 25 170 15 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.97 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) 1614 3137 1368 1571 3125 1548 1558 1437 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1614 3137 1368 1571 3125 1548 1558 1437 1646 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) 59 59 801 215 5 156 887 22 704 27 183 16 RTOR Reduction (vph) 0 0 0 145 0 0 2 0 0 0 129 0 Lane Group Flow (vph) 0 118 801 70 0 161 907 0 366 365 54 16 Confl. Peds. 2 5 2 2 Confl. Bikes 1 1 Heavy Vehicles 0% 6% 6% 6% 0% 6% 6% 6% 2% 2% 2% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 11.7 32.5 32.5 13.1 33.9 29.3 29.3 29.3 7.6 Effective Green, g 11.7 32.5 32.5 13.1 33.9 29.3 29.3 29.3 7.6 Actuated g/C Ratio 0.12 0.33 0.33 0.13 0.34 0.29 0.29 0.29 0.08 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 188 1019 [PHONE REDACTED] 453 456 421 125 v/s Ratio Prot 0.07 0.26 c0.10 c0.29 c0.24 0.23 0.01 v/s Ratio Perm 0.05 0.04 v/c Ratio 0.63 0.79 0.16 0.79 0.86 0.81 0.80 0.13 0.13 Uniform Delay, d1 42.1 30.6 24.0 42.1 30.8 32.7 32.6 26.0 43.1 Progression Factor 1.07 0.69 0.36 0.81 0.98 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 5.7 0.7 16.8 8.4 10.2 9.7 0.1 0.5 Delay 51.2 26.9 9.4 50.7 38.6 42.9 42.4 26.1 43.6 Level of Service D C A D D D D C D Approach Delay (s/veh) 26.1 40.4 39.3 Approach LOS C D D Intersection Summary HCM 2000 Control Delay (s/veh) 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 20 30 Future Volume (vph) 20 30 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1563 Flt Permitted 1.00 Satd. Flow (perm) 1563 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 22 32 RTOR Reduction (vph) 30 0 Lane Group Flow (vph) 24 0 Confl. Peds. 5 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 7.6 Effective Green, g 7.6 Actuated g/C Ratio 0.08 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 118 v/s Ratio Prot c0.02 v/s Ratio Perm v/c Ratio 0.21 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay 44.2 Level of Service D Approach Delay (s/veh) 44.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 25 770 5 1 75 800 15 100 10 80 10 Future Volume (vph) 10 25 770 5 1 75 800 15 100 10 80 10 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.98 1.00 Flpb, ped/bikes 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 0.87 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1595 3133 1555 3097 1646 1471 1630 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1595 3133 1555 3097 1646 1471 1630 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) 11 26 811 5 1 79 842 16 105 11 84 11 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 70 0 0 Lane Group Flow (vph) 0 37 816 0 0 80 857 0 105 25 0 11 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 0% 6% 6% 6% 0% 7% 7% 7% 1% 1% 1% 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 5.4 55.9 9.2 59.7 10.2 16.9 1.5 Effective Green, g 5.4 55.9 9.2 59.7 10.2 16.9 1.5 Actuated g/C Ratio 0.05 0.56 0.09 0.60 0.10 0.17 0.02 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 86 1751 143 1848 167 248 24 v/s Ratio Prot 0.02 0.26 c0.05 c0.28 c0.06 c0.02 0.01 v/s Ratio Perm v/c Ratio 0.43 0.47 0.56 0.46 0.63 0.10 0.46 Uniform Delay, d1 45.8 13.1 43.5 11.2 43.1 35.1 48.8 Progression Factor 0.45 1.79 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.7 4.7 0.8 7.2 0.2 13.2 Delay 23.1 24.1 48.1 12.1 50.3 35.3 62.1 Level of Service C C D B D D E Approach Delay (s/veh) 24.1 15.1 43.2 Approach LOS C B D Intersection Summary HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 5 60 Future Volume (vph) 5 60 Ideal Flow 1750 1750 Total Lost time 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.86 Flt Protected 1.00 Satd. Flow (prot) 1452 Flt Permitted 1.00 Satd. Flow (perm) 1452 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 5 63 RTOR Reduction (vph) 58 0 Lane Group Flow (vph) 10 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 2% 2% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 8.2 Effective Green, g 8.2 Actuated g/C Ratio 0.08 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 119 v/s Ratio Prot 0.01 v/s Ratio Perm v/c Ratio 0.09 Uniform Delay, d1 42.4 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay 42.7 Level of Service D Approach Delay (s/veh) 45.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 485 140 50 430 45 325 125 95 65 95 115 Future Volume (vph) 75 485 140 50 430 45 325 125 95 65 95 115 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1554 1636 1390 1484 1563 1328 1630 1716 1432 1630 1716 1458 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) 1554 1636 1390 1484 1563 1328 1630 1716 1432 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 80 516 149 53 457 48 346 133 101 69 101 122 RTOR Reduction (vph) 0 0 61 0 0 27 0 0 66 0 0 98 Lane Group Flow (vph) 80 516 88 53 457 21 346 133 35 69 101 24 Confl. Bikes 2 Heavy Vehicles 7% 7% 7% 12% 12% 12% 2% 2% 2% 2% 2% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 5.5 30.5 50.0 5.5 30.5 37.5 19.5 23.7 29.2 7.0 11.2 16.7 Effective Green, g 5.5 30.5 50.0 5.5 30.5 37.5 19.5 23.7 29.2 7.0 11.2 16.7 Actuated g/C Ratio 0.06 0.36 0.59 0.06 0.36 0.44 0.23 0.28 0.34 0.08 0.13 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 100 589 894 96 562 658 375 480 569 134 226 364 v/s Ratio Prot c0.05 c0.32 0.02 0.04 0.29 0.00 c0.21 0.08 0.00 0.04 c0.06 0.00 v/s Ratio Perm 0.04 0.01 0.02 0.01 v/c Ratio 0.80 0.88 0.10 0.55 0.81 0.03 0.92 0.28 0.06 0.51 0.45 0.07 Uniform Delay, d1 39.1 25.3 7.5 38.4 24.5 13.3 31.9 23.8 18.6 37.2 33.9 27.7 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 35.2 13.7 0.0 6.7 8.8 0.0 27.8 0.3 0.0 3.3 1.4 0.1 Delay 74.3 39.1 7.6 45.1 33.3 13.4 59.6 24.1 18.6 40.5 35.3 27.7 Level of Service E D A D C B E C B D D C Approach Delay (s/veh) 36.5 32.7 44.4 33.4 Approach LOS D C D C Intersection Summary HCM 2000 Control Delay (s/veh) 37.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 84.7 Sum of lost time 18.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 485 140 50 430 45 325 125 95 65 95 115 Future Volume (veh/h) 75 485 140 50 430 45 325 125 95 65 95 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1654 1586 1586 1586 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 80 516 149 53 457 48 346 133 101 69 101 122 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 Percent Heavy Veh, % 7 7 7 12 12 12 2 2 2 2 2 2 Cap, veh/h 98 584 827 69 534 523 388 514 492 86 198 258 Arrive On Green 0.06 0.35 0.35 0.05 0.34 0.34 0.24 0.30 0.30 0.05 0.11 0.11 Sat Flow, veh/h 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Grp Volume(v), veh/h 80 516 149 53 457 48 346 133 101 69 101 122 Grp Sat Flow(s),veh/h/ln 1576 1654 1402 1511 1586 1344 1641 1723 1427 1641 1723 1460 Q Serve(g_s), s 3.6 21.1 3.5 2.5 19.3 1.6 14.7 4.2 3.6 3.0 4.0 5.4 Cycle Q Clear(g_c), s 3.6 21.1 3.5 2.5 19.3 1.6 14.7 4.2 3.6 3.0 4.0 5.4 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 98 584 827 69 534 523 388 514 492 86 198 258 V/C Ratio(X) 0.82 0.88 0.18 0.77 0.86 0.09 0.89 0.26 0.21 0.80 0.51 0.47 Avail Cap(c_a), veh/h 121 702 926 116 673 641 445 874 791 217 635 629 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 33.3 21.9 6.8 34.0 22.2 13.9 26.6 19.2 16.6 33.7 29.9 26.6 Incr Delay (d2), s/veh 28.7 11.2 0.1 16.6 8.8 0.1 18.3 0.3 0.2 15.7 2.0 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.4 0.9 1.2 8.0 0.5 7.4 1.6 1.1 1.5 1.7 1.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 62.0 33.1 6.9 50.5 31.0 14.0 44.8 19.4 16.9 49.4 32.0 27.9 LOS E C A D C B D B B D C C Approach Vol, veh/h 745 558 580 292 Approach Delay, s/veh 30.9 31.4 34.1 34.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 29.9 21.5 12.8 9.0 28.7 8.3 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 19.5 26.5 5.5 30.5 9.5 36.5 Max Q Clear Time (g_c+I1), s 4.5 23.1 16.7 7.4 5.6 21.3 5.0 6.2 Green Ext Time s 0.0 2.3 0.3 0.9 0.0 2.1 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 32.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 755 500 0 970 520 0 0 0 770 0 390 Future Volume (vph) 0 755 500 0 970 520 0 0 0 770 0 390 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 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 1413 3260 1458 3131 1423 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3228 1413 3260 1458 3131 1423 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 795 526 0 1021 547 0 0 0 811 0 411 RTOR Reduction (vph) 0 0 209 0 0 218 0 0 0 0 0 66 Lane Group Flow (vph) 0 795 317 0 1021 329 0 0 0 811 0 345 Confl. Peds. 2 1 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 0% 0% 0% 3% 3% 3% Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Actuated Green, G 60.2 60.2 60.2 60.2 30.8 30.8 Effective Green, g 60.2 60.2 60.2 60.2 30.8 30.8 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1943 850 1962 877 964 438 v/s Ratio Prot 0.25 c0.31 c0.26 v/s Ratio Perm 0.22 0.23 0.24 v/c Ratio 0.41 0.37 0.52 0.38 0.84 0.79 Uniform Delay, d1 10.5 10.2 11.5 10.2 32.3 31.6 Progression Factor 1.00 1.00 0.63 0.01 1.00 1.00 Incremental Delay, d2 0.6 1.3 0.7 0.9 6.7 9.1 Delay 11.1 11.5 8.0 1.0 39.0 40.7 Level of Service B B A A D D Approach Delay (s/veh) 11.3 5.6 0.0 39.6 Approach LOS B A A D Intersection Summary HCM 2000 Control Delay (s/veh) 17.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 755 500 0 970 520 0 0 0 770 0 390 Future Volume (veh/h) 0 755 500 0 970 520 0 0 0 770 0 390 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 Adj Flow Rate, veh/h 0 795 0 0 1021 0 811 0 411 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 3 0 2 2 3 0 3 Cap, veh/h 0 1921 0 1937 1005 0 461 Arrive On Green 0.00 0.59 0.00 0.00 1.00 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 3333 1448 0 3359 1460 3158 0 1448 Grp Volume(v), veh/h 0 795 0 0 1021 0 811 0 411 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 1460 1579 0 1448 Q Serve(g_s), s 0.0 13.2 0.0 0.0 0.0 0.0 23.6 0.0 27.0 Cycle Q Clear(g_c), s 0.0 13.2 0.0 0.0 0.0 0.0 23.6 0.0 27.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1921 0 1937 1005 0 461 V/C Ratio(X) 0.00 0.41 0.00 0.53 0.81 0.00 0.89 Avail Cap(c_a), veh/h 0 1921 0 1937 1121 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.64 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 11.0 0.0 0.0 0.0 0.0 31.3 0.0 32.4 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 0.7 0.0 4.0 0.0 16.4 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 4.6 0.0 0.0 0.2 0.0 9.3 0.0 11.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 11.7 0.0 0.0 0.7 0.0 35.3 0.0 48.9 LOS B A D D Approach Vol, veh/h 795 1021 1222 Approach Delay, s/veh 11.7 0.7 39.9 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 63.7 36.3 63.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 15.2 29.0 2.0 Green Ext Time s 6.7 2.8 9.8 Intersection Summary HCM 7th Control Delay, s/veh 19.3 HCM 7th 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 Projected 2040 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1310 225 0 1100 390 710 Future Volume (vph) 1310 225 0 1100 390 710 Ideal Flow 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 5.4 5.4 Lane Util. Factor 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 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) 3228 1403 3260 2979 1327 Flt Permitted 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 3228 1403 3260 2979 1327 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1409 242 0 1183 419 763 RTOR Reduction (vph) 0 99 0 0 24 24 Lane Group Flow (vph) 1409 143 0 1183 777 357 Confl. Peds. 4 Confl. Bikes 2 Heavy Vehicles 3% 3% 2% 2% 2% 2% Turn Type NA Perm NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases 2 Actuated Green, G 59.2 59.2 59.2 30.9 30.9 Effective Green, g 59.2 59.2 59.2 30.9 30.9 Actuated g/C Ratio 0.59 0.59 0.59 0.31 0.31 Clearance Time 4.5 4.5 4.5 5.4 5.4 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1910 830 1929 920 410 v/s Ratio Prot c0.44 0.36 0.26 c0.27 v/s Ratio Perm 0.10 v/c Ratio 0.74 0.17 0.61 0.84 0.87 Uniform Delay, d1 14.8 9.3 13.1 32.3 32.7 Progression Factor 1.05 1.68 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.4 1.5 7.2 17.9 Delay 17.7 16.0 14.5 39.5 50.5 Level of Service B B B D D Approach Delay (s/veh) 17.4 14.5 43.0 Approach LOS B B D Intersection Summary HCM 2000 Control Delay (s/veh) 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 100.0 Sum of lost time 9.9 Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 50 80 1085 585 15 325 870 45 700 50 280 40 Future Volume (vph) 50 80 1085 585 15 325 870 45 700 50 280 40 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 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 0.98 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 0.99 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) 1630 3260 1425 1630 3233 1564 1578 1453 1646 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 1630 3260 1425 1630 3233 1564 1578 1453 1646 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 53 84 1142 616 16 342 916 47 737 53 295 42 RTOR Reduction (vph) 0 0 0 271 0 0 3 0 0 0 201 0 Lane Group Flow (vph) 0 137 1142 345 0 358 960 0 391 399 94 42 Confl. Peds. 1 1 2 1 1 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% Turn Type Prot Prot NA Perm Prot Prot NA Split NA Perm Split Protected Phases 5 5 2 1 1 6 8 8 4 Permitted Phases 2 8 Actuated Green, G 15.7 45.0 45.0 26.0 55.3 47.2 47.2 47.2 14.3 Effective Green, g 15.7 45.0 45.0 26.0 55.3 47.2 47.2 47.2 14.3 Actuated g/C Ratio 0.10 0.30 0.30 0.17 0.37 0.31 0.31 0.31 0.10 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 170 978 [PHONE REDACTED] 492 496 457 156 v/s Ratio Prot 0.08 c0.35 c0.22 0.30 0.25 c0.25 0.03 v/s Ratio Perm 0.24 0.06 v/c Ratio 0.81 1.17 0.81 1.27 0.81 0.79 0.80 0.20 0.27 Uniform Delay, d1 65.7 52.5 48.5 62.0 42.5 47.0 47.2 37.7 63.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.5 86.6 15.1 146.2 5.9 8.6 9.2 0.2 0.9 Delay 89.2 139.1 63.6 208.2 48.4 55.6 56.4 37.9 63.9 Level of Service F F E F D E E D E Approach Delay (s/veh) 111.0 91.7 51.1 Approach LOS F F D Intersection Summary HCM 2000 Control Delay (s/veh) 89.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length 150.0 Sum of lost time 17.5 Intersection Capacity Utilization 99.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 50 80 Future Volume (vph) 50 80 Ideal Flow 1750 1750 Total Lost time 4.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.91 Flt Protected 1.00 Satd. Flow (prot) 1559 Flt Permitted 1.00 Satd. Flow (perm) 1559 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 53 84 RTOR Reduction (vph) 43 0 Lane Group Flow (vph) 94 0 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 14.3 Effective Green, g 14.3 Actuated g/C Ratio 0.10 Clearance Time 4.5 Vehicle Extension 3.0 Lane Grp Cap (vph) 148 v/s Ratio Prot c0.06 v/s Ratio Perm v/c Ratio 0.64 Uniform Delay, d1 65.4 Progression Factor 1.00 Incremental Delay, d2 8.7 Delay 74.1 Level of Service E Approach Delay (s/veh) 71.7 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 15 90 1120 40 1 65 1060 55 105 35 65 60 Future Volume (vph) 15 90 1120 40 1 65 1060 55 105 35 65 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 1.00 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 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.90 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1630 3240 1630 3232 1646 1549 1646 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1630 3240 1630 3232 1646 1549 1646 Peak-hour factor, PHF 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 16 96 1191 43 1 69 1128 59 112 37 69 64 RTOR Reduction (vph) 0 0 2 0 0 0 3 0 0 60 0 0 Lane Group Flow (vph) 0 112 1232 0 0 70 1184 0 112 46 0 64 Confl. Peds. 2 1 1 2 1 1 2 Confl. Bikes 1 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1% 1% 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 11.6 53.8 8.5 50.7 11.9 13.1 8.1 Effective Green, g 11.6 53.8 8.5 50.7 11.9 13.1 8.1 Actuated g/C Ratio 0.12 0.54 0.09 0.51 0.12 0.13 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 189 1743 138 1638 195 202 133 v/s Ratio Prot c0.07 c0.38 0.04 0.37 c0.07 c0.03 0.04 v/s Ratio Perm v/c Ratio 0.59 0.71 0.51 0.72 0.57 0.23 0.48 Uniform Delay, d1 42.0 17.2 43.7 19.2 41.7 38.9 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 2.4 2.9 2.8 4.0 0.6 2.7 Delay 46.9 19.7 46.7 22.0 45.7 39.5 46.7 Level of Service D B D C D D D Approach Delay (s/veh) 21.9 23.4 42.7 Approach LOS C C D Intersection Summary HCM 2000 Control Delay (s/veh) 25.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 08/29/2025 Movement SBT SBR Lane Configurations Traffic Volume (vph) 35 75 Future Volume (vph) 35 75 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 0.90 Flt Protected 1.00 Satd. Flow (prot) 1536 Flt Permitted 1.00 Satd. Flow (perm) 1536 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 37 80 RTOR Reduction (vph) 73 0 Lane Group Flow (vph) 44 0 Confl. Peds. 1 Confl. Bikes 2 Heavy Vehicles 1% 1% Turn Type NA Protected Phases 4 Permitted Phases Actuated Green, G 9.3 Effective Green, g 9.3 Actuated g/C Ratio 0.09 Clearance Time 4.0 Vehicle Extension 3.0 Lane Grp Cap (vph) 142 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.31 Uniform Delay, d1 42.4 Progression Factor 1.00 Incremental Delay, d2 1.3 Delay 43.6 Level of Service D Approach Delay (s/veh) 44.7 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 09/08/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 655 375 125 700 125 295 160 120 100 260 160 Future Volume (vph) 130 655 375 125 700 125 295 160 120 100 260 160 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 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 1.00 1.00 1.00 0.98 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 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 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) 1614 1699 1444 1630 1716 1458 1646 1733 1448 1646 1733 1473 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 133 668 383 128 714 128 301 163 122 102 265 163 RTOR Reduction (vph) 0 0 57 0 0 36 0 0 79 0 0 93 Lane Group Flow (vph) 133 668 326 128 714 92 301 163 43 102 265 70 Confl. Bikes 2 Heavy Vehicles 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 12.5 62.8 90.4 12.5 62.8 76.4 27.6 39.0 51.5 13.6 25.0 37.5 Effective Green, g 12.5 62.8 90.4 12.5 62.8 76.4 27.6 39.0 51.5 13.6 25.0 37.5 Actuated g/C Ratio 0.09 0.43 0.62 0.09 0.43 0.52 0.19 0.27 0.35 0.09 0.17 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 138 731 939 139 738 808 311 463 555 153 296 424 v/s Ratio Prot c0.08 0.39 0.07 0.08 c0.42 0.01 c0.18 0.09 0.01 0.06 c0.15 0.01 v/s Ratio Perm 0.16 0.05 0.02 0.03 v/c Ratio 0.96 0.91 0.35 0.92 0.97 0.11 0.97 0.35 0.08 0.67 0.90 0.17 Uniform Delay, d1 66.5 39.0 13.5 66.2 40.6 17.6 58.7 43.2 31.4 64.0 59.2 42.1 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 65.1 15.9 0.2 52.9 25.0 0.1 41.9 0.5 0.1 10.5 27.2 0.2 Delay 131.5 54.9 13.7 119.1 65.6 17.7 100.6 43.7 31.5 74.4 86.3 42.2 Level of Service F D B F E B F D C E F D Approach Delay (s/veh) 50.2 66.3 70.4 70.5 Approach LOS D E E E Intersection Summary HCM 2000 Control Delay (s/veh) 61.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length 145.9 Sum of lost time 18.0 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 09/08/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 655 375 125 700 125 295 160 120 100 260 160 Future Volume (veh/h) 130 655 375 125 700 125 295 160 120 100 260 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1709 1709 1709 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 133 668 383 128 714 128 301 163 122 102 265 163 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 2 2 2 1 1 1 1 1 1 Cap, veh/h 140 739 901 141 745 739 314 492 534 123 291 374 Arrive On Green 0.09 0.43 0.43 0.09 0.43 0.43 0.19 0.28 0.28 0.07 0.17 0.17 Sat Flow, veh/h 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Grp Volume(v), veh/h 133 668 383 128 714 128 301 163 122 102 265 163 Grp Sat Flow(s),veh/h/ln 1628 1709 1448 1641 1723 1460 1654 1736 1438 1654 1736 1471 Q Serve(g_s), s 11.8 52.8 19.7 11.2 58.3 6.9 26.2 10.8 8.5 8.8 21.7 13.5 Cycle Q Clear(g_c), s 11.8 52.8 19.7 11.2 58.3 6.9 26.2 10.8 8.5 8.8 21.7 13.5 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 140 739 901 141 745 739 314 492 534 123 291 374 V/C Ratio(X) 0.95 0.90 0.43 0.91 0.96 0.17 0.96 0.33 0.23 0.83 0.91 0.44 Avail Cap(c_a), veh/h 140 772 929 141 778 767 314 492 534 188 317 396 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 65.9 38.4 14.1 65.7 39.9 19.4 58.2 41.1 31.5 66.3 59.3 45.4 Incr Delay (d2), s/veh 60.2 13.7 0.3 48.5 22.2 0.1 40.0 0.4 0.2 16.8 27.5 0.8 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 7.3 24.7 6.5 6.6 29.0 2.4 14.4 4.7 3.0 4.3 11.8 5.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 126.1 52.1 14.4 114.1 62.1 19.5 98.3 41.5 31.7 83.1 86.8 46.2 LOS F D B F E B F D C F F D Approach Vol, veh/h 1184 970 586 530 Approach Delay, s/veh 48.2 63.4 68.6 73.6 Approach LOS D E E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.0 67.2 32.0 28.8 17.0 67.2 15.2 45.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 65.5 27.5 26.5 12.5 65.5 16.5 37.5 Max Q Clear Time (g_c+I1), s 13.2 54.8 28.2 23.7 13.8 60.3 10.8 12.8 Green Ext Time s 0.0 4.5 0.0 0.6 0.0 2.4 0.1 1.3 Intersection Summary HCM 7th Control Delay, s/veh 60.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type.

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