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Prepared For: JSA Civil, LLC Prepared By: GVC Transportation Solutions January 2026 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: GVC Management Company, Inc\GVC Transportation Solutions (Non Gondola Projects Only)\0520 - JSA Civil\0520.020 Woodburn, OR WinCo Foods\04 - Dels\TIA\2026.0109 Woodburn WinCo TIA.docx ---PAGE BREAK--- ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 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 12 4.1 Site-Generated Traffic Volumes 12 4.2 Interchange Management Area Overlay District 13 4.3 Site Traffic Sitribution and Assignment 14 5 Future Traffic Conditions 17 5.1 Roadway Network 17 5.2 Future Traffic Volumes 17 6 Traffic Operations Analysis 27 6.1 Level of Service 27 6.2 Intersection 27 6.3 Intersection Analysis 28 6.4 Intersection analysis Summary 34 6.5 Site Access 35 6.6 Transportation Demand Management 35 7 Summary and Mitagation 38 7.1 38 7.2 Mitigation 38 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page ii List of Tables Table 1. Seasonal Adjustment Factor Calculations 5 Table 2. Existing Crashes by Type and Severity at Intersections, 2019 through 6 Table 3. Crash Rates by Study Intersection 7 Table 4. ITE Trip Generation Rates for Supermarket 12 Table 5. Project Trip Generation 13 Table 6. Level of Service Criteria for Intersections 28 Table 7. 2025 Existing AM Peak Hour Intersection Operations – ODOT 29 Table 8. 2025 Existing PM Peak Hour Intersection Operations – ODOT Intersections 29 Table 9. 2026 AM Peak Hour Intersection Operations – ODOT Intersections 30 Table 10. 2026 PM Peak Hour Intersection Operations – ODOT Intersections 30 Table 11. 2040 AM Peak Hour Intersection Operations – ODOT Intersections 31 Table 12. 2040 PM Peak Hour Intersection Operations – ODOT Intersections 31 Table 13. 2025 Existing AM Peak Hour Intersection Operations –Woodburn Intersections 32 Table 14. 2025 Existing PM Peak Hour Intersection Operations –Woodburn Intersections 32 Table 15. 2026 AM Peak Hour Intersection Operations – Woodburn Intersections 33 Table 16. 2026 PM Peak Hour Intersection Operations – Woodburn Intersections 34 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page iii List of Figures Figure 1. Site Vicinity Map 1 Figure 2. Preliminary Site Plan 3 Figure 3. Intersection Channelization and Control 9 Figure 4. Existing 2025 AM Peak Hour Traffic Volumes 10 Figure 5. Existing 2025 PM Peak Hour Traffic Volumes 11 Figure 6. AM Peak Hour Site-Generated Traffic Volumes 15 Figure 7. PM Peak Hour Site-Generated Traffic Volumes 16 Figure 8. Projected 2026 AM Peak Hour Traffic Volumes without Project 19 Figure 9. Projected 2026 PM Peak Hour Traffic Volumes without Project 20 Figure 10. Projected 2040 AM Peak Hour Traffic Volumes without 21 Figure 11. Projected 2040 PM Peak Hour Traffic Volumes without Project 22 Figure 12. Projected 2026 AM Peak Hour Traffic Volumes with Project 23 Figure 13. Projected 2026 PM Peak Hour Traffic Volumes with Project 24 Figure 14. Projected 2040 AM Peak Hour Traffic Volumes with Project 25 Figure 15. Projected 2040 PM Peak Hour Traffic Volumes with Project 26 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 January 2026 I Page 1 1 INTRODUCTION 1.1 PROJECT OVERVIEW WinCo Foods is proposing to construct a 84,073 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 January 2026 I Page 2 2 PROPOSED DEVELOPMENT 2.1 SITE DEVELOPMENT The proposed project will construct a new 84,073-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 January 2026 I Page 3 FIGURE 2. PRELIMINARY SITE PLAN ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 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 January 2026 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 January 2026 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, 2019 to December 31, 2023. The total crashes by severity and type are provided in Table 2. 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 3. TABLE 2. EXISTING CRASHES BY TYPE AND SEVERITY AT INTERSECTIONS, 2019 THROUGH 2023 Intersection Fatal/ Serious Bike/Ped Fixed Object Rear End Sideswipe Turn Angle Total Crashes I-5 SB Ramps at Highway 219 0/0 0/0 0 33 1 2 0 36 I-5 NB Ramps at Highway 219 0/0 0/0 1 11 1 15 0 28 Highway 214 at Evergreen Road 0/2 0/0 0 11 0 29 3 43 Highway 214 at Oregon Way 0/1 0/0 0 3 0 10 4 17 Highway 214 at Boones Ferry Road 0/0 0/0 0 3 0 1 1 5 Stacy Allison Way at Evergreen Road 0/0 0/0 0 1 0 5 0 6 Hayes Street at Evergreen Road 0/0 0/0 0 0 1 0 2 3 Harvard Drive at Evergreen Road 0/0 0/0 0 1 0 3 10 14 Hayes Street at Settlemier Avenue 0/0 0/1 1 5 0 0 0 7 Hooper Street at Evergreen Road 0/0 0/0 1 0 0 1 0 2 Evergreen Road at Parr Road 0/0 0/0 0 0 0 0 0 0 Parr Road at Settlemier Avenue 0/0 0/0 1 1 0 3 4 9 Parr Road at Butteville Road 0/0 0/0 2 0 0 0 0 2 Total Crashes 0/3 0/1 6 69 3 69 24 172 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 7 TABLE 3. 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 36 32,000 0.616 0.509 I-5 NB Ramps at Highway 219 28 32,630 0.470 0.509 Highway 214 at Evergreen Road 43 29,970 0.786 0.860 Highway 214 at Oregon Way 17 22,310 0.418 0.860 Highway 214 at Boones Ferry Road 5 25,310 0.108 0.860 Stacy Allison Way at Evergreen Road 6 11,390 0.289 0.293 Hayes Street at Evergreen Road 3 11,130 0.148 0.408 Harvard Drive at Evergreen Road 14 8,370 0.917 0.408 Hayes Street at Settlemier Avenue 7 12,660 0.303 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 9 8,110 0.608 0.408 Parr Road at Butteville Road 2 6,380 0.172 0.475 Within the study area, there are four 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: • I-5 SB Ramps at Highway 219 This intersection experienced 36 crashes over the 5 year period and has a crash rate of 0.616, which is over ODOT’s 90th percentile rate of 0.509 for this intersection type. Over 90% of the crashes were reported as rear-end crashes, which is a typical collision type for off ramps. • Harvard Drive at Evergreen Road This intersection experienced 14 crashes over the 5 year period and has a crash rate of 0.917 which is 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 is 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 ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 8 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 0.608 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 (4 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 and Oregon Way at Highway 214. The crashes reported at these locations are summarized below: Evergreen Road at Highway 214 This intersection experienced 43 crashes over the 5-year period. Of the 43 crashes, 2 resulted in a serious injury. There were no fatal injuries reported. The serious injury crashes occurred in 2022 and involved turning movements. Approximately 65% of reported crashes involved turning movements, the remaining crashes were reported as angle and rear-end. There were no bike or pedestrian crashes reported. Oregon Way at Highway 214 This intersection experienced 17 crashes over the 5-year period. Of the 17 crashes, 1 resulted in a serious injury. There were no fatal injuries reported. The serious injury crash occurred in 2019 and involved turning movements. Approximately 60% of reported crashes involved turning movements, the remaining crashes were reported as angle and rear-end. There were no bike or pedestrian crashes reported. ---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 January 2026 I Page 12 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 4. TABLE 4. 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 7.991 24% 50% 50% Daily 1,000 sq ft 89.801 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 Table 5 below. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 13 TABLE 5. PROJECT TRIP GENERATION Peak Period Size Total Trips Pass-by New-to-Network Trips Total Enter Enter AM Peak Hour 84.10 241 0 241 142 99 PM Peak Hour 84.10 672 161 511 256 255 Daily 84.10 7,552 1611 7,391 3,696 3,695 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 January 2026 I Page 14 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 142 99 241 Pass-By Trips Inbound Outbound Total 0 0 0 Total Trips Inbound Outbound Total 142 99 241 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 14 7 5 14 5% 6) Stacy Allison Way at Evergreen Rd 3) Highway 214 at Evergreen Rd 51 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 21 15 10 35 0 29 19 25 13 35 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 14 22 7 5 9 15 14) Stacy Allison Way at North Site Drwy 5 30 5 46 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 2 24 34 14 20 20 10 14 25 36 55 39 5% 5% 5 7 14 10 14 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 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 7 PM Peak Hour Site Generated Traffic Volumes 10% 5% 10% 10% 14% 25 13 13 25 5% 91 (64) 0 (-40) (16) 88 88 (16) 5 (50%) (50%) 25 38 38 25 (40) 63 (-40) 0 52 (40) (40) 51 (41) 63 24 (16) (65) 90 (16) 24 64 24 (16) (16) 24 64 13 13 5 10% 15% 5% 5% 13 13 38 39 13 13 25 26 5 85 (65) 5 86 (64) 12 12 25 25 25 13 13 1% 3 3 61 61 36 36 36 36 25 25 64 64 101 (16) (16) 101 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 256 255 511 Pass-By Trips Inbound Outbound Total 80 81 165 Total Trips Inbound Outbound Total 336 336 672 Legend XX% Primary Trip Distribution Percentage (XX) Pass-By Traffic Volumes (XX%) Pass-By Trip Distribution Percentage XX Primary Traffic Volumes 25 2 3 1 5 6 4 7 8 10 13 11 9 12 14 15 16 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 January 2026 I Page 17 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. • Stacy Allison Way. Upgrade roadway to better accommodate truck freight traffic as a designated Truck Way. 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. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 18 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: • 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 January 2026 I Page 27 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 HCM7. . 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 6 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 January 2026 I Page 28 TABLE 6. 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 Prior site plans showed a higher building footprint. The future volumes forecasts and analysis reflect the higher square footage which provides a conservative assessment of the study area. The intersection control and channelization are documented earlier in this report in Figure 3. The LOS analysis worksheets and v/c ratio calculations are included in Appendix C. 6.3.1 ODOT INTERSECTION OPERATIONS ANALYSIS 2025 INTERSECTION OPERATIONS ANALYSIS Table 7 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. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 29 TABLE 7. 2025 EXISTING AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.31 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.43 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.53 4 Highway 214 at Oregon Way Signal V/C 0.95 0.35 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.59 Table 8 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 8. 2025 EXISTING PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.56 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.60 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.71 4 Highway 214 at Oregon Way Signal V/C 0.95 0.53 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.79 2026 INTERSECTION OPERATIONS ANALYSIS Table 9 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. As indicated in the table, all study area intersections are projected to operate within their LOS standard. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 30 TABLE 9. 2026 AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.34 0.34 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.49 0.50 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.66 0.67 4 Highway 214 at Oregon Way Signal V/C 0.95 0.46 0.47 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.71 0.73 Table 10 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 10. 2026 PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.60 0.60 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.74 0.77 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.84 0.94 4 Highway 214 at Oregon Way Signal V/C 0.95 0.61 0.64 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.89 0.94 2040 INTERSECTION OPERATIONS ANALYSIS Table 11 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. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 31 TABLE 11. 2040 AM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.36 0.36 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.52 0.53 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.69 0.70 4 Highway 214 at Oregon Way Signal V/C 0.95 0.48 0.49 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.75 0.76 Table 12 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, two intersections are projected to exceed their operating standard in the 2040 horizon with the addition of project traffic. 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”. There is currently no identified improvement planned for the Highway 214/Boones Ferry intersection. However, as intersection timing is evaluated along Highway 214 west of this location, the entire corridor should be analyzed. Preliminary analysis suggests that with a longer cycle length this location would operate within the LOS standard. TABLE 12. 2040 PM PEAK HOUR INTERSECTION OPERATIONS – ODOT INTERSECTIONS No Intersection Traffic Control Mobility Standard Without Project With Project V/C V/C 1 I-5 SB Ramps at Highway 219 Signal V/C 0.95 0.64 0.64 2 I-5 NB Ramps at Highway 219 Signal V/C 0.95 0.78 0.81 3 Highway 214 at Evergreen Road Signal V/C 0.95 0.89 0.99 4 Highway 214 at Oregon Way Signal V/C 0.95 0.64 0.68 5 Highway 214 at Boones Ferry Road Signal V/C 0.95 0.95 0.99 6.3.2 CITY OF WOODBURN INTERSECTION OPERATIONS ANALYSIS 2025 INTERSECTION OPERATIONS ANALYSIS Table 13 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 January 2026 I Page 32 TABLE 13. 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 14 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 14. 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 January 2026 I Page 33 2026 INTERSECTION OPERATIONS ANALYSIS Table 15 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 15. 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 January 2026 I Page 34 Table 16 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 16. 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 two intersections are expected to exceed the LOS standard: Highway 214 at Evergreen Road and Highway 214 at Boones Ferry Road. The City has identified in their Transportation System Plan the need to: “Investigate corridor signal timing and coordination adjustments in coordination with ODOT” for the Highway 214 at Evergreen intersection This action should provide benefit to the intersection. Investigation of Highway 214 corridor timings should extend to Boones Ferry Road, which should also benefit from timing adjustments. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 35 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 January 2026 I Page 36 • 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. Additionally, WinCo will be installing RFFB’s (or similar) at an existing crosswalk on Evergreen Road to provide a safe crossing of Evergreen Road to/from the project site and the existing residential properties to the east. 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 50 on-site bicycle parking stalls, which is what is required by the City code. 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 part of the proposed project WinCo Foods plans to construct a new bus shelter on Evergreen Road, to accommodate the use of transit if/when service is extended to this portion of Woodburn. 6.6.4 TRANSPORTATION DEMAND MANAGEMENT (TDM) PLAN In addition to providing enhancements to the pedestrian and transit network, WinCo Foods will prepare and provide to the city, within six months of receiving a certificate of occupancy, a Transportation Demand Management Plan. This plan will identify strategies for encouraging employees to commute to/from the project site using methods other than a single-occupant vehicle. This plan will include elements such as: • Providing an information board for employees that will have the city transit schedule posted • Potential employee rewards for use of transit and/or bike/walk • Identify a TDM manager on site, who will be a point of contact for City staff • Potential carpool-only parking spaces • Providing employees with bus passes • Periodic updates to the posted information, based on feedback from City staff or changes to travel options. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 37 6.6.5 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. An existing sidewalk gap on Evergreen Road will also be constructed to complete the adjacent sidewalk network and RRFB’s will be installed at an existing crosswalk on Evergreen Road to provide a safe crossing point. There are 50 bike parking stalls proposed, with a striped pedestrian path to the store entrance. With these improvements, the project is providing safe and reasonable accommodation for alternative travel modes. WinCo Foods also proposed to construct a new bus shelter at the site, to accommodate the use of transit if/when service is extended to this portion of Woodburn. To further guide and incentivize employees, WinCo Foods will prepare a Transportation Demand Management Plan that will outline policies and practices WinCo Foods will implement to encourage employees to use other travel modes. Overall, these improvements and strategies will meaningfully support alternative travel modes to and from the project site for customers and employees and should reduce the daily and peak period vehicle traffic generated by the site. ---PAGE BREAK--- Traffic Impact Analysis WinCo Foods – Woodburn, OR GVC Transportation Solutions January 2026 I Page 38 7 SUMMARY AND MITAGATION 7.1 SUMMARY WinCo Foods is proposing to construct a new approximately 84,073-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 four 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. • Two ODOT intersection are projected to operate below the LOS threshold during the 2040 PM peak hour: Highway 214 at Evergreen Road and Highway 214 at Boones Ferry Road. The City has identified Highway 214 at Evergreen Road in their current Transportation System Plan as project R10, calling to “Investigate corridor signal timing and coordination adjustments in coordination with ODOT”. This Highway 214 corridor timing investigation should also include the Boones Ferry Road intersection. • 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. Additionally, WinCo Foods will coordinate with City staff to determine what specific improvements described above, if any, will be required. Any required improvements would be credited against the 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 84.100 2.86 59% 41% 142 99 241 0% 0 0.0% 0 142 99 241 Total 142 99 241 0 142 99 241 In Out In Out Total % Total % Total In Out Total WinCo Foods 850 Supermarket 84.100 7.99 50% 50% 336 336 672 0.0% 0 24.0% 161 256 255 511 Total 336 336 672 161 256 255 511 850 Fitted Curve Equation 7.99 In Out In Out Total % Total % Total In Out Total WinCo Foods 850 Supermarket 84.100 89.80 50% 50% 3,776 3,776 7,552 0.0% 0 2.0% 161 3,696 3,695 7,391 Total 3,776 3,776 7,552 161 3,696 3,695 7,391 850 Fitted Curve Equation 89.80 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 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 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 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 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 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 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--- Lanes, Volumes, Timings Existing 2025 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 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 0.91 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--- Lanes, Volumes, Timings Existing 2025 2: I-5 NB Ramps & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 355 175 0 595 0 255 0 455 0 0 0 Future Volume (vph) 0 355 175 0 595 0 255 0 455 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 227 Travel Time 16.6 20.9 7.8 5.2 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 355 175 0 595 0 255 0 455 0 0 0 Future Volume (veh/h) 0 355 175 0 595 0 255 0 455 0 0 0 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 0.98 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 1641 1641 0 1668 0 1668 1723 1668 Adj Flow Rate, veh/h 0 374 0 0 626 0 179 0 575 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 0 8 8 0 6 0 6 2 6 Cap, veh/h 0 2045 0 2079 389 0 677 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3200 1391 0 3336 0 1589 0 2762 Grp Volume(v), veh/h 0 374 0 0 626 0 179 0 575 Grp Sat Flow(s),veh/h/ln 0 1559 1391 0 1585 0 1589 0 1381 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 9.6 0.0 19.9 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 9.6 0.0 19.9 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2045 0 2079 389 0 677 V/C Ratio(X) 0.00 0.18 0.00 0.30 0.46 0.00 0.85 Avail Cap(c_a), veh/h 0 2045 0 2079 550 0 956 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.96 0.00 0.00 0.79 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 32.1 0.0 36.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.3 0.0 0.8 0.0 5.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 3.7 0.0 7.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.2 0.0 0.0 0.3 0.0 33.0 0.0 41.2 LOS A A C D Approach Vol, veh/h 374 626 754 Approach Delay, s/veh 0.2 0.3 39.3 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 70.1 70.1 29.9 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 21.9 Green Ext Time s 2.8 5.1 2.6 Intersection Summary HCM 7th Control Delay, s/veh 17.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 3: Evergreen Rd & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 585 55 95 665 5 410 25 110 10 20 25 Future Volume (vph) 100 585 55 95 665 5 410 25 110 10 20 25 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 2 2 2 5 5 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 585 55 95 665 5 410 25 110 10 20 25 Future Volume (veh/h) 100 585 55 95 665 5 410 25 110 10 20 25 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1668 1668 1668 1668 1668 1723 1723 1723 1736 1736 1736 Adj Flow Rate, veh/h 108 629 0 102 715 5 460 0 0 11 22 0 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 Percent Heavy Veh, % 6 6 6 6 6 6 2 2 2 1 1 1 Cap, veh/h 131 1675 127 1697 12 547 0 82 86 Arrive On Green 0.16 1.00 0.00 0.03 0.17 0.17 0.17 0.00 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1589 3169 1414 1589 3226 23 3281 0 1460 1654 1736 0 Grp Volume(v), veh/h 108 629 0 102 351 369 460 0 0 11 22 0 Grp Sat Flow(s),veh/h/ln 1589 1585 1414 1589 1585 1664 1641 0 1460 1654 1736 0 Q Serve(g_s), s 6.6 0.0 0.0 6.4 19.8 19.8 13.6 0.0 0.0 0.6 1.2 0.0 Cycle Q Clear(g_c), s 6.6 0.0 0.0 6.4 19.8 19.8 13.6 0.0 0.0 0.6 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 131 1675 127 834 875 547 0 82 86 V/C Ratio(X) 0.82 0.38 0.80 0.42 0.42 0.84 0.00 0.13 0.25 Avail Cap(c_a), veh/h 222 1675 222 834 875 673 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.00 0.96 0.96 0.96 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 41.1 0.0 0.0 47.9 27.7 27.7 40.4 0.0 0.0 45.5 45.7 0.0 Incr Delay (d2), s/veh 11.7 0.6 0.0 10.8 1.5 1.4 7.9 0.0 0.0 0.7 1.5 0.0 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 2.8 0.1 0.0 3.0 8.7 9.1 6.0 0.0 0.0 0.3 0.6 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.7 0.6 0.0 58.7 29.2 29.2 48.3 0.0 0.0 46.2 47.3 0.0 LOS D A E C C D D D Approach Vol, veh/h 737 822 460 33 Approach Delay, s/veh 8.3 32.9 48.3 46.9 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.0 57.4 9.5 12.2 57.1 21.2 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 8.4 2.0 3.2 8.6 21.8 15.6 Green Ext Time s 0.1 4.8 0.0 0.1 3.3 0.8 Intersection Summary HCM 7th Control Delay, s/veh 27.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 4: Oregon Way & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 25 660 5 5 700 15 10 10 10 10 5 50 Future Volume (vph) 25 660 5 5 700 15 10 10 10 10 5 50 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 660 5 5 700 15 10 10 10 10 5 50 Future Volume (veh/h) 25 660 5 5 700 15 10 10 10 10 5 50 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 0.97 1.00 0.97 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 1668 1668 1668 1654 1654 1654 1736 1736 1736 1723 1723 1723 Adj Flow Rate, veh/h 26 695 5 5 737 16 11 11 11 11 5 53 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 7 7 7 1 1 1 2 2 2 Cap, veh/h 30 2461 18 6 2353 51 13 47 47 13 7 79 Arrive On Green 0.04 1.00 1.00 0.00 0.75 0.75 0.01 0.06 0.06 0.01 0.06 0.06 Sat Flow, veh/h 1589 3225 23 1576 3146 68 1654 [PHONE REDACTED] 124 1315 Grp Volume(v), veh/h 26 341 359 5 368 385 11 0 22 11 0 58 Grp Sat Flow(s),veh/h/ln 1589 1585 1664 1576 1572 1642 1654 0 1563 1641 0 1440 Q Serve(g_s), s 1.6 0.0 0.0 0.3 7.7 7.7 0.7 0.0 1.3 0.7 0.0 3.9 Cycle Q Clear(g_c), s 1.6 0.0 0.0 0.3 7.7 7.7 0.7 0.0 1.3 0.7 0.0 3.9 Prop In Lane 1.00 0.01 1.00 0.04 1.00 0.50 1.00 0.91 Lane Grp Cap(c), veh/h 30 1209 1269 6 1176 1228 13 0 94 13 0 87 V/C Ratio(X) 0.87 0.28 0.28 0.82 0.31 0.31 0.84 0.00 0.23 0.85 0.00 0.67 Avail Cap(c_a), veh/h 175 1209 1269 173 1176 1228 265 0 250 263 0 230 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 48.0 0.0 0.0 49.8 4.1 4.1 49.5 0.0 44.8 49.5 0.0 46.0 Incr Delay (d2), s/veh 46.0 0.5 0.5 116.7 0.7 0.7 76.5 0.0 1.3 78.3 0.0 8.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.2 0.2 0.3 2.2 2.3 0.6 0.0 0.6 0.6 0.0 1.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 94.0 0.5 0.5 166.4 4.8 4.8 126.0 0.0 46.0 127.9 0.0 54.5 LOS F A A F A A F D F D Approach Vol, veh/h 726 758 33 69 Approach Delay, s/veh 3.9 5.9 72.7 66.2 Approach LOS A A E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.4 80.8 4.8 10.0 5.9 79.3 4.8 10.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 2.3 2.0 2.7 5.9 3.6 9.7 2.7 3.3 Green Ext Time s 0.0 5.0 0.0 0.1 0.0 5.3 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 9.0 HCM 7th LOS A Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 11.0 36.0 23.0 10.0 35.0 11.0 23.0 43.0 10.0 11.0 31.0 11.0 Total Split 11.0% 36.0% 23.0% 10.0% 35.0% 11.0% 23.0% 43.0% 10.0% 11.0% 31.0% 11.0% Maximum Green 6.5 31.5 18.5 5.5 30.5 6.5 18.5 38.5 5.5 6.5 26.5 6.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 69 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 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--- Lanes, Volumes, Timings Baseline 2026 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.90 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--- Lanes, Volumes, Timings Baseline 2026 2: I-5 NB Ramps & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 480 205 0 645 0 270 0 555 0 0 0 Future Volume (vph) 0 480 205 0 645 0 270 0 555 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 227 Travel Time 16.6 20.9 7.8 5.2 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 480 205 0 645 0 270 0 555 0 0 0 Future Volume (veh/h) 0 480 205 0 645 0 270 0 555 0 0 0 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 0.98 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 1641 1641 0 1668 0 1668 1723 1668 Adj Flow Rate, veh/h 0 505 0 0 679 0 189 0 685 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 0 8 8 0 6 0 6 2 6 Cap, veh/h 0 1927 0 1959 449 0 781 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3200 1391 0 3336 0 1589 0 2763 Grp Volume(v), veh/h 0 505 0 0 679 0 189 0 685 Grp Sat Flow(s),veh/h/ln 0 1559 1391 0 1585 0 1589 0 1382 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 9.7 0.0 23.6 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 9.7 0.0 23.6 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1927 0 1959 449 0 781 V/C Ratio(X) 0.00 0.26 0.00 0.35 0.42 0.00 0.88 Avail Cap(c_a), veh/h 0 1927 0 1959 550 0 956 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.92 0.00 0.00 0.56 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 29.2 0.0 34.2 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.6 0.0 7.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 3.7 0.0 8.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 29.8 0.0 42.1 LOS A A C D Approach Vol, veh/h 505 679 874 Approach Delay, s/veh 0.3 0.3 39.5 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 66.3 66.3 33.7 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 25.6 Green Ext Time s 3.9 5.6 2.6 Intersection Summary HCM 7th Control Delay, s/veh 16.9 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2026 3: Evergreen Rd & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 705 160 115 780 20 605 25 140 15 20 30 Future Volume (vph) 100 705 160 115 780 20 605 25 140 15 20 30 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 2 2 2 5 5 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 705 160 115 780 20 605 25 140 15 20 30 Future Volume (veh/h) 100 705 160 115 780 20 605 25 140 15 20 30 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1668 1668 1668 1668 1668 1723 1723 1723 1736 1736 1736 Adj Flow Rate, veh/h 108 758 0 124 839 22 670 0 0 16 22 0 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 Percent Heavy Veh, % 6 6 6 6 6 6 2 2 2 1 1 1 Cap, veh/h 131 1494 152 1529 40 673 0 88 92 Arrive On Green 0.16 0.94 0.00 0.03 0.16 0.16 0.20 0.00 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1589 3169 1414 1589 3155 83 3281 0 1460 1654 1736 0 Grp Volume(v), veh/h 108 758 0 124 421 440 670 0 0 16 22 0 Grp Sat Flow(s),veh/h/ln 1589 1585 1414 1589 1585 1653 1641 0 1460 1654 1736 0 Q Serve(g_s), s 6.6 2.6 0.0 7.8 24.5 24.5 20.4 0.0 0.0 0.9 1.2 0.0 Cycle Q Clear(g_c), s 6.6 2.6 0.0 7.8 24.5 24.5 20.4 0.0 0.0 0.9 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 131 1494 152 768 801 673 0 88 92 V/C Ratio(X) 0.82 0.51 0.82 0.55 0.55 1.00 0.00 0.18 0.24 Avail Cap(c_a), veh/h 222 1494 222 768 801 673 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.00 0.93 0.93 0.93 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 41.1 1.6 0.0 47.6 31.9 31.9 39.7 0.0 0.0 45.3 45.4 0.0 Incr Delay (d2), s/veh 11.5 1.2 0.0 13.1 2.6 2.5 33.6 0.0 0.0 1.0 1.3 0.0 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 2.8 0.7 0.0 3.8 10.9 11.4 11.2 0.0 0.0 0.4 0.6 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.5 2.7 0.0 60.6 34.6 34.5 73.4 0.0 0.0 46.3 46.7 0.0 LOS D A E C C E D D Approach Vol, veh/h 866 985 670 38 Approach Delay, s/veh 9.0 37.8 73.4 46.5 Approach LOS A D E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 51.6 9.8 12.2 52.9 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 9.8 4.6 3.2 8.6 26.5 22.4 Green Ext Time s 0.1 5.9 0.1 0.1 2.7 0.0 Intersection Summary HCM 7th Control Delay, s/veh 37.5 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2026 4: Oregon Way & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 25 710 5 75 730 15 100 10 80 10 5 50 Future Volume (vph) 25 710 5 75 730 15 100 10 80 10 5 50 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2026 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 710 5 75 730 15 100 10 80 10 5 50 Future Volume (veh/h) 25 710 5 75 730 15 100 10 80 10 5 50 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 0.97 1.00 0.97 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 1668 1668 1668 1654 1654 1654 1736 1736 1736 1723 1723 1723 Adj Flow Rate, veh/h 26 747 5 79 768 16 105 11 84 11 5 53 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 7 7 7 1 1 1 2 2 2 Cap, veh/h 30 2031 14 98 2119 44 131 23 175 13 8 85 Arrive On Green 0.01 0.21 0.21 0.06 0.67 0.67 0.08 0.14 0.14 0.01 0.06 0.06 Sat Flow, veh/h 1589 3227 22 1576 3149 66 1654 169 1293 1641 124 1317 Grp Volume(v), veh/h 26 367 385 79 383 401 105 0 95 11 0 58 Grp Sat Flow(s),veh/h/ln 1589 1585 1664 1576 1572 1643 1654 0 1462 1641 0 1441 Q Serve(g_s), s 1.6 19.9 19.9 5.0 10.6 10.6 6.2 0.0 6.0 0.7 0.0 3.9 Cycle Q Clear(g_c), s 1.6 19.9 19.9 5.0 10.6 10.6 6.2 0.0 6.0 0.7 0.0 3.9 Prop In Lane 1.00 0.01 1.00 0.04 1.00 0.88 1.00 0.91 Lane Grp Cap(c), veh/h 30 997 1047 98 1058 1105 131 0 198 13 0 92 V/C Ratio(X) 0.87 0.37 0.37 0.81 0.36 0.36 0.80 0.00 0.48 0.85 0.00 0.63 Avail Cap(c_a), veh/h [PHONE REDACTED] 173 1058 1105 265 0 234 263 0 231 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 49.6 22.5 22.5 46.3 7.1 7.1 45.3 0.0 40.0 49.5 0.0 45.6 Incr Delay (d2), s/veh 40.3 0.8 0.8 14.2 1.0 0.9 10.7 0.0 1.8 78.3 0.0 6.8 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 1.0 8.6 9.0 2.3 3.4 3.6 2.9 0.0 2.2 0.6 0.0 1.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 89.8 23.4 23.3 60.5 8.0 8.0 56.0 0.0 41.8 127.9 0.0 52.4 LOS F C C E A A E D F D Approach Vol, veh/h 778 863 200 69 Approach Delay, s/veh 25.6 12.8 49.2 64.5 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 67.4 11.9 10.4 5.9 71.8 4.8 17.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 21.9 8.2 5.9 3.6 12.6 2.7 8.0 Green Ext Time s 0.0 4.6 0.1 0.1 0.0 5.5 0.0 0.2 Intersection Summary HCM 7th Control Delay, s/veh 23.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2026 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 11.0 36.0 23.0 10.0 35.0 11.0 23.0 43.0 10.0 11.0 31.0 11.0 Total Split 11.0% 36.0% 23.0% 10.0% 35.0% 11.0% 23.0% 43.0% 10.0% 11.0% 31.0% 11.0% Maximum Green 6.5 31.5 18.5 5.5 30.5 6.5 18.5 38.5 5.5 6.5 26.5 6.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 80 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 86 561 798 63 517 509 378 498 473 86 193 243 Arrive On Green 0.05 0.34 0.34 0.04 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 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 12.6 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 12.6 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 86 561 798 63 517 509 378 498 473 86 193 243 V/C Ratio(X) 0.80 0.84 0.18 0.69 0.80 0.08 0.87 0.24 0.19 0.74 0.47 0.46 Avail Cap(c_a), veh/h [PHONE REDACTED] 128 745 [PHONE REDACTED] 906 164 703 676 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 19.9 6.7 30.7 20.0 12.9 24.1 17.7 15.5 30.3 27.0 24.4 Incr Delay (d2), s/veh 15.3 5.7 0.1 12.4 4.1 0.1 14.3 0.3 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 6.9 0.8 0.9 5.8 0.4 6.0 1.3 0.9 1.2 1.3 1.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 45.7 25.5 6.8 43.1 24.1 13.0 38.4 17.9 15.7 42.0 28.8 25.8 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 23.6 24.8 30.0 30.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 26.5 19.5 11.8 8.1 25.7 7.9 23.3 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 31.5 18.5 26.5 6.5 30.5 6.5 38.5 Max Q Clear Time (g_c+I1), s 3.8 19.2 14.6 6.5 4.8 17.5 4.5 5.5 Green Ext Time s 0.0 2.9 0.4 0.8 0.0 2.3 0.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 26.6 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--- Lanes, Volumes, Timings Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.90 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--- Lanes, Volumes, Timings Projected 2026 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 500 205 0 660 0 270 0 570 0 0 0 Future Volume (vph) 0 500 205 0 660 0 270 0 570 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 227 Travel Time 16.6 20.9 7.8 5.2 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 500 205 0 660 0 270 0 570 0 0 0 Future Volume (veh/h) 0 500 205 0 660 0 270 0 570 0 0 0 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 0.98 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 1641 1641 0 1668 0 1668 1723 1668 Adj Flow Rate, veh/h 0 526 0 0 695 0 189 0 701 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 0 8 8 0 6 0 6 2 6 Cap, veh/h 0 1911 0 1943 458 0 796 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 3200 1391 0 3336 0 1589 0 2763 Grp Volume(v), veh/h 0 526 0 0 695 0 189 0 701 Grp Sat Flow(s),veh/h/ln 0 1559 1391 0 1585 0 1589 0 1382 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 9.6 0.0 24.2 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 9.6 0.0 24.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1911 0 1943 458 0 796 V/C Ratio(X) 0.00 0.28 0.00 0.36 0.41 0.00 0.88 Avail Cap(c_a), veh/h 0 1911 0 1943 550 0 956 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.00 0.00 0.54 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 28.8 0.0 34.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.6 0.0 8.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 3.7 0.0 8.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 29.4 0.0 42.4 LOS A A C D Approach Vol, veh/h 526 695 890 Approach Delay, s/veh 0.3 0.3 39.6 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 65.8 65.8 34.2 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 26.2 Green Ext Time s 4.1 5.8 2.6 Intersection Summary HCM 7th Control Delay, s/veh 16.9 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 3: Evergreen Rd & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 705 195 145 780 20 630 25 165 15 20 30 Future Volume (vph) 100 705 195 145 780 20 630 25 165 15 20 30 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 2 2 2 5 5 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 705 195 145 780 20 630 25 165 15 20 30 Future Volume (veh/h) 100 705 195 145 780 20 630 25 165 15 20 30 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1668 1668 1668 1668 1668 1723 1723 1723 1736 1736 1736 Adj Flow Rate, veh/h 108 758 0 156 839 22 696 0 0 16 22 0 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 Percent Heavy Veh, % 6 6 6 6 6 6 2 2 2 1 1 1 Cap, veh/h 131 1426 186 1529 40 673 0 88 92 Arrive On Green 0.16 0.90 0.00 0.04 0.16 0.16 0.20 0.00 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1589 3169 1414 1589 3155 83 3281 0 1460 1654 1736 0 Grp Volume(v), veh/h 108 758 0 156 421 440 696 0 0 16 22 0 Grp Sat Flow(s),veh/h/ln 1589 1585 1414 1589 1585 1653 1641 0 1460 1654 1736 0 Q Serve(g_s), s 6.6 4.6 0.0 9.8 24.5 24.5 20.5 0.0 0.0 0.9 1.2 0.0 Cycle Q Clear(g_c), s 6.6 4.6 0.0 9.8 24.5 24.5 20.5 0.0 0.0 0.9 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 131 1426 186 768 801 673 0 88 92 V/C Ratio(X) 0.82 0.53 0.84 0.55 0.55 1.03 0.00 0.18 0.24 Avail Cap(c_a), veh/h 222 1426 222 768 801 673 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.00 0.92 0.92 0.92 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 41.1 3.0 0.0 47.1 31.9 31.9 39.8 0.0 0.0 45.3 45.4 0.0 Incr Delay (d2), s/veh 11.5 1.3 0.0 19.6 2.6 2.5 44.0 0.0 0.0 1.0 1.3 0.0 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 2.8 1.2 0.0 5.1 10.9 11.3 12.2 0.0 0.0 0.4 0.6 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.5 4.3 0.0 66.8 34.5 34.4 83.7 0.0 0.0 46.3 46.7 0.0 LOS D A E C C F D D Approach Vol, veh/h 866 1017 696 38 Approach Delay, s/veh 10.3 39.4 83.7 46.5 Approach LOS B D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.7 49.5 9.8 12.2 52.9 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 11.8 6.6 3.2 8.6 26.5 22.5 Green Ext Time s 0.1 5.8 0.1 0.1 2.7 0.0 Intersection Summary HCM 7th Control Delay, s/veh 41.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 4: Oregon Way & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 725 5 75 750 15 100 10 80 10 5 60 Future Volume (vph) 30 725 5 75 750 15 100 10 80 10 5 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 725 5 75 750 15 100 10 80 10 5 60 Future Volume (veh/h) 30 725 5 75 750 15 100 10 80 10 5 60 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 0.97 1.00 0.97 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 1668 1668 1668 1654 1654 1654 1736 1736 1736 1723 1723 1723 Adj Flow Rate, veh/h 32 763 5 79 789 16 105 11 84 11 5 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 7 7 7 1 1 1 2 2 2 Cap, veh/h 38 2009 13 98 2083 42 131 24 184 13 8 95 Arrive On Green 0.01 0.21 0.21 0.06 0.66 0.66 0.08 0.14 0.14 0.01 0.07 0.07 Sat Flow, veh/h 1589 3228 21 1576 3151 64 1654 169 1293 1641 106 1334 Grp Volume(v), veh/h 32 375 393 79 394 411 105 0 95 11 0 68 Grp Sat Flow(s),veh/h/ln 1589 1585 1664 1576 1572 1643 1654 0 1463 1641 0 1440 Q Serve(g_s), s 2.0 20.4 20.4 5.0 11.3 11.3 6.2 0.0 6.0 0.7 0.0 4.6 Cycle Q Clear(g_c), s 2.0 20.4 20.4 5.0 11.3 11.3 6.2 0.0 6.0 0.7 0.0 4.6 Prop In Lane 1.00 0.01 1.00 0.04 1.00 0.88 1.00 0.93 Lane Grp Cap(c), veh/h 38 987 1036 98 1039 1086 131 0 208 13 0 102 V/C Ratio(X) 0.85 0.38 0.38 0.81 0.38 0.38 0.80 0.00 0.46 0.85 0.00 0.66 Avail Cap(c_a), veh/h [PHONE REDACTED] 173 1039 1086 265 0 234 263 0 230 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 49.4 23.1 23.1 46.3 7.7 7.7 45.3 0.0 39.3 49.5 0.0 45.3 Incr Delay (d2), s/veh 29.8 0.8 0.8 14.2 1.1 1.0 10.7 0.0 1.6 78.3 0.0 7.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 8.8 9.2 2.3 3.7 3.9 2.9 0.0 2.2 0.6 0.0 1.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 79.2 23.9 23.9 60.5 8.7 8.7 56.0 0.0 40.9 127.9 0.0 52.5 LOS E C C E A A E D F D Approach Vol, veh/h 800 884 200 79 Approach Delay, s/veh 26.1 13.3 48.8 63.0 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 66.8 11.9 11.1 6.4 70.6 4.8 18.2 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 22.4 8.2 6.6 4.0 13.3 2.7 8.0 Green Ext Time s 0.0 4.7 0.1 0.2 0.0 5.6 0.0 0.2 Intersection Summary HCM 7th Control Delay, s/veh 24.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 11.0 36.0 23.0 10.0 35.0 11.0 23.0 43.0 10.0 11.0 31.0 11.0 Total Split 11.0% 36.0% 23.0% 10.0% 35.0% 11.0% 23.0% 43.0% 10.0% 11.0% 31.0% 11.0% Maximum Green 6.5 31.5 18.5 5.5 30.5 6.5 18.5 38.5 5.5 6.5 26.5 6.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 81.6 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 90 571 804 70 531 519 375 501 483 85 197 250 Arrive On Green 0.06 0.35 0.35 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 13.2 3.9 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 13.2 3.9 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 90 571 804 70 531 519 375 501 483 85 197 250 V/C Ratio(X) 0.82 0.86 0.18 0.75 0.81 0.08 0.88 0.26 0.20 0.76 0.51 0.47 Avail Cap(c_a), veh/h 151 769 972 123 714 674 448 979 879 157 674 654 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 20.6 6.9 31.9 20.6 13.2 25.3 18.4 15.9 31.7 28.2 25.3 Incr Delay (d2), s/veh 16.3 7.2 0.1 14.9 5.2 0.1 16.0 0.3 0.2 12.7 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 1.6 7.7 0.8 1.1 6.5 0.4 6.5 1.5 1.0 1.3 1.6 1.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 47.9 27.9 7.0 46.8 25.8 13.3 41.3 18.7 16.1 44.4 30.3 26.6 LOS D C A D C B D B B D C C Approach Vol, veh/h 707 527 554 282 Approach Delay, s/veh 25.7 26.9 31.7 32.0 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 27.9 20.0 12.2 8.4 27.2 8.0 24.2 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 5.5 31.5 18.5 26.5 6.5 30.5 6.5 38.5 Max Q Clear Time (g_c+I1), s 4.3 20.6 15.2 6.9 5.1 18.8 4.6 5.9 Green Ext Time s 0.0 2.8 0.3 0.8 0.0 2.2 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 28.5 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--- Lanes, Volumes, Timings Baseline 2040 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.89 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--- Lanes, Volumes, Timings Baseline 2040 2: I-5 NB Ramps & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 505 215 0 685 0 285 0 585 0 0 0 Future Volume (vph) 0 505 215 0 685 0 285 0 585 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 227 Travel Time 16.6 20.9 7.8 5.2 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2040 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 505 215 0 685 0 285 0 585 0 0 0 Future Volume (veh/h) 0 505 215 0 685 0 285 0 585 0 0 0 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 0.98 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 1641 1641 0 1668 0 1668 1723 1668 Adj Flow Rate, veh/h 0 532 0 0 721 0 200 0 723 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 0 8 8 0 6 0 6 2 6 Cap, veh/h 0 1889 0 1920 469 0 816 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3200 1391 0 3336 0 1589 0 2764 Grp Volume(v), veh/h 0 532 0 0 721 0 200 0 723 Grp Sat Flow(s),veh/h/ln 0 1559 1391 0 1585 0 1589 0 1382 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 10.2 0.0 25.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.2 0.0 25.0 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1889 0 1920 469 0 816 V/C Ratio(X) 0.00 0.28 0.00 0.38 0.43 0.00 0.89 Avail Cap(c_a), veh/h 0 1889 0 1920 550 0 956 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.00 0.00 0.48 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 28.4 0.0 33.6 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.6 0.0 9.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 3.9 0.0 9.2 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 29.0 0.0 42.7 LOS A A C D Approach Vol, veh/h 532 721 923 Approach Delay, s/veh 0.3 0.3 39.7 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 65.1 65.1 34.9 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 27.0 Green Ext Time s 4.2 6.1 2.5 Intersection Summary HCM 7th Control Delay, s/veh 17.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2040 3: Evergreen Rd & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110 745 160 120 825 20 630 25 150 15 20 30 Future Volume (vph) 110 745 160 120 825 20 630 25 150 15 20 30 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 2 2 2 5 5 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2040 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 745 160 120 825 20 630 25 150 15 20 30 Future Volume (veh/h) 110 745 160 120 825 20 630 25 150 15 20 30 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1668 1668 1668 1668 1668 1723 1723 1723 1736 1736 1736 Adj Flow Rate, veh/h 118 801 0 129 887 22 696 0 0 16 22 0 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 Percent Heavy Veh, % 6 6 6 6 6 6 2 2 2 1 1 1 Cap, veh/h 142 1483 157 1509 37 673 0 88 92 Arrive On Green 0.18 0.94 0.00 0.03 0.16 0.16 0.20 0.00 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1589 3169 1414 1589 3160 78 3281 0 1460 1654 1736 0 Grp Volume(v), veh/h 118 801 0 129 445 464 696 0 0 16 22 0 Grp Sat Flow(s),veh/h/ln 1589 1585 1414 1589 1585 1654 1641 0 1460 1654 1736 0 Q Serve(g_s), s 7.2 3.3 0.0 8.1 26.1 26.1 20.5 0.0 0.0 0.9 1.2 0.0 Cycle Q Clear(g_c), s 7.2 3.3 0.0 8.1 26.1 26.1 20.5 0.0 0.0 0.9 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 142 1483 157 757 790 673 0 88 92 V/C Ratio(X) 0.83 0.54 0.82 0.59 0.59 1.03 0.00 0.18 0.24 Avail Cap(c_a), veh/h 222 1483 222 757 790 673 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.00 0.91 0.91 0.91 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 40.4 1.8 0.0 47.5 33.0 33.0 39.8 0.0 0.0 45.3 45.4 0.0 Incr Delay (d2), s/veh 13.2 1.3 0.0 13.9 3.0 2.9 44.0 0.0 0.0 1.0 1.3 0.0 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 3.1 0.9 0.0 4.0 11.7 12.1 12.2 0.0 0.0 0.4 0.6 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 53.5 3.1 0.0 61.4 36.0 35.9 83.7 0.0 0.0 46.3 46.7 0.0 LOS D A E D D F D D Approach Vol, veh/h 919 1038 696 38 Approach Delay, s/veh 9.6 39.1 83.7 46.5 Approach LOS A D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.9 51.3 9.8 12.9 52.3 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 10.1 5.3 3.2 9.2 28.1 22.5 Green Ext Time s 0.1 6.3 0.1 0.1 2.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 40.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2040 4: Oregon Way & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 755 5 75 775 15 100 10 80 10 5 55 Future Volume (vph) 30 755 5 75 775 15 100 10 80 10 5 55 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Baseline 2040 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 755 5 75 775 15 100 10 80 10 5 55 Future Volume (veh/h) 30 755 5 75 775 15 100 10 80 10 5 55 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 0.97 1.00 0.97 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 1668 1668 1668 1654 1654 1654 1736 1736 1736 1723 1723 1723 Adj Flow Rate, veh/h 32 795 5 79 816 16 105 11 84 11 5 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 7 7 7 1 1 1 2 2 2 Cap, veh/h 38 2021 13 98 2095 41 131 24 180 13 8 90 Arrive On Green 0.01 0.21 0.21 0.06 0.66 0.66 0.08 0.14 0.14 0.01 0.07 0.07 Sat Flow, veh/h 1589 3229 20 1576 3153 62 1654 169 1293 1641 114 1326 Grp Volume(v), veh/h 32 390 410 79 407 425 105 0 95 11 0 63 Grp Sat Flow(s),veh/h/ln 1589 1585 1664 1576 1572 1643 1654 0 1463 1641 0 1440 Q Serve(g_s), s 2.0 21.3 21.3 5.0 11.7 11.7 6.2 0.0 6.0 0.7 0.0 4.3 Cycle Q Clear(g_c), s 2.0 21.3 21.3 5.0 11.7 11.7 6.2 0.0 6.0 0.7 0.0 4.3 Prop In Lane 1.00 0.01 1.00 0.04 1.00 0.88 1.00 0.92 Lane Grp Cap(c), veh/h 38 992 1042 98 1044 1092 131 0 203 13 0 97 V/C Ratio(X) 0.85 0.39 0.39 0.81 0.39 0.39 0.80 0.00 0.47 0.85 0.00 0.65 Avail Cap(c_a), veh/h [PHONE REDACTED] 173 1044 1092 265 0 234 263 0 230 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 49.4 23.3 23.3 46.3 7.6 7.6 45.3 0.0 39.6 49.5 0.0 45.5 Incr Delay (d2), s/veh 29.2 0.8 0.8 14.2 1.1 1.0 10.7 0.0 1.7 78.3 0.0 7.0 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 1.1 9.2 9.7 2.3 3.8 4.0 2.9 0.0 2.2 0.6 0.0 1.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 78.6 24.1 24.1 60.5 8.7 8.6 56.0 0.0 41.3 127.9 0.0 52.5 LOS E C C E A A E D F D Approach Vol, veh/h 832 911 200 74 Approach Delay, s/veh 26.2 13.2 49.0 63.7 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 67.1 11.9 10.8 6.4 70.9 4.8 17.9 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 23.3 8.2 6.3 4.0 13.7 2.7 8.0 Green Ext Time s 0.0 4.8 0.1 0.2 0.0 5.8 0.0 0.2 Intersection Summary HCM 7th Control Delay, s/veh 23.9 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Baseline 2040 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 11.0 36.0 23.0 10.0 35.0 11.0 23.0 43.0 10.0 11.0 31.0 11.0 Total Split 11.0% 36.0% 23.0% 10.0% 35.0% 11.0% 23.0% 43.0% 10.0% 11.0% 31.0% 11.0% Maximum Green 6.5 31.5 18.5 5.5 30.5 6.5 18.5 38.5 5.5 6.5 26.5 6.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 81.7 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 90 582 824 65 535 524 387 510 485 86 194 248 Arrive On Green 0.06 0.35 0.35 0.04 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 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 3.3 20.0 3.4 2.2 17.9 1.6 14.3 4.0 3.3 2.9 3.7 5.1 Cycle Q Clear(g_c), s 3.3 20.0 3.4 2.2 17.9 1.6 14.3 4.0 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 90 582 824 65 535 524 387 510 485 86 194 248 V/C Ratio(X) 0.82 0.87 0.18 0.73 0.82 0.09 0.89 0.25 0.20 0.80 0.50 0.47 Avail Cap(c_a), veh/h 146 743 961 118 690 655 433 946 847 152 651 635 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 32.7 21.2 6.7 33.2 21.3 13.5 25.9 18.8 16.4 32.9 29.3 26.3 Incr Delay (d2), s/veh 16.8 8.8 0.1 14.6 6.3 0.1 19.1 0.3 0.2 15.2 2.0 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 1.6 8.5 0.9 1.0 7.1 0.5 7.3 1.5 1.1 1.5 1.6 1.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 49.5 30.1 6.8 47.8 27.7 13.6 45.0 19.0 16.6 48.1 31.2 27.7 LOS D C A D C B D B B D C C Approach Vol, veh/h 728 537 570 282 Approach Delay, s/veh 27.3 28.2 34.4 33.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 29.2 21.1 12.4 8.5 28.2 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 31.5 18.5 26.5 6.5 30.5 6.5 38.5 Max Q Clear Time (g_c+I1), s 4.2 22.0 16.3 7.1 5.3 19.9 4.9 6.0 Green Ext Time s 0.0 2.7 0.3 0.8 0.0 2.2 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 30.3 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--- Lanes, Volumes, Timings Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.89 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--- Lanes, Volumes, Timings Projected 2040 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 525 215 0 700 0 285 0 600 0 0 0 Future Volume (vph) 0 525 215 0 700 0 285 0 600 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 227 Travel Time 16.6 20.9 7.8 5.2 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 2: I-5 NB Ramps & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 525 215 0 700 0 285 0 600 0 0 0 Future Volume (veh/h) 0 525 215 0 700 0 285 0 600 0 0 0 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 0.98 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 1641 1641 0 1668 0 1668 1723 1668 Adj Flow Rate, veh/h 0 553 0 0 737 0 200 0 739 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 0 8 8 0 6 0 6 2 6 Cap, veh/h 0 1873 0 1904 477 0 830 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3200 1391 0 3336 0 1589 0 2764 Grp Volume(v), veh/h 0 553 0 0 737 0 200 0 739 Grp Sat Flow(s),veh/h/ln 0 1559 1391 0 1585 0 1589 0 1382 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 10.1 0.0 25.5 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.1 0.0 25.5 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1873 0 1904 477 0 830 V/C Ratio(X) 0.00 0.30 0.00 0.39 0.42 0.00 0.89 Avail Cap(c_a), veh/h 0 1873 0 1904 550 0 956 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.00 0.00 0.45 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 28.0 0.0 33.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.3 0.0 0.6 0.0 9.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 3.9 0.0 9.4 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.4 0.0 0.0 0.3 0.0 28.6 0.0 43.0 LOS A A C D Approach Vol, veh/h 553 737 939 Approach Delay, s/veh 0.4 0.3 39.9 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 64.6 64.6 35.4 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 27.5 Green Ext Time s 4.4 6.2 2.5 Intersection Summary HCM 7th Control Delay, s/veh 17.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 3: Evergreen Rd & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110 745 200 150 825 20 655 25 170 15 20 30 Future Volume (vph) 110 745 200 150 825 20 655 25 170 15 20 30 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 2 2 2 5 5 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 3: Evergreen Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 745 200 150 825 20 655 25 170 15 20 30 Future Volume (veh/h) 110 745 200 150 825 20 655 25 170 15 20 30 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1668 1668 1668 1668 1668 1723 1723 1723 1736 1736 1736 Adj Flow Rate, veh/h 118 801 0 161 887 22 723 0 0 16 22 0 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 Percent Heavy Veh, % 6 6 6 6 6 6 2 2 2 1 1 1 Cap, veh/h 142 1416 191 1509 37 673 0 88 92 Arrive On Green 0.18 0.89 0.00 0.04 0.16 0.16 0.20 0.00 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1589 3169 1414 1589 3160 78 3281 0 1460 1654 1736 0 Grp Volume(v), veh/h 118 801 0 161 445 464 723 0 0 16 22 0 Grp Sat Flow(s),veh/h/ln 1589 1585 1414 1589 1585 1654 1641 0 1460 1654 1736 0 Q Serve(g_s), s 7.2 5.4 0.0 10.1 26.1 26.1 20.5 0.0 0.0 0.9 1.2 0.0 Cycle Q Clear(g_c), s 7.2 5.4 0.0 10.1 26.1 26.1 20.5 0.0 0.0 0.9 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 142 1416 191 757 790 673 0 88 92 V/C Ratio(X) 0.83 0.57 0.84 0.59 0.59 1.07 0.00 0.18 0.24 Avail Cap(c_a), veh/h 222 1416 222 757 790 673 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.00 0.90 0.90 0.90 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 40.4 3.2 0.0 47.1 33.0 33.0 39.8 0.0 0.0 45.3 45.4 0.0 Incr Delay (d2), s/veh 13.0 1.5 0.0 20.2 3.0 2.9 56.6 0.0 0.0 1.0 1.3 0.0 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 3.1 1.3 0.0 5.3 11.6 12.1 13.4 0.0 0.0 0.4 0.6 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 53.4 4.7 0.0 67.3 36.0 35.9 96.3 0.0 0.0 46.3 46.7 0.0 LOS D A E D D F D D Approach Vol, veh/h 919 1070 723 38 Approach Delay, s/veh 11.0 40.6 96.3 46.5 Approach LOS B D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.0 49.2 9.8 12.9 52.3 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 12.1 7.4 3.2 9.2 28.1 22.5 Green Ext Time s 0.1 6.1 0.1 0.1 2.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 45.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 4: Oregon Way & OR 214 AM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 770 5 75 800 15 100 10 80 10 5 60 Future Volume (vph) 35 770 5 75 800 15 100 10 80 10 5 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 4: Oregon Way & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 770 5 75 800 15 100 10 80 10 5 60 Future Volume (veh/h) 35 770 5 75 800 15 100 10 80 10 5 60 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 0.97 1.00 0.97 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 1668 1668 1668 1654 1654 1654 1736 1736 1736 1723 1723 1723 Adj Flow Rate, veh/h 37 811 5 79 842 16 105 11 84 11 5 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 7 7 7 1 1 1 2 2 2 Cap, veh/h 44 2010 12 98 2072 39 131 24 184 13 8 95 Arrive On Green 0.01 0.21 0.21 0.06 0.66 0.66 0.08 0.14 0.14 0.01 0.07 0.07 Sat Flow, veh/h 1589 3229 20 1576 3155 60 1654 169 1293 1641 106 1334 Grp Volume(v), veh/h 37 398 418 79 419 439 105 0 95 11 0 68 Grp Sat Flow(s),veh/h/ln 1589 1585 1664 1576 1572 1644 1654 0 1463 1641 0 1440 Q Serve(g_s), s 2.3 21.8 21.8 5.0 12.5 12.5 6.2 0.0 6.0 0.7 0.0 4.6 Cycle Q Clear(g_c), s 2.3 21.8 21.8 5.0 12.5 12.5 6.2 0.0 6.0 0.7 0.0 4.6 Prop In Lane 1.00 0.01 1.00 0.04 1.00 0.88 1.00 0.93 Lane Grp Cap(c), veh/h 44 987 1036 98 1032 1080 131 0 208 13 0 102 V/C Ratio(X) 0.83 0.40 0.40 0.81 0.41 0.41 0.80 0.00 0.46 0.85 0.00 0.66 Avail Cap(c_a), veh/h [PHONE REDACTED] 173 1032 1080 265 0 234 263 0 230 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 49.3 23.6 23.6 46.3 8.0 8.0 45.3 0.0 39.3 49.5 0.0 45.3 Incr Delay (d2), s/veh 22.9 0.8 0.8 14.2 1.2 1.1 10.7 0.0 1.6 78.3 0.0 7.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 9.4 9.9 2.3 4.2 4.3 2.9 0.0 2.2 0.6 0.0 1.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 72.2 24.5 24.4 60.5 9.2 9.2 56.0 0.0 40.9 127.9 0.0 52.5 LOS E C C E A A E D F D Approach Vol, veh/h 853 937 200 79 Approach Delay, s/veh 26.5 13.5 48.8 63.0 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 66.8 11.9 11.1 6.8 70.2 4.8 18.2 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 23.8 8.2 6.6 4.3 14.5 2.7 8.0 Green Ext Time s 0.0 4.8 0.1 0.2 0.0 6.0 0.0 0.2 Intersection Summary HCM 7th Control Delay, s/veh 24.2 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 AM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 11.0 36.0 23.0 10.0 35.0 11.0 23.0 43.0 10.0 11.0 31.0 11.0 Total Split 11.0% 36.0% 23.0% 10.0% 35.0% 11.0% 23.0% 43.0% 10.0% 11.0% 31.0% 11.0% Maximum Green 6.5 31.5 18.5 5.5 30.5 6.5 18.5 38.5 5.5 6.5 26.5 6.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 83.8 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 98 588 827 69 536 525 386 513 491 85 198 258 Arrive On Green 0.06 0.36 0.36 0.05 0.34 0.34 0.23 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 98 588 827 69 536 525 386 513 491 85 198 258 V/C Ratio(X) 0.81 0.88 0.18 0.77 0.85 0.09 0.90 0.26 0.21 0.81 0.51 0.47 Avail Cap(c_a), veh/h 142 723 942 115 671 639 421 920 829 148 634 628 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 33.4 21.8 6.8 34.0 22.2 13.9 26.7 19.3 16.7 33.8 30.0 26.6 Incr Delay (d2), s/veh 20.4 10.2 0.1 16.6 8.5 0.1 20.4 0.3 0.2 16.1 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 1.9 9.2 0.9 1.2 7.9 0.5 7.6 1.6 1.1 1.5 1.7 1.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 53.7 32.0 6.9 50.7 30.7 14.0 47.1 19.5 16.9 49.9 32.0 28.0 LOS D C A D C B D B B D C C Approach Vol, veh/h 745 558 580 292 Approach Delay, s/veh 29.3 31.2 35.5 34.5 Approach LOS C C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 30.1 21.4 12.8 9.0 28.9 8.3 25.9 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 4.5 23.1 16.7 7.4 5.6 21.3 5.0 6.2 Green Ext Time s 0.0 2.5 0.2 0.9 0.0 2.1 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 32.2 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--- Lanes, Volumes, Timings Existing 2025 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.80 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 0.6 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 0.6 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 0.6 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--- Lanes, Volumes, Timings Existing 2025 2: I-5 NB Ramps & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 975 195 0 955 0 350 0 515 0 0 0 Future Volume (vph) 0 975 195 0 955 0 350 0 515 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 172 Travel Time 16.6 20.9 7.8 3.9 Turn Type NA Perm NA Split NA Perm Protected Phases 2 6 8 8 Permitted Phases 2 8 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 975 195 0 955 0 350 0 515 0 0 0 Future Volume (veh/h) 0 975 195 0 955 0 350 0 515 0 0 0 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 0.98 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 0 1723 1723 1723 Adj Flow Rate, veh/h 0 1048 0 0 1027 0 251 0 688 Peak Hour Factor 0.92 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.93 Percent Heavy Veh, % 0 3 3 0 2 0 2 2 2 Cap, veh/h 0 2022 0 2038 457 0 794 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3333 1448 0 3445 0 1641 0 2854 Grp Volume(v), veh/h 0 1048 0 0 1027 0 251 0 688 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 0 1641 0 1427 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 13.0 0.0 22.9 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.0 0.0 22.9 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2022 0 2038 457 0 794 V/C Ratio(X) 0.00 0.52 0.00 0.50 0.55 0.00 0.87 Avail Cap(c_a), veh/h 0 2022 0 2038 568 0 987 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.87 0.00 0.00 0.72 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 30.7 0.0 34.3 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.6 0.0 1.0 0.0 6.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.0 0.0 0.2 0.0 5.2 0.0 8.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 0.8 0.0 0.0 0.6 0.0 31.8 0.0 41.2 LOS A A C D Approach Vol, veh/h 1048 1027 939 Approach Delay, s/veh 0.8 0.6 38.7 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 66.8 66.8 33.2 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 24.9 Green Ext Time s 10.2 9.8 2.9 Intersection Summary HCM 7th Control Delay, s/veh 12.6 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 3: Evergreen Rd & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 900 240 205 750 10 425 45 135 35 45 75 Future Volume (vph) 120 900 240 205 750 10 425 45 135 35 45 75 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 0 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 900 240 205 750 10 425 45 135 35 45 75 Future Volume (veh/h) 120 900 240 205 750 10 425 45 135 35 45 75 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 126 947 0 216 789 11 481 0 0 37 47 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 151 1470 230 1642 23 563 0 109 114 Arrive On Green 0.18 0.90 0.00 0.05 0.16 0.16 0.17 0.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1641 3273 1460 1641 3304 46 3307 0 1471 1654 1736 0 Grp Volume(v), veh/h 126 947 0 216 391 409 481 0 0 37 47 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1460 1641 1637 1713 1654 0 1471 1654 1736 0 Q Serve(g_s), s 7.4 7.0 0.0 13.1 21.7 21.7 14.1 0.0 0.0 2.1 2.6 0.0 Cycle Q Clear(g_c), s 7.4 7.0 0.0 13.1 21.7 21.7 14.1 0.0 0.0 2.1 2.6 0.0 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 151 1470 230 813 851 563 0 109 114 V/C Ratio(X) 0.83 0.64 0.94 0.48 0.48 0.86 0.00 0.34 0.41 Avail Cap(c_a), veh/h 230 1470 230 813 851 678 0 256 269 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.00 0.88 0.88 0.88 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 40.0 3.2 0.0 47.3 30.1 30.1 40.3 0.0 0.0 44.6 44.9 0.0 Incr Delay (d2), s/veh 12.1 1.8 0.0 39.7 1.8 1.7 9.0 0.0 0.0 1.8 2.4 0.0 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 3.2 1.5 0.0 8.3 9.9 10.3 6.4 0.0 0.0 0.9 1.2 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.1 4.9 0.0 87.0 31.9 31.8 49.3 0.0 0.0 46.5 47.2 0.0 LOS D A F C C D D D Approach Vol, veh/h 1073 1016 481 84 Approach Delay, s/veh 10.5 43.6 49.3 46.9 Approach LOS B D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 49.4 11.1 13.2 54.2 21.5 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 15.1 9.0 4.6 9.4 23.7 16.1 Green Ext Time s 0.0 7.3 0.2 0.1 3.3 0.8 Intersection Summary HCM 7th Control Delay, s/veh 31.3 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 4: Oregon Way & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 955 35 10 890 55 20 30 5 60 30 60 Future Volume (vph) 90 955 35 10 890 55 20 30 5 60 30 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Existing 2025 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 955 35 10 890 55 20 30 5 60 30 60 Future Volume (veh/h) 90 955 35 10 890 55 20 30 5 60 30 60 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 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 96 1016 37 11 947 59 21 32 5 64 32 64 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, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 120 2332 85 13 2062 128 24 79 12 81 45 90 Arrive On Green 0.05 0.49 0.49 0.01 0.66 0.66 0.01 0.05 0.05 0.05 0.09 0.09 Sat Flow, veh/h 1641 3221 117 1641 3129 195 1654 1458 228 1654 508 1016 Grp Volume(v), veh/h 96 516 537 11 495 511 21 0 37 64 0 96 Grp Sat Flow(s),veh/h/ln 1641 1637 1701 1641 1637 1687 1654 0 1685 1654 0 1524 Q Serve(g_s), s 5.8 20.6 20.6 0.7 14.8 14.8 1.3 0.0 2.1 3.8 0.0 6.1 Cycle Q Clear(g_c), s 5.8 20.6 20.6 0.7 14.8 14.8 1.3 0.0 2.1 3.8 0.0 6.1 Prop In Lane 1.00 0.07 1.00 0.12 1.00 0.14 1.00 0.67 Lane Grp Cap(c), veh/h 120 1185 1232 13 1079 1112 24 0 91 81 0 135 V/C Ratio(X) 0.80 0.44 0.44 0.85 0.46 0.46 0.88 0.00 0.41 0.79 0.00 0.71 Avail Cap(c_a), veh/h 180 1185 1232 180 1079 1112 265 0 270 265 0 244 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 46.8 12.4 12.4 49.5 8.3 8.3 49.2 0.0 45.8 47.0 0.0 44.3 Incr Delay (d2), s/veh 8.9 0.7 0.7 78.3 1.4 1.4 56.6 0.0 2.9 15.4 0.0 6.8 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 2.7 8.3 8.7 0.6 5.1 5.2 0.9 0.0 1.0 1.9 0.0 2.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 55.8 13.1 13.1 127.9 9.7 9.7 105.8 0.0 48.7 62.4 0.0 51.1 LOS E B B F A A F D E D Approach Vol, veh/h 1149 1017 58 160 Approach Delay, s/veh 16.7 11.0 69.3 55.6 Approach LOS B B E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.8 76.9 5.5 12.8 11.3 70.4 8.9 9.4 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 2.7 22.6 3.3 8.1 7.8 16.8 5.8 4.1 Green Ext Time s 0.0 6.8 0.0 0.2 0.1 7.2 0.1 0.1 Intersection Summary HCM 7th Control Delay, s/veh 18.1 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Existing 2025 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 10.0 40.0 19.0 10.0 40.0 15.0 19.0 35.0 10.0 15.0 31.0 10.0 Total Split 10.0% 40.0% 19.0% 10.0% 40.0% 15.0% 19.0% 35.0% 10.0% 15.0% 31.0% 10.0% Maximum Green 5.5 35.5 14.5 5.5 35.5 10.5 14.5 30.5 5.5 10.5 26.5 5.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 89.6 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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--- Lanes, Volumes, Timings Projected 2026 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.77 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--- Lanes, Volumes, Timings Projected 2026 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1205 215 0 995 0 365 0 650 0 0 0 Future Volume (vph) 0 1205 215 0 995 0 365 0 650 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 172 Travel Time 16.6 20.9 7.8 3.9 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1205 215 0 995 0 365 0 650 0 0 0 Future Volume (veh/h) 0 1205 215 0 995 0 365 0 650 0 0 0 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 0.98 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 0 1723 1723 1723 Adj Flow Rate, veh/h 0 1296 0 0 1070 0 261 0 839 Peak Hour Factor 0.92 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.93 Percent Heavy Veh, % 0 3 3 0 2 0 2 2 2 Cap, veh/h 0 1879 0 1894 529 0 920 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 3333 1448 0 3445 0 1641 0 2855 Grp Volume(v), veh/h 0 1296 0 0 1070 0 261 0 839 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 0 1641 0 1427 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 12.8 0.0 28.2 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 12.8 0.0 28.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1879 0 1894 529 0 920 V/C Ratio(X) 0.00 0.69 0.00 0.57 0.49 0.00 0.91 Avail Cap(c_a), veh/h 0 1879 0 1894 568 0 988 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.78 0.00 0.00 0.46 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 27.3 0.0 32.5 Incr Delay (d2), s/veh 0.0 1.6 0.0 0.0 0.6 0.0 0.7 0.0 11.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.4 0.0 0.0 0.1 0.0 5.0 0.0 11.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 1.6 0.0 0.0 0.6 0.0 28.0 0.0 44.4 LOS A A C D Approach Vol, veh/h 1296 1070 1100 Approach Delay, s/veh 1.6 0.6 40.5 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 62.4 62.4 37.6 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 30.2 Green Ext Time s 14.3 10.5 2.0 Intersection Summary HCM 7th Control Delay, s/veh 13.6 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 without Project 3: Evergreen Rd & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 1065 465 230 860 45 565 45 180 35 45 75 Future Volume (vph) 120 1065 465 230 860 45 565 45 180 35 45 75 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 0 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 1065 465 230 860 45 565 45 180 35 45 75 Future Volume (veh/h) 120 1065 465 230 860 45 565 45 180 35 45 75 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 126 1121 0 242 905 47 629 0 0 37 47 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 153 1356 230 1458 76 678 0 109 114 Arrive On Green 0.12 0.55 0.00 0.05 0.15 0.15 0.20 0.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1641 3273 1460 1641 3161 164 3307 0 1471 1654 1736 0 Grp Volume(v), veh/h 126 1121 0 242 469 483 629 0 0 37 47 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1460 1641 1637 1689 1654 0 1471 1654 1736 0 Q Serve(g_s), s 7.5 28.2 0.0 14.0 26.8 26.8 18.7 0.0 0.0 2.1 2.6 0.0 Cycle Q Clear(g_c), s 7.5 28.2 0.0 14.0 26.8 26.8 18.7 0.0 0.0 2.1 2.6 0.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 153 1356 230 755 779 678 0 109 114 V/C Ratio(X) 0.82 0.83 1.05 0.62 0.62 0.93 0.00 0.34 0.41 Avail Cap(c_a), veh/h 230 1356 230 755 779 678 0 256 269 HCM Platoon Ratio 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.00 0.78 0.78 0.78 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 43.0 19.5 0.0 47.7 34.2 34.2 39.0 0.0 0.0 44.6 44.9 0.0 Incr Delay (d2), s/veh 9.4 3.9 0.0 67.2 3.0 2.9 19.1 0.0 0.0 1.8 2.4 0.0 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 3.3 9.6 0.0 10.4 12.3 12.7 9.2 0.0 0.0 0.9 1.2 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.4 23.4 0.0 114.9 37.2 37.1 58.1 0.0 0.0 46.5 47.2 0.0 LOS D C F D D E D D Approach Vol, veh/h 1247 1194 629 84 Approach Delay, s/veh 26.3 52.9 58.1 46.9 Approach LOS C D E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 45.9 11.1 13.3 50.6 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 16.0 30.2 4.6 9.5 28.8 20.7 Green Ext Time s 0.0 1.5 0.2 0.1 2.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 43.3 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 without Project 4: Oregon Way & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 1015 35 65 955 55 105 30 65 60 30 60 Future Volume (vph) 90 1015 35 65 955 55 105 30 65 60 30 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 1015 35 65 955 55 105 30 65 60 30 60 Future Volume (veh/h) 90 1015 35 65 955 55 105 30 65 60 30 60 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 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 96 1080 37 69 1016 59 112 32 69 64 32 64 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, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 120 1973 68 87 1857 108 139 58 126 81 44 88 Arrive On Green 0.02 0.20 0.20 0.05 0.59 0.59 0.08 0.12 0.12 0.05 0.09 0.09 Sat Flow, veh/h 1641 3229 111 1641 3144 183 1654 480 1036 1654 508 1016 Grp Volume(v), veh/h 96 547 570 69 529 546 112 0 101 64 0 96 Grp Sat Flow(s),veh/h/ln 1641 1637 1703 1641 1637 1689 1654 0 1516 1654 0 1524 Q Serve(g_s), s 5.8 30.0 30.0 4.2 19.5 19.5 6.7 0.0 6.3 3.8 0.0 6.1 Cycle Q Clear(g_c), s 5.8 30.0 30.0 4.2 19.5 19.5 6.7 0.0 6.3 3.8 0.0 6.1 Prop In Lane 1.00 0.06 1.00 0.11 1.00 0.68 1.00 0.67 Lane Grp Cap(c), veh/h 120 1000 1041 87 967 998 139 0 185 81 0 132 V/C Ratio(X) 0.80 0.55 0.55 0.79 0.55 0.55 0.81 0.00 0.55 0.79 0.00 0.73 Avail Cap(c_a), veh/h 180 1000 1041 180 967 998 265 0 243 265 0 244 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.23 0.23 0.23 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 48.1 27.5 27.5 46.8 12.4 12.4 45.0 0.0 41.3 47.0 0.0 44.5 Incr Delay (d2), s/veh 3.5 0.5 0.5 14.9 2.2 2.2 10.4 0.0 2.5 15.4 0.0 7.3 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 2.6 13.2 13.7 2.0 7.2 7.5 3.1 0.0 2.5 1.9 0.0 2.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 51.6 28.0 28.0 61.8 14.6 14.5 55.4 0.0 43.8 62.4 0.0 51.8 LOS D C C E B B E D E D Approach Vol, veh/h 1213 1144 213 160 Approach Delay, s/veh 29.9 17.4 49.9 56.1 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 65.6 12.4 12.7 11.3 63.6 8.9 16.2 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 6.2 32.0 8.7 8.1 7.8 21.5 5.8 8.3 Green Ext Time s 0.0 4.5 0.1 0.2 0.1 7.1 0.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 27.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 10.0 40.0 19.0 10.0 40.0 15.0 19.0 35.0 10.0 15.0 31.0 10.0 Total Split 10.0% 40.0% 19.0% 10.0% 40.0% 15.0% 19.0% 35.0% 10.0% 15.0% 31.0% 10.0% Maximum Green 5.5 35.5 14.5 5.5 35.5 10.5 14.5 30.5 5.5 10.5 26.5 5.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 91.5 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 102 673 810 103 679 683 274 459 473 122 300 346 Arrive On Green 0.06 0.39 0.39 0.06 0.39 0.39 0.17 0.26 0.26 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 28.9 12.9 5.5 31.6 4.3 14.5 5.8 4.5 5.1 11.6 6.9 Cycle Q Clear(g_c), s 5.5 28.9 12.9 5.5 31.6 4.3 14.5 5.8 4.5 5.1 11.6 6.9 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 102 673 810 103 679 683 274 459 473 122 300 346 V/C Ratio(X) 1.10 0.89 0.45 1.04 0.95 0.18 1.05 0.31 0.22 0.80 0.80 0.40 Avail Cap(c_a), veh/h 102 692 826 103 698 699 274 604 593 198 525 537 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 41.1 24.9 11.3 41.1 25.7 13.6 36.6 25.8 21.4 40.0 34.8 28.3 Incr Delay (d2), s/veh 117.6 13.9 0.4 99.8 21.8 0.1 66.9 0.4 0.2 11.2 4.9 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 5.5 13.6 3.9 5.0 16.3 1.4 10.8 2.4 1.5 2.4 5.2 2.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 158.7 38.8 11.7 140.9 47.5 13.7 103.5 26.2 21.6 51.2 39.8 29.0 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 42.2 54.2 66.9 39.0 Approach LOS D D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 39.0 19.0 19.6 10.0 39.0 10.9 27.7 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 5.5 35.5 14.5 26.5 5.5 35.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 7.5 30.9 16.5 13.6 7.5 33.6 7.1 7.8 Green Ext Time s 0.0 2.2 0.0 1.5 0.0 0.9 0.1 1.1 Intersection Summary HCM 7th Control Delay, s/veh 49.7 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--- Lanes, Volumes, Timings Projected 2026 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.75 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 19.1 HCM 7th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1245 215 0 1035 0 365 0 675 0 0 0 Future Volume (vph) 0 1245 215 0 1035 0 365 0 675 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 172 Travel Time 16.6 20.9 7.8 3.9 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1245 215 0 1035 0 365 0 675 0 0 0 Future Volume (veh/h) 0 1245 215 0 1035 0 365 0 675 0 0 0 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 0.98 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 0 1723 1723 1723 Adj Flow Rate, veh/h 0 1339 0 0 1113 0 261 0 866 Peak Hour Factor 0.92 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.93 Percent Heavy Veh, % 0 3 3 0 2 0 2 2 2 Cap, veh/h 0 1857 0 1872 540 0 939 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3333 1448 0 3445 0 1641 0 2855 Grp Volume(v), veh/h 0 1339 0 0 1113 0 261 0 866 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 0 1641 0 1427 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 12.7 0.0 29.2 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 12.7 0.0 29.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1857 0 1872 540 0 939 V/C Ratio(X) 0.00 0.72 0.00 0.59 0.48 0.00 0.92 Avail Cap(c_a), veh/h 0 1857 0 1872 568 0 988 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.76 0.00 0.00 0.43 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.8 0.0 32.3 Incr Delay (d2), s/veh 0.0 1.9 0.0 0.0 0.6 0.0 0.7 0.0 13.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.0 0.0 0.2 0.0 5.0 0.0 11.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 1.9 0.0 0.0 0.6 0.0 27.4 0.0 45.6 LOS A A C D Approach Vol, veh/h 1339 1113 1127 Approach Delay, s/veh 1.9 0.6 41.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 61.7 61.7 38.3 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 31.2 Green Ext Time s 15.1 11.1 1.7 Intersection Summary HCM 7th Control Delay, s/veh 13.9 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 3: Evergreen Rd & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 1025 570 325 820 45 670 45 270 35 45 75 Future Volume (vph) 120 1025 570 325 820 45 670 45 270 35 45 75 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 0 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 1025 570 325 820 45 670 45 270 35 45 75 Future Volume (veh/h) 120 1025 570 325 820 45 670 45 270 35 45 75 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 126 1079 0 342 863 47 739 0 0 37 47 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 153 1356 230 1453 79 678 0 109 114 Arrive On Green 0.12 0.55 0.00 0.05 0.15 0.15 0.20 0.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1641 3273 1460 1641 3152 172 3307 0 1471 1654 1736 0 Grp Volume(v), veh/h 126 1079 0 342 448 462 739 0 0 37 47 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1460 1641 1637 1687 1654 0 1471 1654 1736 0 Q Serve(g_s), s 7.5 26.4 0.0 14.0 25.5 25.5 20.5 0.0 0.0 2.1 2.6 0.0 Cycle Q Clear(g_c), s 7.5 26.4 0.0 14.0 25.5 25.5 20.5 0.0 0.0 2.1 2.6 0.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 153 1356 230 755 778 678 0 109 114 V/C Ratio(X) 0.82 0.80 1.49 0.59 0.59 1.09 0.00 0.34 0.41 Avail Cap(c_a), veh/h 230 1356 230 755 778 678 0 256 269 HCM Platoon Ratio 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.00 0.71 0.71 0.71 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 43.0 19.1 0.0 47.7 33.7 33.7 39.8 0.0 0.0 44.6 44.9 0.0 Incr Delay (d2), s/veh 8.9 3.1 0.0 235.8 2.4 2.4 61.6 0.0 0.0 1.8 2.4 0.0 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 3.3 8.9 0.0 21.2 11.6 12.0 14.0 0.0 0.0 0.9 1.2 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 51.9 22.1 0.0 283.5 36.1 36.0 101.4 0.0 0.0 46.5 47.2 0.0 LOS D C F D D F D D Approach Vol, veh/h 1205 1252 739 84 Approach Delay, s/veh 25.2 103.7 101.4 46.9 Approach LOS C F F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 45.9 11.1 13.3 50.6 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 16.0 28.4 4.6 9.5 27.5 22.5 Green Ext Time s 0.0 2.6 0.2 0.1 2.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 72.9 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 4: Oregon Way & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 1055 35 65 995 55 105 30 65 60 30 70 Future Volume (vph) 100 1055 35 65 995 55 105 30 65 60 30 70 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2026 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 1055 35 65 995 55 105 30 65 60 30 70 Future Volume (veh/h) 100 1055 35 65 995 55 105 30 65 60 30 70 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 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 106 1122 37 69 1059 59 112 32 69 64 32 74 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, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 132 1955 64 87 1819 101 139 62 133 81 43 99 Arrive On Green 0.03 0.20 0.20 0.05 0.58 0.58 0.08 0.13 0.13 0.05 0.09 0.09 Sat Flow, veh/h 1641 3233 107 1641 3152 176 1654 480 1036 1654 458 1059 Grp Volume(v), veh/h 106 568 591 69 550 568 112 0 101 64 0 106 Grp Sat Flow(s),veh/h/ln 1641 1637 1703 1641 1637 1691 1654 0 1516 1654 0 1516 Q Serve(g_s), s 6.4 31.4 31.4 4.2 21.4 21.4 6.7 0.0 6.2 3.8 0.0 6.8 Cycle Q Clear(g_c), s 6.4 31.4 31.4 4.2 21.4 21.4 6.7 0.0 6.2 3.8 0.0 6.8 Prop In Lane 1.00 0.06 1.00 0.10 1.00 0.68 1.00 0.70 Lane Grp Cap(c), veh/h [PHONE REDACTED] 87 945 976 139 0 195 81 0 142 V/C Ratio(X) 0.80 0.57 0.57 0.79 0.58 0.58 0.81 0.00 0.52 0.79 0.00 0.75 Avail Cap(c_a), veh/h [PHONE REDACTED] 180 945 976 265 0 243 265 0 243 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.34 0.34 0.34 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 47.9 28.4 28.4 46.8 13.5 13.5 45.0 0.0 40.7 47.0 0.0 44.2 Incr Delay (d2), s/veh 6.3 0.8 0.8 14.9 2.6 2.5 10.4 0.0 2.1 15.4 0.0 7.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 13.9 14.5 2.0 8.0 8.3 3.1 0.0 2.4 1.9 0.0 2.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 54.2 29.2 29.2 61.8 16.1 16.0 55.4 0.0 42.8 62.4 0.0 51.8 LOS D C C E B B E D E D Approach Vol, veh/h 1265 1187 213 170 Approach Delay, s/veh 31.3 18.7 49.4 55.8 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 65.0 12.4 13.4 12.0 62.2 8.9 16.8 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 6.2 33.4 8.7 8.8 8.4 23.4 5.8 8.2 Green Ext Time s 0.0 4.1 0.1 0.3 0.1 7.1 0.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 28.9 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2026 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 10.0 40.0 19.0 10.0 40.0 15.0 19.0 35.0 10.0 15.0 31.0 10.0 Total Split 10.0% 40.0% 19.0% 10.0% 40.0% 15.0% 19.0% 35.0% 10.0% 15.0% 31.0% 10.0% Maximum Green 5.5 35.5 14.5 5.5 35.5 10.5 14.5 30.5 5.5 10.5 26.5 5.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 92.3 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 100 676 807 101 682 685 267 467 477 121 314 356 Arrive On Green 0.06 0.40 0.40 0.06 0.40 0.40 0.16 0.27 0.27 0.07 0.18 0.18 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 5.5 31.5 13.2 5.5 34.8 4.3 14.5 6.3 5.3 5.2 12.7 7.9 Cycle Q Clear(g_c), s 5.5 31.5 13.2 5.5 34.8 4.3 14.5 6.3 5.3 5.2 12.7 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 100 676 807 101 682 685 267 467 477 121 314 356 V/C Ratio(X) 1.28 0.93 0.45 1.16 0.99 0.18 1.07 0.33 0.25 0.80 0.81 0.43 Avail Cap(c_a), veh/h 100 676 807 101 682 685 267 590 579 194 513 525 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 42.1 25.9 11.7 42.1 26.9 13.8 37.6 26.3 21.9 40.9 35.3 28.8 Incr Delay (d2), s/veh 183.9 19.2 0.4 140.3 31.2 0.1 74.9 0.4 0.3 11.4 5.1 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 15.7 4.0 6.1 19.4 1.4 11.3 2.6 1.8 2.5 5.7 2.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 226.0 45.2 12.1 182.4 58.1 13.9 112.5 26.7 22.2 52.3 40.3 29.6 LOS F D B F E B F C C D D C Approach Vol, veh/h 1118 912 556 505 Approach Delay, s/veh 55.2 68.1 69.9 39.4 Approach LOS E E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 40.0 19.0 20.7 10.0 40.0 11.1 28.6 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 5.5 35.5 14.5 26.5 5.5 35.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 7.5 33.5 16.5 14.7 7.5 36.8 7.2 8.3 Green Ext Time s 0.0 1.1 0.0 1.6 0.0 0.0 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 59.1 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 without Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.72 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--- Lanes, Volumes, Timings Projected 2040 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1270 225 0 1065 0 390 0 685 0 0 0 Future Volume (vph) 0 1270 225 0 1065 0 390 0 685 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 172 Travel Time 16.6 20.9 7.8 3.9 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 without Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1270 225 0 1065 0 390 0 685 0 0 0 Future Volume (veh/h) 0 1270 225 0 1065 0 390 0 685 0 0 0 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 0.98 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 0 1723 1723 1723 Adj Flow Rate, veh/h 0 1366 0 0 1145 0 279 0 887 Peak Hour Factor 0.92 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.93 Percent Heavy Veh, % 0 3 3 0 2 0 2 2 2 Cap, veh/h 0 1841 0 1856 548 0 954 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3333 1448 0 3445 0 1641 0 2855 Grp Volume(v), veh/h 0 1366 0 0 1145 0 279 0 887 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 0 1641 0 1427 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 13.6 0.0 30.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.6 0.0 30.0 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1841 0 1856 548 0 954 V/C Ratio(X) 0.00 0.74 0.00 0.62 0.51 0.00 0.93 Avail Cap(c_a), veh/h 0 1841 0 1856 568 0 988 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.76 0.00 0.00 0.33 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.7 0.0 32.2 Incr Delay (d2), s/veh 0.0 2.1 0.0 0.0 0.5 0.0 0.7 0.0 14.5 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 0.5 0.0 0.0 0.1 0.0 5.4 0.0 12.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 2.1 0.0 0.0 0.5 0.0 27.5 0.0 46.6 LOS A A C D Approach Vol, veh/h 1366 1145 1166 Approach Delay, s/veh 2.1 0.5 42.0 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 61.2 61.2 38.8 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 32.0 Green Ext Time s 15.7 11.6 1.4 Intersection Summary HCM 7th Control Delay, s/veh 14.3 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 without Project 3: Evergreen Rd & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 1125 480 245 915 45 595 50 190 40 50 80 Future Volume (vph) 130 1125 480 245 915 45 595 50 190 40 50 80 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 0 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 without Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 1125 480 245 915 45 595 50 190 40 50 80 Future Volume (veh/h) 130 1125 480 245 915 45 595 50 190 40 50 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 137 1184 0 258 963 47 664 0 0 42 53 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 165 1350 230 1433 70 678 0 112 117 Arrive On Green 0.10 0.41 0.00 0.05 0.15 0.15 0.20 0.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1641 3273 1460 1641 3172 155 3307 0 1471 1654 1736 0 Grp Volume(v), veh/h 137 1184 0 258 497 513 664 0 0 42 53 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1460 1641 1637 1691 1654 0 1471 1654 1736 0 Q Serve(g_s), s 8.2 33.3 0.0 14.0 28.7 28.7 20.0 0.0 0.0 2.4 2.9 0.0 Cycle Q Clear(g_c), s 8.2 33.3 0.0 14.0 28.7 28.7 20.0 0.0 0.0 2.4 2.9 0.0 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 165 1350 230 739 764 678 0 112 117 V/C Ratio(X) 0.83 0.88 1.12 0.67 0.67 0.98 0.00 0.38 0.45 Avail Cap(c_a), veh/h 230 1350 230 739 764 678 0 256 269 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.00 0.74 0.74 0.74 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 44.1 27.0 0.0 47.7 35.5 35.5 39.5 0.0 0.0 44.6 44.8 0.0 Incr Delay (d2), s/veh 10.0 5.1 0.0 88.6 3.6 3.5 29.3 0.0 0.0 2.1 2.7 0.0 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 3.8 13.4 0.0 11.8 13.3 13.7 10.7 0.0 0.0 1.1 1.3 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 54.1 32.1 0.0 136.2 39.1 39.0 68.9 0.0 0.0 46.7 47.6 0.0 LOS D C F D D E D D Approach Vol, veh/h 1321 1268 664 95 Approach Delay, s/veh 34.4 58.9 68.9 47.2 Approach LOS C E E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 45.7 11.3 14.1 49.7 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 16.0 35.3 4.9 10.2 30.7 22.0 Green Ext Time s 0.0 0.0 0.2 0.1 1.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 50.8 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 without Project 4: Oregon Way & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 1080 40 65 1020 55 105 35 65 60 35 60 Future Volume (vph) 95 1080 40 65 1020 55 105 35 65 60 35 60 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 without Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 1080 40 65 1020 55 105 35 65 60 35 60 Future Volume (veh/h) 95 1080 40 65 1020 55 105 35 65 60 35 60 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 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 101 1149 43 69 1085 59 112 37 69 64 37 64 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, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 126 1957 73 87 1845 100 139 66 124 81 50 87 Arrive On Green 0.03 0.20 0.20 0.05 0.58 0.58 0.08 0.12 0.12 0.05 0.09 0.09 Sat Flow, veh/h 1641 3217 120 1641 3156 172 1654 [PHONE REDACTED] 562 972 Grp Volume(v), veh/h 101 584 608 69 562 582 112 0 106 64 0 101 Grp Sat Flow(s),veh/h/ln 1641 1637 1701 1641 1637 1691 1654 0 1525 1654 0 1534 Q Serve(g_s), s 6.1 32.3 32.4 4.2 21.8 21.8 6.7 0.0 6.5 3.8 0.0 6.4 Cycle Q Clear(g_c), s 6.1 32.3 32.4 4.2 21.8 21.8 6.7 0.0 6.5 3.8 0.0 6.4 Prop In Lane 1.00 0.07 1.00 0.10 1.00 0.65 1.00 0.63 Lane Grp Cap(c), veh/h [PHONE REDACTED] 87 957 989 139 0 190 81 0 137 V/C Ratio(X) 0.80 0.59 0.59 0.79 0.59 0.59 0.81 0.00 0.56 0.79 0.00 0.73 Avail Cap(c_a), veh/h [PHONE REDACTED] 180 957 989 265 0 244 265 0 245 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.12 0.12 0.12 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 48.0 28.6 28.6 46.8 13.1 13.2 45.0 0.0 41.2 47.0 0.0 44.4 Incr Delay (d2), s/veh 2.1 0.3 0.3 14.9 2.6 2.6 10.4 0.0 2.6 15.4 0.0 7.4 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 2.7 14.2 14.7 2.0 8.1 8.4 3.1 0.0 2.6 1.9 0.0 2.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 50.1 28.9 28.9 61.8 15.8 15.7 55.4 0.0 43.7 62.4 0.0 51.7 LOS D C C E B B E D E D Approach Vol, veh/h 1293 1213 218 165 Approach Delay, s/veh 30.5 18.4 49.7 55.9 Approach LOS C B D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 65.3 12.4 13.0 11.7 63.0 8.9 16.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 6.2 34.4 8.7 8.4 8.1 23.8 5.8 8.5 Green Ext Time s 0.0 3.8 0.1 0.2 0.1 7.2 0.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 28.3 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 without Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 10.0 40.0 19.0 10.0 40.0 15.0 19.0 35.0 10.0 15.0 31.0 10.0 Total Split 10.0% 40.0% 19.0% 10.0% 40.0% 15.0% 19.0% 35.0% 10.0% 15.0% 31.0% 10.0% Maximum Green 5.5 35.5 14.5 5.5 35.5 10.5 14.5 30.5 5.5 10.5 26.5 5.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 92.3 Natural Cycle: 125 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 100 676 807 101 682 690 267 461 472 127 314 356 Arrive On Green 0.06 0.40 0.40 0.06 0.40 0.40 0.16 0.27 0.27 0.08 0.18 0.18 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 5.5 32.7 14.3 5.5 35.5 4.5 14.5 6.1 5.1 5.4 12.7 7.6 Cycle Q Clear(g_c), s 5.5 32.7 14.3 5.5 35.5 4.5 14.5 6.1 5.1 5.4 12.7 7.6 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 100 676 807 101 682 690 267 461 472 127 314 356 V/C Ratio(X) 1.17 0.95 0.47 1.11 1.00 0.19 1.13 0.32 0.24 0.80 0.81 0.42 Avail Cap(c_a), veh/h 100 676 807 101 682 690 267 590 579 194 513 525 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 42.1 26.3 11.9 42.1 27.1 13.7 37.6 26.5 22.1 40.7 35.3 28.7 Incr Delay (d2), s/veh 143.8 23.2 0.4 123.6 35.3 0.1 93.3 0.4 0.3 12.8 5.1 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 6.2 16.9 4.3 5.7 20.4 1.5 12.7 2.5 1.7 2.6 5.7 2.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 185.9 49.4 12.4 165.7 62.4 13.8 130.9 26.9 22.3 53.6 40.4 29.4 LOS F D B F F B F C C D D C Approach Vol, veh/h 1143 924 561 505 Approach Delay, s/veh 51.0 68.2 81.8 39.8 Approach LOS D E F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 40.0 19.0 20.7 10.0 40.0 11.4 28.3 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 35.5 14.5 26.5 5.5 35.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 7.5 34.7 16.5 14.7 7.5 37.5 7.4 8.1 Green Ext Time s 0.0 0.5 0.0 1.6 0.0 0.0 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 59.8 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 1: I-5 SB Ramps & OR 219/OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 0 275 0 550 0 0 1000 1000 Storage Lanes 0 1 0 1 0 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1111 730 602 712 Travel Time 25.3 16.6 13.7 16.2 Turn Type NA Perm NA Perm Prot Perm Protected Phases 2 6 4 Permitted Phases 2 6 4 Detector Phase 2 2 6 6 4 4 Switch Phase Minimum Initial 10.0 10.0 10.0 10.0 5.0 5.0 Minimum Split 22.5 22.5 22.5 22.5 28.0 28.0 Total Split 60.0 60.0 60.0 60.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 55.5 35.5 35.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 4.0 4.0 2.0 2.0 1.5 1.5 Time Before Reduce 20.0 20.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 5.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max C-Max None None Walk Time 7.0 7.0 8.0 8.0 Flash Don't Walk 8.0 8.0 15.0 15.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: I-5 SB Ramps & OR 219/OR 214 ---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 01/15/2026 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 0.70 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--- Lanes, Volumes, Timings Projected 2040 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1310 225 0 1100 0 390 0 710 0 0 0 Future Volume (vph) 0 1310 225 0 1100 0 390 0 710 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 550 0 400 0 0 0 0 Storage Lanes 0 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 730 919 341 172 Travel Time 16.6 20.9 7.8 3.9 Turn Type NA Perm NA Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 Detector Phase 2 2 6 8 8 8 Switch Phase Minimum Initial 10.0 10.0 10.0 6.0 6.0 6.0 Minimum Split 29.0 29.0 22.5 36.7 36.7 36.7 Total Split 60.0 60.0 60.0 40.0 40.0 40.0 Total Split 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green 55.5 55.5 55.5 34.6 34.6 34.6 Yellow Time 4.0 4.0 4.0 4.7 4.7 4.7 All-Red Time 0.5 0.5 0.5 0.7 0.7 0.7 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.5 4.5 4.5 5.4 5.4 5.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 2.0 2.0 4.0 1.5 1.5 1.5 Time Before Reduce 10.0 10.0 10.0 10.0 10.0 10.0 Time To Reduce 10.0 10.0 10.0 5.0 5.0 5.0 Recall Mode C-Max C-Max C-Max None None None Walk Time 7.0 7.0 8.0 8.0 8.0 Flash Don't Walk 17.0 17.0 23.0 23.0 23.0 Pedestrian Calls 4 4 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 2: I-5 NB Ramps & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 2: I-5 NB Ramps & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1310 225 0 1100 0 390 0 710 0 0 0 Future Volume (veh/h) 0 1310 225 0 1100 0 390 0 710 0 0 0 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 0.98 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 0 1723 1723 1723 Adj Flow Rate, veh/h 0 1409 0 0 1183 0 279 0 913 Peak Hour Factor 0.92 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.93 Percent Heavy Veh, % 0 3 3 0 2 0 2 2 2 Cap, veh/h 0 1823 0 1838 557 0 969 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 3333 1448 0 3445 0 1641 0 2855 Grp Volume(v), veh/h 0 1409 0 0 1183 0 279 0 913 Grp Sat Flow(s),veh/h/ln 0 1624 1448 0 1637 0 1641 0 1428 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 13.5 0.0 31.1 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.5 0.0 31.1 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1823 0 1838 557 0 969 V/C Ratio(X) 0.00 0.77 0.00 0.64 0.50 0.00 0.94 Avail Cap(c_a), veh/h 0 1823 0 1838 568 0 988 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.74 0.00 0.00 0.31 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.3 0.0 32.1 Incr Delay (d2), s/veh 0.0 2.4 0.0 0.0 0.5 0.0 0.7 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 0.6 0.0 0.0 0.1 0.0 5.3 0.0 12.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 0.0 2.4 0.0 0.0 0.5 0.0 27.0 0.0 48.4 LOS A A C D Approach Vol, veh/h 1409 1183 1192 Approach Delay, s/veh 2.4 0.5 43.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 60.7 60.7 39.3 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 33.1 Green Ext Time s 16.5 12.3 0.9 Intersection Summary HCM 7th Control Delay, s/veh 14.7 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 3: Evergreen Rd & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 1085 585 340 870 45 700 50 280 40 50 80 Future Volume (vph) 130 1085 585 340 870 45 700 50 280 40 50 80 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 175 250 375 0 325 300 125 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 919 624 767 385 Travel Time 20.9 14.2 17.4 8.8 Turn Type Prot NA Perm Prot NA Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 Detector Phase 5 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial 3.0 10.0 10.0 3.0 10.0 7.0 7.0 7.0 7.0 7.0 Minimum Split 9.5 29.0 29.0 9.5 29.0 34.0 34.0 34.0 33.5 33.5 Total Split 18.0 37.0 37.0 18.0 37.0 25.0 25.0 25.0 20.0 20.0 Total Split 18.0% 37.0% 37.0% 18.0% 37.0% 25.0% 25.0% 25.0% 20.0% 20.0% Maximum Green 14.0 32.5 32.5 14.0 32.5 20.5 20.5 20.5 15.5 15.5 Yellow Time 3.5 4.0 4.0 3.5 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 4.2 1.0 4.2 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max C-Max None C-Max None None None None None Walk Time 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Don't Walk 17.0 17.0 17.0 22.0 22.0 22.0 22.0 22.0 Pedestrian Calls 0 0 0 0 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 3: Evergreen Rd & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 3: Evergreen Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 1085 585 340 870 45 700 50 280 40 50 80 Future Volume (veh/h) 130 1085 585 340 870 45 700 50 280 40 50 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 137 1142 0 358 916 47 775 0 0 42 53 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 164 1350 230 1431 73 678 0 112 117 Arrive On Green 0.13 0.55 0.00 0.05 0.15 0.15 0.20 0.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1641 3273 1460 1641 3163 162 3307 0 1471 1654 1736 0 Grp Volume(v), veh/h 137 1142 0 358 474 489 775 0 0 42 53 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1460 1641 1637 1689 1654 0 1471 1654 1736 0 Q Serve(g_s), s 8.1 29.4 0.0 14.0 27.2 27.2 20.5 0.0 0.0 2.4 2.9 0.0 Cycle Q Clear(g_c), s 8.1 29.4 0.0 14.0 27.2 27.2 20.5 0.0 0.0 2.4 2.9 0.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 164 1350 230 740 764 678 0 112 117 V/C Ratio(X) 0.83 0.85 1.56 0.64 0.64 1.14 0.00 0.38 0.45 Avail Cap(c_a), veh/h 230 1350 230 740 764 678 0 256 269 HCM Platoon Ratio 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.00 0.64 0.64 0.64 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 42.5 19.9 0.0 47.7 34.9 34.9 39.8 0.0 0.0 44.6 44.8 0.0 Incr Delay (d2), s/veh 9.6 3.7 0.0 264.7 2.7 2.6 81.2 0.0 0.0 2.1 2.7 0.0 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 3.6 10.0 0.0 23.0 12.4 12.8 15.8 0.0 0.0 1.1 1.3 0.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 52.1 23.6 0.0 312.4 37.6 37.5 120.9 0.0 0.0 46.7 47.6 0.0 LOS D C F D D F D D Approach Vol, veh/h 1279 1321 775 95 Approach Delay, s/veh 26.7 112.0 120.9 47.2 Approach LOS C F F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 45.7 11.3 14.0 49.7 25.0 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 16.0 31.4 4.9 10.1 29.2 22.5 Green Ext Time s 0.0 0.8 0.2 0.1 1.8 0.0 Intersection Summary HCM 7th Control Delay, s/veh 80.8 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 4: Oregon Way & OR 214 PM Peak Hour GVC Transportation Solutions 01/15/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110 1120 40 65 1060 55 105 35 65 60 35 75 Future Volume (vph) 110 1120 40 65 1060 55 105 35 65 60 35 75 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 325 0 175 0 150 0 50 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 1802 551 367 Travel Time 14.2 41.0 12.5 8.3 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 3.0 10.0 3.0 10.0 3.0 5.0 3.0 5.0 Minimum Split 9.5 29.0 9.5 29.0 9.5 35.5 9.5 37.5 Total Split 15.0 45.0 15.0 45.0 20.0 20.0 20.0 20.0 Total Split 15.0% 45.0% 15.0% 45.0% 20.0% 20.0% 20.0% 20.0% Maximum Green 11.0 40.5 11.0 40.5 16.0 16.0 16.0 16.0 Yellow Time 3.5 4.0 3.5 4.0 3.5 3.5 3.5 3.5 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap 1.0 4.2 1.0 4.2 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 15.0 5.0 15.0 5.0 5.0 5.0 5.0 Time To Reduce 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Recall Mode None C-Max None C-Max None None None None Walk Time 7.0 7.0 7.0 8.0 Flash Don't Walk 17.0 17.0 24.0 25.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 4: Oregon Way & OR 214 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary Projected 2040 with Project 4: Oregon Way & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 1120 40 65 1060 55 105 35 65 60 35 75 Future Volume (veh/h) 110 1120 40 65 1060 55 105 35 65 60 35 75 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 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 117 1191 43 69 1128 59 112 37 69 64 37 80 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, % 2 2 2 2 2 2 1 1 1 1 1 1 Cap, veh/h 144 1926 70 87 1781 93 139 72 134 81 48 104 Arrive On Green 0.03 0.20 0.20 0.05 0.56 0.56 0.08 0.14 0.14 0.05 0.10 0.10 Sat Flow, veh/h 1641 3222 116 1641 3164 165 1654 [PHONE REDACTED] 481 1040 Grp Volume(v), veh/h 117 605 629 69 583 604 112 0 106 64 0 117 Grp Sat Flow(s),veh/h/ln 1641 1637 1702 1641 1637 1693 1654 0 1526 1654 0 1521 Q Serve(g_s), s 7.1 33.8 33.8 4.2 24.2 24.2 6.7 0.0 6.5 3.8 0.0 7.5 Cycle Q Clear(g_c), s 7.1 33.8 33.8 4.2 24.2 24.2 6.7 0.0 6.5 3.8 0.0 7.5 Prop In Lane 1.00 0.07 1.00 0.10 1.00 0.65 1.00 0.68 Lane Grp Cap(c), veh/h [PHONE REDACTED] 87 921 953 139 0 206 81 0 152 V/C Ratio(X) 0.81 0.62 0.62 0.79 0.63 0.63 0.81 0.00 0.51 0.79 0.00 0.77 Avail Cap(c_a), veh/h [PHONE REDACTED] 180 921 953 265 0 244 265 0 243 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.23 0.23 0.23 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 47.7 29.7 29.7 46.8 14.8 14.8 45.0 0.0 40.2 47.0 0.0 43.9 Incr Delay (d2), s/veh 5.2 0.7 0.7 14.9 3.3 3.2 10.4 0.0 2.0 15.4 0.0 7.8 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 3.2 14.9 15.5 2.0 9.2 9.6 3.1 0.0 2.5 1.9 0.0 3.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 53.0 30.4 30.4 61.8 18.1 18.1 55.4 0.0 42.2 62.4 0.0 51.7 LOS D C C E B B E D E D Approach Vol, veh/h 1351 1256 218 181 Approach Delay, s/veh 32.3 20.5 49.0 55.5 Approach LOS C C D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 64.3 12.4 14.0 12.8 60.8 8.9 17.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 11.0 40.5 16.0 16.0 11.0 40.5 16.0 16.0 Max Q Clear Time (g_c+I1), s 6.2 35.8 8.7 9.5 9.1 26.2 5.8 8.5 Green Ext Time s 0.0 3.1 0.1 0.3 0.0 6.9 0.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 30.0 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings Projected 2040 with Project 5: Settlemier St/Boones Ferry Rd & OR 214 PM Peak Hour Woodburn WinCo 12 Report GVC Transportation Solutions 01/15/2026 Lane Group 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 Storage Length (ft) 250 200 225 150 150 100 175 750 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 1830 1813 1758 854 Travel Time 41.6 41.2 40.0 19.4 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 Detector Phase 5 2 2 3 1 6 6 7 3 8 8 1 7 4 4 5 Switch Phase Minimum Initial 5.0 10.0 5.0 5.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 30.0 10.0 10.0 29.0 10.0 10.0 29.0 10.0 10.0 31.0 10.0 Total Split 10.0 40.0 19.0 10.0 40.0 15.0 19.0 35.0 10.0 15.0 31.0 10.0 Total Split 10.0% 40.0% 19.0% 10.0% 40.0% 15.0% 19.0% 35.0% 10.0% 15.0% 31.0% 10.0% Maximum Green 5.5 35.5 14.5 5.5 35.5 10.5 14.5 30.5 5.5 10.5 26.5 5.5 Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 Minimum Gap 1.0 2.8 1.0 1.0 2.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Time Before Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 10.0 5.0 0.0 10.0 5.0 Time To Reduce 5.0 10.0 5.0 5.0 10.0 0.0 5.0 5.0 5.0 0.0 5.0 5.0 Recall Mode None Min None None Min None None None None None None None Walk Time 7.0 7.0 7.0 7.0 Flash Don't Walk 18.0 17.0 17.0 19.0 Pedestrian Calls 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 92.8 Natural Cycle: 135 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Settlemier St/Boones Ferry Rd & OR 214 ---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 01/15/2026 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 99 671 801 100 677 686 265 469 478 127 324 364 Arrive On Green 0.06 0.39 0.39 0.06 0.39 0.39 0.16 0.27 0.27 0.08 0.19 0.19 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 5.5 35.2 14.5 5.5 35.5 4.6 14.5 6.8 5.6 5.5 13.2 8.5 Cycle Q Clear(g_c), s 5.5 35.2 14.5 5.5 35.5 4.6 14.5 6.8 5.6 5.5 13.2 8.5 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 99 671 801 100 677 686 265 469 478 127 324 364 V/C Ratio(X) 1.34 0.99 0.48 1.28 1.05 0.19 1.13 0.35 0.26 0.80 0.82 0.45 Avail Cap(c_a), veh/h 99 671 801 100 677 686 265 586 575 192 509 521 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 42.4 27.3 12.3 42.4 27.4 13.9 37.9 26.6 22.1 41.0 35.3 28.8 Incr Delay (d2), s/veh 207.1 33.3 0.4 183.4 50.0 0.1 96.3 0.4 0.3 13.1 5.8 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 19.8 4.4 7.3 23.2 1.5 12.9 2.8 1.9 2.7 6.0 3.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 249.5 60.7 12.7 225.8 77.4 14.0 134.3 27.0 22.4 54.2 41.1 29.6 LOS F E B F F B F C C D D C Approach Vol, veh/h 1184 970 586 530 Approach Delay, s/veh 66.4 88.6 81.1 40.1 Approach LOS E F F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 40.0 19.0 21.4 10.0 40.0 11.5 28.9 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 7.5 37.2 16.5 15.2 7.5 37.5 7.5 8.8 Green Ext Time s 0.0 0.0 0.0 1.6 0.0 0.0 0.1 1.3 Intersection Summary HCM 7th Control Delay, s/veh 71.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved changes to right turn type. ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2025 Cycle Legnth Lost Time Phases 100 4 2 Through Through 366 3226 0.113 Right 0 1402 0.000 Through Through 511 3253 0.157 Right 0 1414 0.000 Left Left 210 2956 0.071 Right 177 1356 0.131 Total 0.288 Total Intersection V/C 0.31 Cycle Legnth Lost Time Phases 100 4 2 Through Through 374 3200 0.117 Right 0 1391 0.000 Through Through 626 3336 0.188 Right 0 0 Left Left 179 1589 0.113 Right 575 2762 0.208 Total 0.396 Total Intersection V/C 0.43 Cycle Legnth Lost Time Phases 100 4 4 Left 108 1589 0.068 Through Rule 1 EB L WB T Total Through 629 3169 0.198 0.068 0.222 0.290 Right 0 1414 0.000 left 102 1589 0.064 Rule 2 WB L EB T Total Through 351 1585 0.221 0.064 0.198 0.263 Shared Through Right 369 1664 0.222 Left 462 3281 0.141 Shared Through Left 0 0 Right 0 1460 0.000 Left 11 1654 0.007 Shared Through Right 22 1736 0.013 Total 0.443 Total Intersection V/C 0.53 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Northbound V/S Flow Ratio I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) Eastbound Westbound Southbound Eastbound Westbound Eastbound Westbound Southbound (split phase) Northbound (split phase) Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2025 Cycle Legnth Lost Time Phases 100 4 4 Left 26 1589 0.016 Through 341 1585 0.215 Rule 1 EB L WB T Total Shared Through Right 359 1664 0.216 0.016 0.234 0.251 left 5 1576 0.003 Rule 2 WB L EB T Total Through 368 1572 0.234 0.003 0.216 0.219 Shared Through Right 385 1642 0.234 Left 11 1654 0.007 Rule 1 SB L NB T Total Shared Through Right 22 1563 0.014 0.007 0.014 0.021 Left 11 1641 0.007 Rule 2 NB L SB T Total Shared Through Right 58 1440 0.040 0.007 0.040 0.047 Total 0.298 Total Intersection V/C 0.35 Cycle Legnth Lost Time Phases 100 4 4 Left 59 1576 0.037 Through 431 1654 0.261 Rule 1 EB L WB T Total Right 106 1402 0.076 0.037 0.182 0.219 left 37 1511 0.024 Rule 2 WB L EB T Total Through 288 1586 0.182 0.024 0.261 0.285 Right 32 1344 0.024 Left 255 1641 0.155 Through 101 1723 0.059 Rule 1 SB L NB T Total Right 74 1426 0.052 0.026 0.059 0.085 Left 43 1641 0.026 Through 64 1723 0.037 Rule 2 NB L SB T Total Right 85 1460 0.058 0.155 0.058 0.214 Total 0.499 Total Intersection V/C 0.59 Oregon Way at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Eastbound Westbound Northbound Southbound Appraoch ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2026 Cycle Legnth Lost Time Phases 100 4 2 Through Through 398 3226 0.123 Right 0 1402 0.000 Through Through 478 3253 0.147 Right 0 1414 0.000 Left Left 333 2956 0.113 Right 220 1356 0.162 Total 0.309 Total Intersection V/C 0.34 Cycle Legnth Lost Time Phases 100 4 2 Through Through 505 3200 0.158 Right 0 1391 0.000 Through Through 679 3336 0.204 Right 0 0 Left Left 189 1589 0.119 Right 685 2763 0.248 Total 0.451 Total Intersection V/C 0.49 Cycle Legnth Lost Time Phases 100 4 4 Left 108 1589 0.068 Through Rule 1 EB L WB T Total Through 758 3169 0.239 0.068 0.266 0.334 Right 0 1414 0.000 left 124 1589 0.078 Rule 2 WB L EB T Total Through 421 1585 0.266 0.078 0.239 0.317 Shared Through Right 440 1664 0.264 Left 672 3281 0.205 Shared Through Left 0 0 Right 0 1460 0.000 Left 16 1654 0.010 Shared Through Right 22 1736 0.013 Total 0.551 Total Intersection V/C 0.66 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2026 Cycle Legnth Lost Time Phases 100 4 4 Left 26 1589 0.016 Through 367 1585 0.232 Rule 1 EB L WB T Total Shared Through Right 385 1664 0.231 0.016 0.244 0.260 left 79 1576 0.050 Rule 2 WB L EB T Total Through 383 1572 0.244 0.050 0.232 0.282 Shared Through Right 401 1643 0.244 Left 105 1654 0.063 Rule 1 SB L NB T Total Shared Through Right 95 1462 0.065 0.007 0.065 0.072 Left 11 1641 0.007 Rule 2 NB L SB T Total Shared Through Right 58 1441 0.040 0.063 0.040 0.104 Total 0.385 Total Intersection V/C 0.46 Cycle Legnth Lost Time Phases 100 4 4 Left 69 1576 0.044 Through 473 1654 0.286 Rule 1 EB L WB T Total Right 144 1402 0.103 0.044 0.262 0.305 left 43 1511 0.028 Rule 2 WB L EB T Total Through 415 1586 0.262 0.028 0.286 0.314 Right 43 1344 0.032 Left 330 1641 0.201 Through 122 1723 0.071 Rule 1 SB L NB T Total Right 90 1427 0.063 0.039 0.071 0.110 Left 64 1641 0.039 Through 90 1723 0.052 Rule 2 NB L SB T Total Right 112 1460 0.077 0.201 0.077 0.278 Total 0.592 Total Intersection V/C 0.71 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM With Project 2026 Cycle Legnth Lost Time Phases 100 4 2 Through Through 403 3226 0.125 Right 0 1402 0.000 Through Through 484 3253 0.149 Right 0 1414 0.000 Left Left 349 2956 0.118 Right 220 1356 0.162 Total 0.311 Total Intersection V/C 0.34 Cycle Legnth Lost Time Phases 100 4 2 Through Through 526 3200 0.164 Right 0 1391 0.000 Through Through 695 3336 0.208 Right 0 0 Left Left 189 1589 0.119 Right 701 2763 0.254 Total 0.462 Total Intersection V/C 0.50 Cycle Legnth Lost Time Phases 100 4 4 Left 108 1589 0.068 Through Rule 1 EB L WB T Total Through 758 3169 0.239 0.068 0.266 0.334 Right 0 1414 0.000 left 156 1589 0.098 Rule 2 WB L EB T Total Through 421 1585 0.266 0.098 0.239 0.337 Shared Through Right 440 1653 0.266 Left 696 3281 0.212 Shared Through Left 0 0 Right 0 1460 0.000 Left 16 1654 0.010 Shared Through Right 22 1736 0.013 Total 0.562 Total Intersection V/C 0.67 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM With Project 2026 Cycle Legnth Lost Time Phases 100 4 4 Left 32 1589 0.020 Through 375 1585 0.237 Rule 1 EB L WB T Total Shared Through Right 393 1664 0.236 0.020 0.251 0.271 left 79 1576 0.050 Rule 2 WB L EB T Total Through 394 1572 0.251 0.050 0.237 0.287 Shared Through Right 411 1643 0.250 Left 105 1654 0.063 Rule 1 SB L NB T Total Shared Through Right 95 1463 0.065 0.007 0.065 0.072 Left 11 1641 0.007 Rule 2 NB L SB T Total Shared Through Right 68 1440 0.047 0.063 0.047 0.111 Total 0.397 Total Intersection V/C 0.47 Cycle Legnth Lost Time Phases 100 4 4 Left 74 1576 0.047 Through 489 1654 0.296 Rule 1 EB L WB T Total Right 144 1402 0.103 0.047 0.272 0.319 left 53 1511 0.035 Rule 2 WB L EB T Total Through 431 1586 0.272 0.035 0.296 0.331 Right 43 1344 0.032 Left 330 1641 0.201 Through 128 1723 0.074 Rule 1 SB L NB T Total Right 96 1427 0.067 0.039 0.074 0.113 Left 64 1641 0.039 Through 101 1723 0.059 Rule 2 NB L SB T Total Right 117 1460 0.080 0.201 0.080 0.281 Total 0.612 Total Intersection V/C 0.73 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2040 Cycle Legnth Lost Time Phases 100 4 2 Through Through 419 3226 0.130 Right 0 1402 0.000 Through Through 511 3253 0.157 Right 0 1414 0.000 Left Left 349 2956 0.118 Right 231 1356 0.170 Total 0.327 Total Intersection V/C 0.36 Cycle Legnth Lost Time Phases 100 4 2 Through Through 532 3200 0.166 Right 0 1391 0.000 Through Through 721 3336 0.216 Right 0 0 Left Left 200 1589 0.126 Right 723 2764 0.262 Total 0.478 Total Intersection V/C 0.52 Cycle Legnth Lost Time Phases 100 4 4 Left 118 1589 0.074 Through Rule 1 EB L WB T Total Through 801 3169 0.253 0.074 0.281 0.355 Right 0 1414 0.000 left 129 1589 0.081 Rule 2 WB L EB T Total Through 445 1585 0.281 0.081 0.253 0.334 Shared Through Right 464 1654 0.281 Left 696 3281 0.212 Shared Through Left 0 0 Right 0 1460 0.000 Left 16 1654 0.010 Shared Through Right 22 1736 0.013 Total 0.580 Total Intersection V/C 0.69 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM Baseline 2040 Cycle Legnth Lost Time Phases 100 4 4 Left 32 1589 0.020 Through 390 1585 0.246 Rule 1 EB L WB T Total Shared Through Right 410 1664 0.246 0.020 0.259 0.279 left 79 1576 0.050 Rule 2 WB L EB T Total Through 407 1572 0.259 0.050 0.246 0.296 Shared Through Right 425 1643 0.259 Left 105 1654 0.063 Rule 1 SB L NB T Total Shared Through Right 95 1463 0.065 0.007 0.065 0.072 Left 11 1641 0.007 Rule 2 NB L SB T Total Shared Through Right 63 1440 0.044 0.063 0.044 0.107 Total 0.403 Total Intersection V/C 0.48 Cycle Legnth Lost Time Phases 100 4 4 Left 74 1576 0.047 Through 505 1654 0.305 Rule 1 EB L WB T Total Right 149 1402 0.106 0.047 0.278 0.325 left 48 1511 0.032 Rule 2 WB L EB T Total Through 441 1586 0.278 0.032 0.305 0.337 Right 48 1344 0.036 Left 346 1641 0.211 Through 128 1723 0.074 Rule 1 SB L NB T Total Right 96 1427 0.067 0.042 0.074 0.116 Left 69 1641 0.042 Through 96 1723 0.056 Rule 2 NB L SB T Total Right 117 1460 0.080 0.211 0.080 0.291 Total 0.628 Total Intersection V/C 0.75 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM With Project 2040 Cycle Legnth Lost Time Phases 100 4 2 Through Through 430 3226 0.133 Right 0 1402 0.000 Through Through 516 3253 0.159 Right 0 1414 0.000 Left Left 366 2956 0.124 Right 231 1356 0.170 Total 0.329 Total Intersection V/C 0.36 Cycle Legnth Lost Time Phases 100 4 2 Through Through 553 3200 0.173 Right 0 1391 0.000 Through Through 737 3336 0.221 Right 0 0 Left Left 200 1589 0.126 Right 739 2764 0.267 Total 0.488 Total Intersection V/C 0.53 Cycle Legnth Lost Time Phases 100 4 4 Left 118 1589 0.074 Through Rule 1 EB L WB T Total Through 801 3169 0.253 0.074 0.281 0.355 Right 0 1414 0.000 left 161 1589 0.101 Rule 2 WB L EB T Total Through 445 1585 0.281 0.101 0.253 0.354 Shared Through Right 464 1654 0.281 Left 723 3281 0.220 Shared Through Left 0 0 Right 0 1460 0.000 Left 16 1654 0.010 Shared Through Right 22 1736 0.013 Total 0.588 Total Intersection V/C 0.7 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios AM With Project 2040 Cycle Legnth Lost Time Phases 100 4 4 Left 37 1589 0.023 Through 398 1585 0.251 Rule 1 EB L WB T Total Shared Through Right 418 1664 0.251 0.023 0.267 0.290 left 79 1576 0.050 Rule 2 WB L EB T Total Through 419 1572 0.267 0.050 0.251 0.301 Shared Through Right 439 1644 0.267 Left 105 1654 0.063 Rule 1 SB L NB T Total Shared Through Right 95 1463 0.065 0.007 0.065 0.072 Left 11 1641 0.007 Rule 2 NB L SB T Total Shared Through Right 68 1440 0.047 0.063 0.047 0.111 Total 0.412 Total Intersection V/C 0.49 Cycle Legnth Lost Time Phases 100 4 4 Left 80 1576 0.051 Through 516 1654 0.312 Rule 1 EB L WB T Total Right 149 1402 0.106 0.051 0.288 0.339 left 53 1511 0.035 Rule 2 WB L EB T Total Through 457 1586 0.288 0.035 0.312 0.347 Right 48 1344 0.036 Left 346 1641 0.211 Through 133 1723 0.077 Rule 1 SB L NB T Total Right 101 1427 0.071 0.042 0.077 0.119 Left 69 1641 0.042 Through 101 1723 0.059 Rule 2 NB L SB T Total Right 122 1460 0.084 0.211 0.084 0.294 Total 0.641 Total Intersection V/C 0.76 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2025 Cycle Legnth Lost Time Phases 100 4 2 Through Through 732 3333 0.220 Right 0 1448 0.000 Through Through 958 3359 0.285 Right 0 1460 0.000 Left Left 500 3158 0.158 Right 332 1448 0.229 Total 0.514 Total Intersection V/C 0.56 Cycle Legnth Lost Time Phases 100 4 2 Through Through 1048 3333 0.314 Right 0 1448 0.000 Through Through 1027 3445 0.298 Right 0 0 Left Left 251 1641 0.153 Right 688 2854 0.241 Total 0.555 Total Intersection V/C 0.6 Cycle Legnth Lost Time Phases 100 4 4 Left 126 1641 0.077 Through Rule 1 EB L WB T Total Through 947 3273 0.289 0.077 0.239 0.316 Right 0 1460 0.000 left 216 1641 0.132 Rule 2 WB L EB T Total Through 391 1637 0.239 0.132 0.289 0.421 Shared Through Right 409 1713 0.239 Left 481 3307 0.145 Shared Through Left 0 0 Right 0 1471 0.000 Left 37 1654 0.022 Shared Through Right 47 1736 0.027 Total 0.593 Total Intersection V/C 0.71 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Northbound V/S Flow Ratio I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) Eastbound Westbound Southbound Eastbound Westbound Eastbound Westbound Southbound (split phase) Northbound (split phase) Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2025 Cycle Legnth Lost Time Phases 100 4 4 Left 96 1641 0.059 Through 516 1637 0.315 Rule 1 EB L WB T Total Shared Through Right 537 1701 0.316 0.059 0.309 0.367 left 11 1641 0.007 Rule 2 WB L EB T Total Through 495 1687 0.293 0.007 0.316 0.322 Shared Through Right 511 1654 0.309 Left 21 1654 0.013 Rule 1 SB L NB T Total Shared Through Right 37 1685 0.022 0.039 0.022 0.061 Left 64 1654 0.039 Rule 2 NB L SB T Total Shared Through Right 96 1524 0.063 0.013 0.063 0.076 Total 0.443 Total Intersection V/C 0.53 Cycle Legnth Lost Time Phases 100 4 4 Left 87 1628 0.053 Through 571 1709 0.334 Rule 1 EB L WB T Total Right 296 1448 0.204 0.053 0.348 0.401 left 87 1641 0.053 Rule 2 WB L EB T Total Through 602 1732 0.348 0.053 0.334 0.387 Right 87 1460 0.060 Left 235 1654 0.142 Through 112 1736 0.065 Rule 1 SB L NB T Total Right 92 1438 0.064 0.050 0.065 0.114 Left 82 1654 0.050 Through 214 1736 0.123 Rule 2 NB L SB T Total Right 122 1471 0.083 0.142 0.123 0.265 Total 0.666 Total Intersection V/C 0.79 Oregon Way at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Eastbound Westbound Northbound Southbound Appraoch ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2026 Cycle Legnth Lost Time Phases 100 4 2 Through Through 732 3333 0.220 Right 0 1448 0.000 Through Through 942 3359 0.280 Right 0 1460 0.000 Left Left 747 3158 0.237 Right 389 1448 0.269 Total 0.549 Total Intersection V/C 0.60 Cycle Legnth Lost Time Phases 100 4 2 Through Through 1296 3333 0.389 Right 0 1448 0.000 Through Through 1070 3445 0.311 Right 0 0 Left Left 261 1641 0.159 Right 839 2855 0.294 Total 0.683 Total Intersection V/C 0.74 Cycle Legnth Lost Time Phases 100 4 4 Left 126 1641 0.077 Through Rule 1 EB L WB T Total Through 1121 3273 0.342 0.077 0.286 0.363 Right 0 1460 0.000 left 242 1641 0.147 Rule 2 WB L EB T Total Through 469 1637 0.286 0.147 0.342 0.490 Shared Through Right 483 1689 0.286 Left 629 3307 0.190 Shared Through Left 0 0 Right 0 1471 0.000 Left 37 1654 0.022 Shared Through Right 47 1736 0.027 Total 0.707 Total Intersection V/C 0.84 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2026 Cycle Legnth Lost Time Phases 100 4 4 Left 96 1641 0.059 Through 547 1637 0.334 Rule 1 EB L WB T Total Shared Through Right 570 1703 0.335 0.059 0.323 0.382 left 69 1641 0.042 Rule 2 WB L EB T Total Through 529 1637 0.323 0.042 0.335 0.377 Shared Through Right 546 1689 0.323 Left 112 1654 0.068 Rule 1 SB L NB T Total Shared Through Right 101 1516 0.067 0.039 0.067 0.105 Left 64 1654 0.039 Rule 2 NB L SB T Total Shared Through Right 96 1524 0.063 0.068 0.063 0.131 Total 0.512 Total Intersection V/C 0.61 Cycle Legnth Lost Time Phases 100 4 4 Left 112 1628 0.069 Through 602 1709 0.352 Rule 1 EB L WB T Total Right 362 1448 0.250 0.069 0.371 0.440 left 107 1641 0.065 Rule 2 WB L EB T Total Through 643 1732 0.371 0.065 0.352 0.417 Right 122 1460 0.084 Left 286 1654 0.173 Through 143 1736 0.082 Rule 1 SB L NB T Total Right 102 1438 0.071 0.059 0.082 0.141 Left 97 1654 0.059 Through 240 1736 0.138 Rule 2 NB L SB T Total Right 138 1471 0.094 0.173 0.138 0.311 Total 0.751 Total Intersection V/C 0.89 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM With Project 2026 Cycle Legnth Lost Time Phases 100 4 2 Through Through 747 3333 0.224 Right 0 1448 0.000 Through Through 958 3359 0.285 Right 0 1460 0.000 Left Left 774 3158 0.245 Right 389 1448 0.269 Total 0.554 Total Intersection V/C 0.60 Cycle Legnth Lost Time Phases 100 4 2 Through Through 1339 3333 0.402 Right 0 1448 0.000 Through Through 1113 3445 0.323 Right 0 0 Left Left 261 1641 0.159 Right 866 2855 0.303 Total 0.705 Total Intersection V/C 0.77 Cycle Legnth Lost Time Phases 100 4 4 Left 126 1641 0.077 Through Rule 1 EB L WB T Total Through 1079 3273 0.330 0.077 0.274 0.350 Right 0 1460 0.000 left 342 1641 0.208 Rule 2 WB L EB T Total Through 448 1637 0.274 0.208 0.330 0.538 Shared Through Right 462 1687 0.274 Left 739 3307 0.223 Shared Through Left 0 0 Right 0 1471 0.000 Left 37 1654 0.022 Shared Through Right 47 1736 0.027 Total 0.789 Total Intersection V/C 0.94 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM With Project 2026 Cycle Legnth Lost Time Phases 100 4 4 Left 106 1641 0.065 Through 568 1637 0.347 Rule 1 EB L WB T Total Shared Through Right 591 1703 0.347 0.065 0.336 0.400 left 69 1641 0.042 Rule 2 WB L EB T Total Through 550 1637 0.336 0.042 0.347 0.389 Shared Through Right 568 1691 0.336 Left 112 1654 0.068 Rule 1 SB L NB T Total Shared Through Right 101 1516 0.067 0.039 0.067 0.105 Left 64 1654 0.039 Rule 2 NB L SB T Total Shared Through Right 106 1516 0.070 0.068 0.070 0.138 Total 0.538 Total Intersection V/C 0.64 Cycle Legnth Lost Time Phases 100 4 4 Left 128 1628 0.079 Through 628 1709 0.367 Rule 1 EB L WB T Total Right 362 1448 0.250 0.079 0.389 0.467 left 117 1641 0.071 Rule 2 WB L EB T Total Through 673 1732 0.389 0.071 0.367 0.439 Right 122 1460 0.084 Left 286 1654 0.173 Through 153 1736 0.088 Rule 1 SB L NB T Total Right 117 1438 0.081 0.059 0.088 0.147 Left 97 1654 0.059 Through 255 1736 0.147 Rule 2 NB L SB T Total Right 153 1471 0.104 0.173 0.147 0.320 Total 0.787 Total Intersection V/C 0.94 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2040 Cycle Legnth Lost Time Phases 100 4 2 Through Through 784 3333 0.235 Right 0 1448 0.000 Through Through 1011 3359 0.301 Right 0 1460 0.000 Left Left 779 3158 0.247 Right 411 1448 0.284 Total 0.585 Total Intersection V/C 0.64 Cycle Legnth Lost Time Phases 100 4 2 Through Through 1366 3333 0.410 Right 0 1448 0.000 Through Through 1145 3445 0.332 Right 0 0 Left Left 279 1641 0.170 Right 887 2855 0.311 Total 0.721 Total Intersection V/C 0.78 Cycle Legnth Lost Time Phases 100 4 4 Left 137 1641 0.083 Through Rule 1 EB L WB T Total Through 1184 3273 0.362 0.083 0.304 0.387 Right 0 1460 0.000 left 258 1641 0.157 Rule 2 WB L EB T Total Through 497 1637 0.304 0.157 0.362 0.519 Shared Through Right 513 1691 0.303 Left 664 3307 0.201 Shared Through Left 0 0 Right 0 1471 0.000 Left 42 1654 0.025 Shared Through Right 53 1736 0.031 Total 0.750 Total Intersection V/C 0.89 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM Baseline 2040 Cycle Legnth Lost Time Phases 100 4 4 Left 101 1641 0.062 Through 584 1637 0.357 Rule 1 EB L WB T Total Shared Through Right 608 1701 0.357 0.062 0.344 0.406 left 69 1641 0.042 Rule 2 WB L EB T Total Through 562 1637 0.343 0.042 0.357 0.399 Shared Through Right 582 1691 0.344 Left 112 1654 0.068 Rule 1 SB L NB T Total Shared Through Right 106 1525 0.070 0.039 0.070 0.108 Left 64 1654 0.039 Rule 2 NB L SB T Total Shared Through Right 101 1534 0.066 0.068 0.066 0.134 Total 0.539 Total Intersection V/C 0.64 Cycle Legnth Lost Time Phases 100 4 4 Left 117 1628 0.072 Through 643 1709 0.376 Rule 1 EB L WB T Total Right 383 1448 0.265 0.072 0.395 0.467 left 112 1641 0.068 Rule 2 WB L EB T Total Through 684 1732 0.395 0.068 0.376 0.444 Right 128 1460 0.088 Left 301 1654 0.182 Through 148 1736 0.085 Rule 1 SB L NB T Total Right 112 1438 0.078 0.062 0.085 0.147 Left 102 1654 0.062 Through 255 1736 0.147 Rule 2 NB L SB T Total Right 148 1471 0.101 0.182 0.147 0.329 Total 0.796 Total Intersection V/C 0.95 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM With Project 2040 Cycle Legnth Lost Time Phases 100 4 2 Through Through 795 3333 0.239 Right 0 1448 0.000 Through Through 1021 3359 0.304 Right 0 1460 0.000 Left Left 811 3158 0.257 Right 411 1448 0.284 Total 0.588 Total Intersection V/C 0.64 Cycle Legnth Lost Time Phases 100 4 2 Through Through 1409 3333 0.423 Right 0 1448 0.000 Through Through 1183 3445 0.343 Right 0 0 Left Left 279 1641 0.170 Right 913 2855 0.320 Total 0.743 Total Intersection V/C 0.81 Cycle Legnth Lost Time Phases 100 4 4 Left 137 1641 0.083 Through Rule 1 EB L WB T Total Through 1142 3273 0.349 0.083 0.290 0.373 Right 0 1460 0.000 left 358 1641 0.218 Rule 2 WB L EB T Total Through 474 1637 0.290 0.218 0.349 0.567 Shared Through Right 474 1689 0.281 Left 775 3307 0.234 Shared Through Left 0 0 Right 0 1471 0.000 Left 42 1654 0.025 Shared Through Right 53 1736 0.031 Total 0.832 Total Intersection V/C 0.99 I-5 SB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Southbound I-5 NB Ramps at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound Evergreen at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Eastbound Westbound Northbound (split phase) Southbound (split phase) ---PAGE BREAK--- GVC Transportation Solutions WinCo Foods Development - Woodburn ODOT V/C Ratios PM With Project 2040 Cycle Legnth Lost Time Phases 100 4 4 Left 117 1641 0.071 Through 605 1637 0.370 Rule 1 EB L WB T Total Shared Through Right 629 1702 0.370 0.071 0.357 0.428 left 69 1641 0.042 Rule 2 WB L EB T Total Through 583 1637 0.356 0.042 0.370 0.412 Shared Through Right 604 1693 0.357 Left 112 1654 0.068 Rule 1 SB L NB T Total Shared Through Right 106 1526 0.069 0.039 0.069 0.108 Left 64 1654 0.039 Rule 2 NB L SB T Total Shared Through Right 117 1521 0.077 0.068 0.077 0.145 Total 0.573 Total Intersection V/C 0.68 Cycle Legnth Lost Time Phases 100 4 4 Left 133 1628 0.082 Through 668 1709 0.391 Rule 1 EB L WB T Total Right 383 1448 0.265 0.082 0.414 0.496 left 128 1641 0.078 Rule 2 WB L EB T Total Through 714 1723 0.414 0.078 0.391 0.469 Right 128 1460 0.088 Left 301 1654 0.182 Through 163 1736 0.094 Rule 1 SB L NB T Total Right 122 1438 0.085 0.062 0.094 0.156 Left 102 1654 0.062 Through 265 1736 0.153 Rule 2 NB L SB T Total Right 163 1471 0.111 0.182 0.153 0.335 Total 0.831 Total Intersection V/C 0.99 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio Oregon Way at Highway 219 Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Boones Ferry at Highway 219 Appraoch Lane Group Lane Group Flow (vph) Saturation Flow Rate (vph) V/S Flow Ratio

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