Document Woodburn_doc_50bd417f2f

2115 Molalla Road Transportation Impact Analysis Woodburn, Oregon Date: Revised March 25, 2024 Prepared for: I&E Construction Prepared by: Jennifer Danziger, PE Ken Kim, PE OREGON RENEWS: 16168 12/31/2025 Digitally signed by Jennifer Danziger Date: 2024.03.25 13:09:17-07'00' ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 1 of 32 Table of Contents Executive Summary 3 Project Description 5 Introduction 5 Location Description 5 Bicycle and Pedestrian Access 7 Transit 8 Site Trips 10 Trip Generation 10 Trip Distribution 12 Trip Assignment 13 Traffic Volumes 15 Existing Conditions 15 Background Conditions 16 Buildout Conditions 16 Safety Analysis 20 Crash History Review 20 Sight Distance Evaluation 23 Warrant Analysis 24 Operational Analysis 25 Intersection Capacity Analysis 25 Queuing Analysis 27 Potential Mitigation 29 Conclusions 31 List of Appendices Appendix A – Site Information Appendix B – Volumes Appendix C - Safety Appendix D - Operations ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 2 of 32 List of Figures Figure 1: Project Location and Access (Marion County GIS) 6 Figure 2: Vicinity Map 9 Figure 3: Trip Distribution & Assignment 14 Figure 4: Year 2023 Existing Traffic Volumes 17 Figure 5: Year 2025 Background Conditions 18 Figure 6: Year 2025 Buildout Conditions 19 List of Tables Table 1: Vicinity Roadway Descriptions 6 Table 2: Study Intersection Descriptions 7 Table 3: Transit Line Description 8 Table 4: Trip Rate Comparison 11 Table 5: Trip Generation 12 Table 6: Comparison of 2019 and 2022 Highway Volumes 15 Table 7: Highway Growth Trends 16 Table 8: Collision Type Summary 20 Table 9: Crash Severity and Rate Summary 21 Table 10: Capacity Analysis Summary 26 Table 11: 95th Percentile Queueing Analysis Summary 27 Table 12: OR 211/OR 214 & OR 99E - Operations with Potential Mitigation 29 Table 13: OR 211/OR 214 & OR 99E - Queuing with Potential Mitigation 30 ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 3 of 32 Executive Summary 1. A gas station with convenience store and car wash is planned at 2115 Molalla Road (OR 211) in Woodburn, Oregon. Construction of the development is expected to be completed by the year 2025. 2. Four driveways are proposed for the site as shown in the attached site plan, but only one would connect to Molalla Road (OR 211). A driveway on the east side of the site would connect to the highway access for the Woodburn Place Apartments East. The other driveways connect to the apartments north and west of the site. 3. The primary trip generation is estimated at 76 morning peak hour, 52 evening peak hour, and 654 daily trips that will be added to the network. 4. A review of the most recent five years of available crash data yielded the following conclusions: • The signalized highway intersection (OR 214/OR 211 & OR 99E) has a calculated crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections and is listed in the worst 5 percent of the ODOT SPIS list. Although capacity improvements at the signalized intersection are listed in the TSP and in the TIAs prepared for nearby developments, these projects are unlikely to change the crash rate and would not be effective as safety mitigation. Since no consistent crash patterns were identified at the intersection, no safety mitigation is recommended. • The Safeway shopping center driveway access on Molalla Road (OR 211) has a crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections. Access control to address crashes at the driveway to the Safeway shopping center would need to be initiated by ODOT and should not be the responsibility of other development in the area. • At the other study intersections, no significant trends or crash patterns were identified, and no safety mitigation is recommended per the crash data analysis. 5. Based on the sight distance analysis, adequate sight distance is available for the planned site access intersections along Molalla Road (OR 211). No sight distance mitigation is necessary or recommended. 6. Left-turn lanes are already present on Molalla Road (OR 211) at most of the study intersections; the only locations currently without a left-turn lane are westbound Molalla Road (OR 211) at the Safeway shopping center driveway and eastbound Molalla Road (OR 211) at the future access to Woodburn Place West apartments. Left-turn lane warrants are projected to be met at each location under both background and buildout scenarios. Because the warrants are met regardless of whether or not the proposed development is constructed, no mitigation at this intersection is recommended as part of the proposed development. 7. At all other unsignalized intersections, where left-turn warrants are projected to be met, a left-turn lane is already provided on Molalla Road (OR 211). This includes the site access, where warrants are projected to be under buildout conditions during both the morning and evening peak hours. 8. Preliminary traffic signal warrants were examined for all unsignalized study intersections. None of the intersections are projected to meet signal warrants under any analysis scenario. 9. All study area intersections are expected to meet mobility standards for all analysis scenarios except for the signalized intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E). ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 4 of 32 This intersection is expected to operate with a v/c ratio over 0.90 during the evening peak hour under both year 2025 background and year 2025 buildout scenarios, which exceeds the ODOT mobility target. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in delay. Recommended mitigation is detailed below. 10. In general, changes in 95th percentile queuing between the year 2025 background and year 2025 buildout scenarios are anticipated to be small. Queues for the westbound left-turn movement on Molalla Road (OR 211) at the traffic signal with N Pacific Highway (OR 99E) are anticipated to spill out of the turn lane into the adjacent through lane and past the entrance to the Safeway shopping center during the evening in both the year 2025 background and year 2025 buildout scenarios. As a result, queues on the northbound Safeway access are expected to extend into the parking lot during the evening in both future scenarios. Improvements at the signalized intersection are recommended below. No mitigation for the shopping center access is recommended because drivers have alternate options for exiting the shopping center. 11. Two potential mitigation options were evaluated to address the expected deficiencies at the intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) with the following findings and recommendations: • The options considered include: 1) the Woodburn TSP Project R14, which would add a second southbound left-turn lane on OR 99E and a corresponding eastbound receiving lane on OR 211, and 2) a separate westbound right-turn lane as conditioned for the Woodburn Place West apartments. • Both mitigation options result in a small improvement in operations during evening peak because neither the southbound left turn nor the westbound right turn is a critical movement under either future scenario. However, the addition of a westbound right-turn lane would improve intersection operations to a greater extent in the morning peak hour compared with the dual southbound left- turn lanes. The options result in similar changes in queues compared with the current configuration. • Given these findings, the westbound right-turn lane appears to be equally or more effective than the dual southbound left-turn lanes and it is likely to have a lower cost and fewer impacts than the TSP improvement. Therefore, the westbound right-turn lane is recommended as the preferred intersection improvement. The proposed development is estimated to contribute 1.2 percent of the total evening peak hour traffic traveling through the intersection and 2.3 percent of the traffic in the existing westbound through-right lane under year 2025 buildout conditions. This traffic estimate should be considered in the proportionate share contribution for the project. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 5 of 32 Project Description Introduction A gas station with convenience store and car wash is planned at 2115 Molalla Road (OR 211) in Woodburn, Oregon. Construction of the development is expected to be completed by the year 2025. This Transportation Impact Analysis (TIA) report examines the impacts of the proposed development on the transportation system in the vicinity of the project site. Its purpose is to determine whether the transportation system within the vicinity of the site is capable of safely and efficiently supporting the proposed development and to determine any mitigation that may be necessary to do so. Parameters of the TIA were scoped with the City of Woodburn and ODOT. The resulting study area includes intersections that are under both jurisdictions, including: 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) 2. Molalla Road (OR 211) & Safeway Access 3. Molalla Road (OR 211) & June Road/Woodburn Place West 4. Molalla Road (OR 211) & Primary Site Access 5. Molalla Road (OR 211) & Woodburn Place East 6. Molalla Road (OR 211) & Cooley Road All supporting data and calculations are included in the appendices to this report. Location Description The property located at 2115 Molalla Road was recently annexed into the Woodburn city limits with General Commercial (CG) zoning. The 0.93-acre property shown in red in Figure 1 comprises three tax lots (051W09B 1000, 1100, 1200). A site plan is included in Appendix A. Four driveways are proposed for the site as shown in the attached site plan, but only one would connect directly to Molalla Road (OR 211). 1. A recently constructed access to the site from the highway is located on the west edge of the site approximately 330 feet east of the site access for Woodburn Place Apartments West and 160 feet west of the site access for Woodburn Place Apartments East. 2. A driveway on the east side of the site would connect to the highway access for the Woodburn Place Apartments East. 3. A driveway on the west side of the site would connect to Woodburn Place Apartments West. 4. A driveway on the north side of the site would connect to Woodburn Place Apartments East. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 6 of 32 Figure 1: Project Location and Access (Marion County GIS) Vicinity Streets The study area includes roadways under state, county, and city jurisdiction that are expected to be impacted by the proposed development. Table 1 describes each of the vicinity roadways. Table 1: Vicinity Roadway Descriptions Street Name Functional Classification Travel Lanes Speed (mph) Curbs & Sidewalks On-Street Parking Bicycle Facilities Jurisdiction: ODOT Pacific Highway OR 99E Regional Hwy Major Arterial (City) 2-3 35-55 Partial Prohibited Partial Molalla Road OR 211 District Hwy Major Arterial (City) 2-5 30-35 Partial Both Sides Prohibited Yes Mt. Hood Avenue OR 214 District Hwy Major Arterial (City) 2-5 30-35 Both Sides Prohibited Yes Jurisdiction: Marion County Cooley Road Local Street 2 40 Partial Prohibited None Jurisdiction: City of Woodburn June Way Local Street 2 25 Both Sides Permitted None ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 7 of 32 Study Intersections Based on coordination with agency staff, five existing intersections and one future intersection were identified for analysis. A summarized description of the study intersections is provided in Table 2. Table 2: Study Intersection Descriptions Intersection Geometry Traffic Control Phasing/Stopped Approaches 1 Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) Four Legs Signalized Protected Lefts 2 Molalla Road (OR 211) & Safeway Access Three Legs Stop-Controlled NB Stop 3 Molalla Road (OR 211) & June Road/Woodburn Place West Four Legs 1 Stop-Controlled NB/SB Stop 4 Molalla Road (OR 211) & Primary Site Access Three Legs Stop-Controlled SB Stop 5 Molalla Road (OR 211) & Woodburn Place East Three Legs Stop-Controlled SB Stop 6 Molalla Road (OR 211) & Cooley Road Four Legs 2 Stop-Controlled NB/SB Stop Notes: 1. The north leg will be constructed by the Woodburn Place West Project. 2. The north leg is a private driveway. A vicinity map showing the project site, vicinity streets, and study intersection configurations is shown in Figure 2. Bicycle and Pedestrian Access Mollala Road (OR 211) currently has gaps in the sidewalk and bicycle network. Sidewalk gaps include a segment on the north side between June Way and OR 99E and a segment on the south side between June Way and the shopping center to the west. Bicycle system gaps include a segment on the north side of the highway between June Way and OR 99E and a segment on the south side between June Way and the shopping center to the west. According to the final decision for the Woodburn Place West apartments,1 the development will be constructing frontage improvements along the north side of Molalla Road (OR 211) that will include a minimum 6-foot bike lane, 8-foot planter strip, and 8-foot sidewalk. Additionally, the Condition T-BP1.a indicates the developer shall “fill the highway south sidewalk gap within the block face between June Way and OR 99E.” 1 Woodburn Planning Commission Final Decision, CU 22-01 & DR 22-08, September 8, 2022. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 8 of 32 With these improvements, the sidewalk on the north side of Molalla Road (OR 211) would be completed from the apartments to the intersection with OR 99E. The gap in the bicycle system would remain. Transit Woodburn Transit System (WTS) typically provides fixed route and express service along OR 214, OR 99E, downtown and through some of the nearby neighborhoods. The closest stops to the proposed development are located at Mt Hood Avenue (OR 214) & OR 99E, approximately 1,800 feet west of the site. The summarized description of the transit line is shown in Table 3. Table 3: Transit Line Description Transit Line (TriMet) Service Area Day of Week Service Times Typical Headways (Minutes) Nearest Stops Express Loop Downtown, Commercial Area Nearby OR 214 & 99E, and OR 214 & Evergreen Road M - F 8:00 AM - 06:00 PM 60 Mt Hood Avenue (OR 214)/ OR 99E Saturday 9:00 AM - 06:00 PM 60 Sunday 9:00 AM - 03:00 PM 60 Woodburn City Loop M - F 8:00 AM - 06:00 PM 60 Saturday 9:00 AM - 06:00 PM 60 Sunday 9:00 AM - 03:00 PM 60 ---PAGE BREAK--- Figure 2 2115 Molalla Road 3/15/2024 Lane Configurations & Traffic Control VICINITY MAP ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 10 of 32 Site Trips Trip Generation To estimate the number of trips that could be generated by the proposed development, trip rates from the Trip Generation Manual 2 were used. The site had previously been developed with one single-family home. That home has since been demolished with the development of the Woodburn Place Apartments to the east and west of the site. While the trips associated with this prior use will not be present in any traffic counts collected for the TIA, it is important to account for the trips when considering the SDC calculation. Therefore, data from the land use code 210, Single Family Detached Housing is used to estimate the site’s prior use trip generation based on the number of dwelling units (DU). The proposed development consists of a gas station with convenience store and car wash. The 11th edition of the Trip Generation Manual does not contain a code that includes all three uses together as a single land use; the last manual to contain a land use code (946) for this use is the 9th Edition. The approach to estimating trip generation initially considered using land use code 945, Convenience Store/Gas Station, based on the number of vehicle fueling positions (VFPs) for stores with 4,000 to 5,500 SF of gross floor area (GFA)3 and land use code 948, Automated Car Wash, based on the number of car wash tunnels. However, this approach has several shortcomings. First, data for the car wash is only available for the evening peak hour; therefore, the car wash trips would not be addressed during either the morning peak hour or for the day. Second, many car wash users at a facility like the one proposed also purchase gas and/or use the convenience store but the internal trip capture rates are not available and typical retail capture rates are likely to underestimate the internal rates. Therefore, an alternative approach is proposed for developing trip generation. Data from the 9th Edition of the `Trip Generation Manual for land use code 946, Gasoline/Service Station with Convenience Market and Car Wash, was compared with 945, Gasoline/Service Station w/Convenience Market, to understand how the addition of the car wash to the site facilities affected trip generation rates. The rates for both land uses are based on the number of VFPs. The results are summarized in Table 4. 2 Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021. 3 Vehicle fueling positions is recommended as the variable as the fuel pumps are prominently positioned closest to the roadway while the convenience store is located behind the pumps. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 11 of 32 Table 4: Trip Rate Comparison ITE Code Morning Peak Hour Evening Peak Hour Daily Trips 945 - Gasoline Station with Convenience 10.16 13.38 162.78 946 - Gasoline Station with Convenience & Car Wash 11.84 13.86 152.84 Estimated % Trip Increase 17% 4% Proposed % Trip Increase 17% 4% 11% Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 9th Edition, 2012. As shown in Table 4, comparing the trip rates with and without a car wash shows that trip generation rates with the car wash were 17 percent higher in the morning and 4 percent higher in the evening; however, the daily rate was 6 percent lower. To estimate the trip generation for the site, we propose applying the calculated percentage trip increases from Table 4 to the 11th Edition trip generation estimates for a gas station + convenience store for the morning and evening peak hours. An average of the peak hour percentage trip increase is proposed for application to the daily trip estimates. This approach allows us to estimate the effects of the car wash throughout the day instead of just during the evening peak hour while using the more detailed trip rates from the newest edition of the Trip Generation Manual. Total Site Trips The total site trips using this approach are summarized in Table 5. The results are 190 morning peak hour, 143 evening peak hour, and 1,712 daily trips. Internal Trips The proposed facility will be surrounded on three sides and have multiple shared accesses with the Woodburn Place Apartments, which include 489 housing units. Some trips between the apartments and the retail/service facilities are anticipated to occur. These internal trips will not utilize the public roadways and need to be deducted from the total site trips. To estimate the internal trip capture rate, the methodology outlined in the Report 6844 was applied. The results are an internal trip deduction of 2 trips (1 percent) during the morning peak hour and 25 trips (17 percent) during the evening peak hour. To estimate the daily internal trips, an average of the morning and evening capture rates was applied for a deduction of 154 daily trips (9 percent). As shown in Table 5, the external site trips are estimated at 188 morning peak hour, 118 evening peak hour and 1,558 daily trips. Pass-By Trips The proposed development is expected to attract pass-by trips to the site. Pass-by trips are trips that leave the adjacent roadway to patronize an establishment and then continue in their original direction of travel. 4 Transportation Research Board. Report 684: Enhancing Internal Trip Capture Estimation for Mixed-Use Developments, 2011. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 12 of 32 The newest ITE Trip Generation Manual includes updates to the pass-by rates. The average rates for sites with between 2 and 8 VFPs are 60 percent for the morning peak period and 56 percent for the evening peak period. The daily pass-by rate was assumed to be the average (58 percent) of the peak period rates. The resulting pass- by trips are estimated at 112 morning peak hour, 66 evening peak hour, and 904 weekday trips. Primary Trips As shown in Table 5, the primary trip generation is estimated at 76 morning peak hour, 52 evening peak hour, and 654 daily trips that will be added to the network. Table 5: Trip Generation ITE Code Intensity Morning Peak Hour Evening Peak Hour Daily Trips In Out Total In Out Total Prior Land Use 210 - Single-Family Detached Housing 1 DU 0 1 1 1 0 1 10 Proposed Land Use 945 - Convenience Store/Gas Station 6 VFPs 81 81 162 69 68 137 1,542 Additional Traffic for Car Wash 17% 4% 11% 14 14 28 3 3 6 170 Total Site Trips 95 95 190 72 71 143 1,712 Internal Trips between Site & Adjacent Apartments 1% 17% 9% -1 -1 -2 -7 -18 -25 -154 External Site Trips 94 94 188 65 53 118 1,558 Pass-By 60% 56% 58% -56 -56 -112 -33 -33 -66 -904 Primary Trips 38 38 76 32 20 52 654 Trip Distribution A preliminary directional distribution of the site trips to and from the proposed development was estimated based on other approved developments, locations of likely destinations, and locations of major transportation facilities in the site vicinity. Primary Trips Because the proposed development is a “convenience” service, primary trips are anticipated to be short in length and to come primarily from nearby neighborhoods; thus, dissipating quickly from the arterial network. The following trip distribution was applied to primary trips: • 25 percent to/from the east on Molalla Road (OR 211) o 10 percent to/from south on Cooley Road o 15 percent to/from east on Woodburn-Estacada Highway (OR 211) ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 13 of 32 • 30 percent to/from the west on Mt Hood Avenue (OR 214) o 15 percent to/from local streets between OR 99E and 5th Street o 10 percent to/from 5th Street o 5 percent to/from west of 5th Street • 15 percent to/from the north on N Pacific Highway (OR 99E) • 30 percent to/from the south on N Pacific Highway (OR 99E) o 5 percent to/from the local streets between OR 214/211 and Hardcastle Avenue o 5 percent to/from east/west on Hardcastle Avenue o 15 percent to/from the east/west on Young Street o 5 percent to/from south on N Pacific Highway (OR 99E) This trip distribution pattern differs from those applied to the adjacent apartments because it is a commercial development rather than residential. It is the first gas station/convenience store that anyone traveling to/from the east on OR 211 will encounter, which is why the allocation to/from the east was higher, 25 percent versus 15 percent for the apartments. As a convenience service, the remainder of the traffic was assumed to serve primarily the eastern half of the Woodburn community. More of the community lies to the south of the highway than to the north, which is why more traffic is assumed to be traveling to/from the south than the to/from the north compared with the apartments, which split the north/south traffic. Pass-By Trips The following trip distribution for the pass-by trips was estimated from the directional split based on existing patterns: • During the morning peak hour, approximately 45 percent will be traveling eastbound on Molalla Road (OR 211) and 55 percent will be traveling westbound • During the morning peak hour, approximately 55 percent will be traveling eastbound on Molalla Road (OR 211) and 45 percent will be traveling westbound Trip Assignment The trip distribution and assignment for the total site trips generated during the morning and evening peak hours are shown in Figure 3. A breakdown of site trips by type of trip is included in Appendix B. ---PAGE BREAK--- Figure 3 2115 Molalla Road TRAFFIC VOLUME AM & PM Peak Hours Proposed Development Plan - Site Trips 3/15/2024 ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 15 of 32 Traffic Volumes Existing Conditions All traffic counts were collected on September 7, 2023, while school was in session at the study intersections. All traffic counts are included in Appendix B. Seasonal Adjustments Volumes on the state highways, OR 211, OR 214, and OR 99E were seasonally adjusted following the procedures in ODOT’s Analysis Procedures Manual (APM). As agreed with ODOT staff, the adjustment factor was developed using the automatic traffic recorder (ATR) method. Data from ATR #24-001 for the years 2016 through 2021 was used, excluding the year 2020, which shows a different seasonal pattern than other years due to the influence of the pandemic. The resulting factor of 1.034 was applied to the morning and evening peak hour volumes for all movements at the intersection of Molalla Road (OR 211) at N Pacific Highway (OR 99E) and the east-west through movements along Molalla Road (OR 211) at all the other study intersections. Traffic Volumes The year 2023 existing traffic volumes for the morning and evening peak hours are shown in Figure 4. A comparison of the 2023 existing traffic volumes with those presented in the TIA prepared for the Woodburn Place West Apartments shows that the more recent traffic volumes are lower. The counts for the apartment project were collected in the year 2019, prior to the pandemic. During the pandemic, traffic volumes on most roadways dropped significantly. After the pandemic, traffic volumes increased again with some roadways returning to pre-pandemic volumes but some roadways continue to show lower volume trends. Table 6 compares ODOT’s average annual daily traffic volume estimates (AADT) on the study area highways for the year 2019, prior to the pandemic, and 2022, the most recent year of data available since the pandemic. Table 6: Comparison of 2019 and 2022 Highway Volumes Highway Location Average Annual Daily Traffic (AADT)* 3-Year Growth 2019 2022 OR 214 West of OR 99E 14,098 14,998 6.4% OR 211 East of OR 99E 8,006 6,570 -17.9% OR 99E North of OR 214 & OR 211 17,456 17,760 1.7% OR 99E & OR 214 South of OR 211 20,145 19,490 -3.3% Total 59,705 58,818 -1.5% * The AADT volumes are based on counts collected in May 2022 and April 2019. Source: Oregon Traffic Monitoring System, The table shows that the AADT was still lower in 2022 than 2019 on OR 211 (Molalla Road) and OR 99E (N Pacific Highway) south of the intersection with OR 211, The AADT on OR 214 (Mt. Hood Avenue) and OR 99E (N Pacific Highway) have returned to a net positive growth. Overall, volumes through the intersection of these highways were still lower in 2022 than in 2019. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 16 of 32 Background Conditions The background condition reflects a future volume forecast without the proposed development. Two components were included in the background traffic estimates: 1) general growth and 2) growth associated with planned developments. The background year is assumed to be 2025, which corresponds with the buildout of the proposed development. As agreed upon during the scoping process, separate growth rates were applied to the highway and local streets in the study area. For the highways, a background growth rate of 1.17 percent per year was developed based on future growth trends from the state highways summarized in Table 7. Table 7: Highway Growth Trends Hwy MP Description 2019 2041 Annual Growth 081 (OR 99E) 31.65 North of Woodburn-Estacada Highway (OR211) and Hillsboro-Silverton Highway (OR214) [0.05 mile] 17,500 21,500 1.04% 081 (OR 99E) 31.80 South of Woodburn-Estacada Highway (OR211) [0.10 mile] 20,100 27,800 1.74% 140 (OR 214) 39.24 West of Pacific Highway East (OR99E) [0.05 mile] 14,100 14,000 0.00% 161 (OR 211) 0.15 East of Pacific Highway East (OR99E) and Hillsboro- Silverton Highway (OR214) [0.15 mile] 8,000 11,400 1.93% Average Growth 1.17% Source: 2041 Future Volume Table For the local streets and driveways, a background growth rate for 0.5 percent per year was applied per the Woodburn Development Ordinance (WDO) Section 3.04.05F. In addition to the general growth, traffic from the following developments was added to the network volumes: • Woodburn Place West • Pacific Valley Apartments • Cleveland Crossing Apartments Figure 5 presents the year 2025 background volumes for the morning and evening peak hours. Buildout Conditions Peak hour trips calculated to be generated by the proposed development, as described earlier within the Site Trips section, were added to the background volumes to estimate the buildout volumes. Figure 6 presents the year 2025 buildout volumes for the morning and evening peak hours. ---PAGE BREAK--- TRAFFIC VOLUMES Figure 4 2115 Molalla Road Year 2023 Existing Conditions AM & PM Peak Hours 3/15/2024 ---PAGE BREAK--- TRAFFIC VOLUMES AM & PM Peak Hours Figure 5 2115 Molalla Road Year 2025 Background Conditions 3/15/2024 ---PAGE BREAK--- TRAFFIC VOLUMES AM & PM Peak Hours Figure 6 2115 Molalla Road Year 2025 Buildout Conditions 3/15/2024 ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 20 of 32 Safety Analysis Crash History Review Using data obtained from ODOT’s Crash Data System, a review of approximately five years of the most recent available crash history (January 2017 through December 2021) was performed at the study intersections. The crash data was evaluated based on the number of crashes, the type of collisions, and the severity of the collisions. Crash severity is based on injuries sustained by people involved in the collision, and includes five categories: • PDO – Property Damage Only • Injury C – Possible Injury • Injury B – Suspected Minor Injury • Injury A – Suspected Serious Injury • Fatality Crash rates provide the ability to compare safety risks at different intersections by accounting for both the number of crashes that have occurred during the study period and the number of vehicles that typically travel through the intersection. Crash rates were calculated using the common assumption that traffic counted during the evening peak hour represents approximately 10 percent of the AADT at the intersection. Table 8 provides a summary of crash types while Table 9 summarizes crash severities and rates for the three study area intersections with a history of reported crashes. Detailed crash data is provided in Appendix C. Table 8: Collision Type Summary Intersection Crash Type Total Crashes Rear End Turn Angle Side- swipe Other Ped Bike 1 Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) 46 10 1 6 1 1 0 65 2 Molalla Road (OR 211) & Safeway Access 0 12 0 0 0 0 0 12 3 Molalla Road (OR 211) & June Road/Woodburn Place West 1 1 0 0 0 0 0 2 ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 21 of 32 Table 9: Crash Severity and Rate Summary Intersection Severity Total Crashes ADT Crash Rate 90th % Rate PDO C B A Fatal 1 Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) 21 35 7 2 0 65 31,560 1.129 0.860 2 Molalla Road (OR 211) & Safeway Access 5 6 1 0 0 12 14,060 0.468 0.293 3 Molalla Road (OR 211) & June Road/Woodburn Place West 0 2 0 0 0 2 10,460 0.105 0.293 Crash Severity Two of the crashes related to the study area intersections resulted in a suspected serious injury (Injury All were reported at the intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E): • A northbound vehicle stopping at the intersection was struck by another northbound vehicle. The passenger of the stopping vehicle sustained injuries classified as Injury A and no injuries were sustained by the drivers of either vehicle. The striking driver was reported as following too closely. The collision occurred under rain, wet, daytime conditions. • A southbound vehicle making a left turn was struck by a vehicle traveling southbound. The drivers of both vehicles sustained injuries classified as Injury A while a passenger of the turning vehicle sustained injuries classified as Injury B and two passengers of the turning vehicle sustained injury classified as Injury C. The striking driver was reported as disregarding traffic signal and driving left of center. The collision occurred under clear, dry, nighttime (11:00 pm) conditions. Pedestrian and Bicycle Collisions One of the reported crashes involved a pedestrian. At the intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E), a eastbound passenger vehicle on Mt. Hood Avenue struck a pedestrian walking in the north crosswalk. The pedestrian sustained injuries classified as Injury B; no injuries were sustained by the driver of the vehicle. The driver of the vehicle was reported as failing to yield the right of way although an obstructed view was also noted. The collision occurred under clear, dry, daytime conditions. ODOT 90th Percentile Crash Rates Intersection crash rates were compared to the published statewide 90th percentile crash rates within ODOT’s APM. According to Exhibit 4-1: Intersection Crash Rates per MEV by Land Type and Traffic Control in the APM, intersections which experience crash rates in excess of 90th percentile crash rates should be “flagged for further analysis”. Two of the study area intersections were calculated to have a crash rate that exceeds the 90th percentile crash rates for similar unsignalized intersections. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 22 of 32 Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) The OR 211/OR 214 & OR 99E had 65 reported crashes over the five-year analysis period. However, the crash analysis shows that most (nearly 71 percent) crashes were rear-end collisions and the severity was generally low. Forty-six (46) of the intersection-related crashes were reported as rear-end collisions. The cause or error was generally failure to avoid a stopped vehicle ahead or following too closely. Fifteen (15) of the crashes were reported in the eastbound direction movements, 13 crashes were reported in the southbound direction, 11 were reported in the northbound direction, and 7 were reported in the westbound direction. No specific pattern was identified for the rear-end collisions. Ten (10) of the intersection-related crashes were reported as turning collisions. The cause or error was failure to yield right of way. Two involved a vehicle making a westbound right-turn movement, 3 involved a vehicle making a southbound left-turn movement, 3 involved a vehicle making a northbound left-turn movement, and 2 involved a vehicle making an eastbound left-turn movement. Again, no specific pattern was identified for the turning collisions. The other reported crashes involved all other legs of the intersection with no discernable patterns. The Woodburn TSP identifies Project R14, which would “install a second left-turn lane on the southbound approach, install a second receiving lane on the east leg, and update signal timing in coordination with ODOT” as a medium priority project for capacity but does not identify specific safety improvements at the intersection. The TSP improvements are unlikely to change crash patterns at the intersection; therefore, Project R14 is not recommended as safety mitigation for the high crash rate. The TIAs prepared for the Woodburn Place East and West apartments identified the need for a separate westbound right-turn lane. This improvement is unlikely to change crash patterns at the intersection; therefore, it is not recommended as safety mitigation for the high crash rate. Molalla Road (OR 211) & Safeway Access The Molalla Road (OR 211) & Safeway Access had 12 reported crashes over the five-year analysis period related to the driveway. All were reported as turning collisions while rear-end collisions in the vicinity of the driveway were assumed to be related to congestion at the traffic signal. Of the turning collisions, 7 involved a northbound left turn from the Safeway driveway, 3 involved a westbound left turn from the Molalla Road, and 1 involved a northbound right turn from the Safeway Access. In general, the drivers at fault failed to yield the right of way to the through movements. The Woodburn TSP does not include any safety or capacity projects at this intersection. The only potential solution for the crash at this intersection would be access control restrictions to eliminate certain turning movements. This action would need to be initiated by ODOT and should not be the responsibility of development beyond the shopping center. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 23 of 32 ODOT SPIS Review The ODOT 2020 Safety Priority Index System (SPIS) list is based on reported crash data for the years 2017 through 2019. Two of the study area intersections were listed in the worst 15 percent5 of SPIS list: • Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) – 95th percentile • Molalla Road (OR 211) & Safeway Access – 85th percentile These findings coincide with other factors in the crash review, including high crash rates and locations with crashes that resulted in an injury classified as Injury A. Conclusions The signalized highway intersection (OR 214/OR 211 & OR 99E) has a calculated crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections and is listed in the worst 5 percent of the ODOT SPIS list. No consistent crash patterns were identified. Although capacity improvements at the signalized intersection are listed in the TSP and in the TIAs prepared for nearby developments, these projects are unlikely to change the crash rate; therefore, no safety mitigation is recommended. The Safeway shopping center driveway access on Molalla Road (OR 211) has a crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections. Access control to address crashes at the driveway to the Safeway shopping center but action would need to be initiated by ODOT and should not be the responsibility of development beyond the shopping center. At the other study intersections, no significant trends or crash patterns were identified, and no safety mitigation is recommended per the crash data analysis. Sight Distance Evaluation A sight distance analysis was conducted at the two site accesses proposed on existing roadways. To evaluate the sight distance available at these intersections, intersection sight distance was measured and recommended in accordance with the current AASHTO manual6. According to AASHTO, the driver’s eye is assumed to be 14.5 feet from the near edge of the nearest travel lane of the intersecting street and at a height of 3.5 feet above the minor-street approach pavement. The vehicle driver’s eye-height along the major-street approach is assumed to be 3.5 feet above the cross-street pavement. Based on the posted speed of 35 mph along Molalla Road (OR 211), the minimum recommended intersection sight distances for maintaining relatively uninterrupted traffic flow along the roadway is 390 feet for the left-turn and 335 feet for the right-turn. At both the primary site access and the access shared with Woodburn Place East, intersection sight distance was measured to exceed 1,000 feet to the east and west of the access. Based on the detailed analysis, adequate sight distance is available for the proposed site access intersections along Ridge Road. No sight distance mitigation is necessary or recommended. 5 Oregon Department of Transportation, Safety Priority Index System, 2020 - On-State, Top 15% Groups - By Score 6 American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 24 of 32 Warrant Analysis Left-Turn Lane Warrants A left-turn refuge is primarily a safety consideration for the major-street approach because it removes left- turning vehicles from the through traffic stream. Left-turn lanes are already present on Molalla Road (OR 211) at most of the study intersections; the only locations currently without a left-turn lane are westbound Molalla Road (OR 211) at the Safeway shopping center driveway and eastbound Molalla Road (OR 211) at the future access to Woodburn Place West apartments. The left-turn lane warrants were assessed for all unsignalized intersections and all scenarios using ODOT’s warrant analysis methodology. Left-turn lane warrants on Molalla Road (OR 211) are projected to be met both westbound at the Safeway shopping center driveway and eastbound at the Woodburn Place West apartments under both background and buildout scenarios. Because the warrants are met regardless of whether or not the proposed development is constructed, no mitigation at this intersection is recommended as part of the proposed development. At all other unsignalized intersections, where left-turn lane warrants are projected to be met, a left-turn lane is already provided on Molalla Road (OR 211). This includes the site access, where warrants are projected to be under buildout conditions during both the morning and evening peak hours. Preliminary Traffic Signal Warrants Preliminary traffic signal warrants were examined for all unsignalized study intersections. Methodologies were based on the Manual on Uniform Traffic Control Devices (MUTCD), published by the Federal Highway Administration in 2009. Warrant 1, Eight-Hour Vehicular Volumes, was evaluated based on the common assumption that traffic counted during the evening peak hour represents 10 percent of the average daily traffic (ADT) and that the 8th highest hour is 5.65 percent of the daily volume. None of the intersections are projected to meet signal warrants under any analysis scenario. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 25 of 32 Operational Analysis Intersection Capacity Analysis A capacity and delay analysis were conducted for each of the study intersections per the signalized and unsignalized intersection analysis methodologies in the Highway Capacity Manual (HCM)7. Intersections are generally evaluated based on the average control delay experienced by vehicles and are assigned a grade according to their operation. The level of service (LOS) of an intersection can range from LOS A, which indicates very little, or no delay experienced by vehicles, to LOS F, which indicates a high degree of congestion and delay. The volume-to-capacity (v/c) ratio is a measure that compares the traffic volumes (demand) against the available capacity of an intersection. The analysis was performed using (version 12) software. The overall signalized v/c ratios were calculated following the methodologies in Chapter 16 of the ODOT APM for the critical intersection v/c ratio. This methodology was performed for all signalized intersections. Mobility Standards The following agency mobility standards are applicable in the study area: • The City of Woodburn has the following mobility standards per the Woodburn Development Ordinance:8 o For a signalized and all-way stop-control intersections, the minimum LOS shall be either or if pre-development already operating at lower LOS, then at no lower LOS. o 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. o 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. • ODOT has the following mobility targets in the study area per the Oregon Highway Plan:9 o OR 99E is a regional highway inside an urban growth boundary but not a Metropolitan Planning Organization (MPO). Within the city limits, the posted speed is 35 mph, and the target v/c ratio is 0.90 or less. o OR 214 and OR 211 are district highways inside an urban growth boundary but not within an MPO. Within the city limits, where the posted speed is 35 mph, the target v/c ratio is 0.95 or less and where the posted speed is 45 mph, the target v/c ratio is 0.90 or less. 7 Transportation Research Board, Highway Capacity Manual 6th Edition, 2016. 8 City of Woodburn, Woodburn Development Ordinance, Amended by Ordinance 2603 effective June 30, 2022 (LA 21-02). 9 Oregon Department of Transportation, Oregon Highway Plan, Table 6: Volume to Capacity Ratio Targets for Peak Hour Operating Conditions, 1999 Including amendments November 1999 through May 2015. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 26 of 32 Delay & Capacity Analysis The LOS, delay, and v/c results of the capacity analysis are shown in Table 10 for the morning and evening peak hours. The detailed calculations are attached in Appendix D. Table 10: Capacity Analysis Summary Intersection & Condition Mobility Standard Morning Peak Hour Evening Peak Hour V/C LOS Delay V/C LOS Delay 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) 2020 Existing Condition 0.90 0.67 C 27 0.87 D 52 2025 Background Condition 0.73 C 30 0.92 E 61 2025 Buildout Condition 0.75 C 31 0.92 E 62 2. Molalla Road (OR 211) & Safeway Access 2020 Existing Condition 0.95 0.38 C 20 0.70 E 48 2025 Background Condition 0.45 C 24 0.84 F 74 2025 Buildout Condition 0.49 D 27 0.86 F 80 3. Molalla Road (OR 211) & June Road/Woodburn Place West 2020 Existing Condition 0.95 0.10 C 16 0.12 C 23 2025 Background Condition 0.13 C 19 0.18 D 32 2025 Buildout Condition 0.14 C 21 0.18 D 33 4. Molalla Road (OR 211) & Primary Site Access 2025 Buildout Condition 0.95 0.12 B 12 0.09 B 14 5. Molalla Road (OR 211) & Woodburn Place East 2020 Existing Condition 0.95 0.04 B 11 0.06 B 11 2025 Background Condition 0.05 B 11 0.06 B 12 2025 Buildout Condition 0.10 B 11 0.06 B 13 6. Molalla Road (OR 211) & Cooley Road 2020 Existing Condition 0.90 0.10 B 11 0.18 B 16 2025 Background Condition 0.11 B 11 0.20 C 16 2025 Buildout Condition 0.12 B 12 0.20 C 17 The signalized intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) is expected to operate with a v/c ratio over 0.90 during the evening peak hour under the 2025 background and buildout scenarios, which exceeds the ODOT mobility target. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in delay. The Woodburn TSP identifies Project R14, which would “install a second left-turn lane on the southbound approach, install a second receiving lane on the east leg, and update signal timing in coordination with ODOT” ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 27 of 32 as a medium priority project for capacity but does not identify specific safety improvements at the intersection. As an alternative improvement, the TIAs prepared for the Woodburn Place East and West apartments identified the need for a separate westbound right-turn lane. The improvements are assessed in the Potential Mitigation section of this report. All other study area intersections are expected to meet mobility standards for all analysis scenarios. Queuing Analysis An analysis of projected queuing was conducted for the study intersections. The 95th percentile queue were estimated based on the same simulations used for the delay calculations. The 95th percentile queue is a statistical measurement which indicates there is a 5 percent chance that the queue may exceed this length during the analysis period; however, given this is a probability, the 95th percentile queue length may theoretically never be met or observed in the field. The 95th percentile queue reported in the simulation are presented in Table 11 for the morning and evening peak hours. All queues more than 5 feet longer than a multiple of 25 were rounded up to the nearest 25 feet, equivalent to an average vehicle length. Those that were 5 feet or less than a multiple of 25 were rounded down since 5 feet is equivalent to the space between queued vehicles. Detailed queuing analysis reports are included in Appendix D. Table 11: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2025 Background Queue (ft) 2025 Buildout Queue (ft) Morning Evening Morning Evening 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) EB Left 560 150 425 175 425 WB Left 315 175 350 225 325 NB Left 350 200 225 200 250 NB Right 200 50 75 75 100 SB Left 380 125 200 150 225 2. Molalla Road (OR 211) & Safeway Access EB Right 130 25 25 25 25 WB Left-Through 740 75 275 150 225 NB Left 150 100 275 175 300 NB Right 150 50 200 75 175 ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 28 of 32 Table 11: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2025 Background Queue (ft) 2025 Buildout Queue (ft) Morning Evening Morning Evening 3. Molalla Road (OR 211) & June Road/Woodburn Place West EB Left-Through-Right 740 25 75 50 100 WB Left 100 25 25 25 25 NB Left-Through-Right 125 50 50 50 50 SB Left-Through-Right 100 75 50 50 50 4. Molalla Road (OR 211) & Primary Site Access EB Left 100 - - 50 50 SB Left-Right 100 - - 50 50 5. Molalla Road (OR 211) & Woodburn Place East EB Left 100 25 50 50 50 SB Left-Right 100 50 50 50 50 6. Molalla Road (OR 211) & Cooley Road EB Left 325 25 25 25 25 WB Left 100 25 50 25 50 NB Left-Right >200 75 75 75 75 SB Left-Right 770 75 50 75 50 In general, changes in 95th percentile queuing between the year 2025 background and buildout conditions are anticipated to be small. Queues for the westbound left-turn movement on Molalla Road (OR 211) at the traffic signal are anticipated to spill out of the turn lane into the adjacent through lane and past the entrance to the Safeway shopping center during the evening in both the background and buildout scenarios. As a result, queues on the northbound Safeway access are expected to extend into the parking lot during the evening in both future scenarios. Improvements at the signalized intersection are assessed in the Potential Mitigation section of this report. No mitigation for the Safeway shopping center access is recommended because drivers have alternate options for exiting the shopping center. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 29 of 32 Potential Mitigation The signalized intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) is expected to operate with a v/c ratio over 0.90 during the evening peak hour under the 2025 background and buildout scenarios, which exceeds the ODOT mobility target. The proposed development will change the overall intersection v/c ratio and delay. The Woodburn TSP identifies Project R14, which would “install a second left-turn lane on the southbound approach, install a second receiving lane on the east leg, and update signal timing in coordination with ODOT” as a medium priority project for capacity but does not identify specific safety improvements at the intersection. As an alternative improvement, the TIAs prepared for the Woodburn Place East and West apartments identified the need for a separate westbound right-turn lane. The operational and queuing results of these two potential improvements are summarized in Table 12 and Table 13. Table 12: OR 211/OR 214 & OR 99E - Operations with Potential Mitigation Intersection & Condition Mobility Standard Morning Peak Hour Evening Peak Hour V/C LOS Delay V/C LOS Delay Current Configuration 2025 Background Condition 0.90 0.73 C 30 0.92 E 61 2025 Buildout Condition 0.75 C 31 0.92 E 62 TSP Improvement – Dual Southbound Left-Turn Lanes 2025 Background Condition 0.90 0.71 C 29 0.92 E 59 2025 Buildout Condition 0.72 C 30 0.92 E 59 Woodburn Place West TIA Improvement – Westbound Right-Turn Lane 2025 Background Condition 0.90 0.65 C 26 0.92 E 59 2025 Buildout Condition 0.66 C 26 0.92 E 62 As shown in Table 12, both mitigation options result in no improvement in v/c ratio during evening peak because neither the southbound left turn nor the westbound right turn is a critical movement under either future scenario. However, the addition of a westbound right-turn lane would improve intersection operations to a greater extent in the morning peak hour compared with the dual southbound left-turn lanes. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 30 of 32 Table 13: OR 211/OR 214 & OR 99E - Queuing with Potential Mitigation Intersection/Movement Available Storage (ft) 2025 Background Queue (ft) 2025 Buildout Queue (ft) Morning Evening Morning Evening Current Configuration EB Left 560 150 425 175 425 WB Left 315 175 350 225 325 NB Left 350 200 225 200 250 NB Right 200 50 75 75 100 SB Left 380 125 200 150 225 TSP Improvement – Dual Southbound Left-Turn Lanes EB Left 560 150 400 150 450 WB Left 315 175 300 200 325 NB Left 350 200 225 200 225 NB Right 200 50 50 50 50 SB Left 380 100 150 125 175 Woodburn Place West TIA Improvement – Westbound Right-Turn Lane EB Left 560 150 300 150 475 WB Left 315 200 325 200 325 WB Right TBD 75 50 75 75 NB Left 350 200 225 200 250 NB Right 200 75 100 75 100 SB Left 380 150 250 175 225 As shown in Table 13, both mitigation options result in similar small changes in queues compared with the current configuration. The westbound left-turn queue at the signal will still extend past the entrance to the Safeway shopping center during the evening with either mitigation option. Conclusion Given the analysis findings, the westbound right-turn lane appears to be equally or more effective than the dual southbound left-turn lanes and it is likely to have a lower cost and fewer impacts than the TSP improvement. Therefore, the westbound right-turn lane is recommended as the preferred intersection improvement. The proposed development is estimated to contribute 1.2 percent of the total evening peak hour traffic traveling through the intersection and 2.3 percent of the traffic in the existing westbound through-right lane under year 2025 buildout conditions. This traffic estimate should be considered in the proportionate share contribution for the project. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 31 of 32 Conclusions Key findings of this study include: • A review of the most recent five years of available crash data yielded the following conclusions: o The signalized highway intersection (OR 214/OR 211 & OR 99E) has a calculated crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections and is listed in the worst 5 percent of the ODOT SPIS list. Although capacity improvements at the signalized intersection are listed in the TSP and in the TIAs prepared for nearby developments, these projects are unlikely to change the crash rate and would not be effective as safety mitigation. Since no consistent crash patterns were identified at the intersection, no safety mitigation is recommended. o The Safeway shopping center driveway access on Molalla Road (OR 211) has a crash rate that exceeds the 90th percentile rates identified by ODOT for similar types of intersections. Access control to address crashes at the driveway to the Safeway shopping center would need to be initiated by ODOT and should not be the responsibility of development beyond the shopping center. o At the other study intersections, no significant trends or crash patterns were identified, and no safety mitigation is recommended per the crash data analysis. • Based on the sight distance analysis, adequate sight distance is available for the planned site access intersections along Molalla Road (OR 211). No sight distance mitigation is necessary or recommended. • Left-turn lanes are already present on Molalla Road (OR 211) at most of the study intersections; the only locations currently without a left-turn lane are westbound Molalla Road (OR 211) at the Safeway shopping center driveway and eastbound Molalla Road (OR 211) at the future access to Woodburn Place West apartments. Left-turn lane warrants are projected to be met at each location under both background and buildout scenarios. Because the warrants are met regardless of whether or not the proposed development is constructed, no mitigation at this intersection is recommended as part of the proposed development. • At all other unsignalized intersections, where left-turn warrants are projected to be met, a left-turn lane is already provided on Molalla Road (OR 211). This includes the site access, where warrants are projected to be under buildout conditions during both the morning and evening peak hours. • Preliminary traffic signal warrants were examined for all unsignalized study intersections. None of the intersections are projected to meet signal warrants under any analysis scenario. • All study area intersections are expected to meet mobility standards for all analysis scenarios except for the signalized intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E). This intersection is expected to operate with a v/c ratio over 0.90 during the evening peak hour under both year 2025 background and year 2025 buildout scenarios, which exceeds the ODOT mobility target. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in delay. Recommended mitigation is detailed below. • In general, changes in 95th percentile queuing between the year 2025 background and year 2025 buildout scenarios are anticipated to be small. Queues for the westbound left-turn movement on Molalla Road ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Page 32 of 32 (OR 211) at the traffic signal with N Pacific Highway (OR 99E) are anticipated to spill out of the turn lane into the adjacent through lane and past the entrance to the Safeway shopping center during the evening in both the year 2025 background and year 2025 buildout scenarios. As a result, queues on the northbound Safeway access are expected to extend into the parking lot during the evening in both future scenarios. Improvements at the signalized intersection are recommended below. No mitigation for the shopping center access is recommended because drivers have alternate options for exiting the shopping center. • Two potential mitigation options were evaluated to address the expected deficiencies at the intersection of Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) with the following findings and recommendations: o The options considered include: 1) the Woodburn TSP Project R14, which would add a second southbound left-turn lane on OR 99E and a corresponding eastbound receiving lane on OR 211, and 2) a separate westbound right-turn lane as conditioned for the Woodburn Place West apartments. o Both mitigation options result in a small improvement in operations during evening peak because neither the southbound left turn nor the westbound right turn is a critical movement under either future scenario. However, the addition of a westbound right-turn lane would improve intersection operations to a greater extent in the morning peak hour compared with the dual southbound left- turn lanes. The options result in similar changes in queues compared with the current configuration. o Given these findings, the westbound right-turn lane appears to be equally or more effective than the dual southbound left-turn lanes and it is likely to have a lower cost and fewer impacts than the TSP improvement. Therefore, the westbound right-turn lane is recommended as the preferred intersection improvement. The proposed development is estimated to contribute 1.2 percent of the total evening peak hour traffic traveling through the intersection and 2.3 percent of the traffic in the existing westbound through-right lane under year 2025 buildout conditions. This traffic estimate should be considered in the proportionate share contribution for the project. ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Appendix A – Site Information Site Plan Trip Generation Calculations ---PAGE BREAK--- ---PAGE BREAK--- Land Use: Land Use Code: Land Use Subcategory: Setting/Location Variable: Trip Type: Formula Type: Variable Quantity: 2 Trip Rate: 0.7 Trip Rate: 0.94 Enter Exit Total Enter Exit Total Directional Split 25% 75% Directional Split 63% 37% Trip Ends 0 1 1 Trip Ends 1 0 1 Trip Rate: 9.43 Trip Rate: 9.48 Enter Exit Total Enter Exit Total Directional Split 50% 50% Directional Split 50% 50% Trip Ends 5 5 10 Trip Ends 5 5 10 WEEKDAY SATURDAY Dwelling Units Vehicle Rate 1 WARNING: Variable Quantity is less than Minimum Survey Size for Peak Hours AM PEAK HOUR PM PEAK HOUR General Urban/Suburban TRIP GENERATION CALCULATIONS Source: Trip Generation Manual, 11th Edition Single-Family Detached Housing 210 All Sites ---PAGE BREAK--- Land Use: Land Use Code: Land Use Subcategory: Setting/Location Variable: Trip Type: Formula Type: Variable Quantity: Trip Rate: 27.04 Trip Rate: 22.76 Enter Exit Total Enter Exit Total Directional Split 50% 50% Directional Split 50% 50% Trip Ends 81 81 162 Trip Ends 69 68 137 Trip Rate: 257.13 Enter Exit Total Directional Split 50% 50% Trip Ends 771 771 1,542 WEEKDAY Vehicle Fueling Positions Vehicle Rate 6 AM PEAK HOUR PM PEAK HOUR General Urban/Suburban TRIP GENERATION CALCULATIONS Source: Trip Generation Manual, 11th Edition Convenience Store/Gas Station 945 GFA (4-5.5k) ---PAGE BREAK--- Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 190 95 95 Restaurant 0 Cinema/Entertainment 0 Residential 188 51 137 Hotel 0 All Other Land Uses2 0 Total 378 146 232 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office Retail 1.00 0% 0% 1.00 0% 0% Restaurant Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 1 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 378 146 232 Office N/A N/A Internal Capture Percentage 1% 1% 1% Retail 1% 1% Restaurant N/A N/A External Vehicle-Trips3 374 144 230 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 2% 1% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A Woodburn, Oregon AM Street Peak Hour Lancaster Mobley JED Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips *Indicates computation that has been rounded to the nearest whole number. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Origin (From) Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-Trips Land Use 2115 Molalla Road ---PAGE BREAK--- Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 95 95 1.00 95 95 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 51 51 1.00 137 137 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 28 12 13 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 1 27 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 30 0 0 0 Retail 0 0 1 0 Restaurant 0 8 3 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 16 0 0 Hotel 0 4 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 1 94 95 94 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 1 50 51 50 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 1 94 95 94 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 1 136 137 136 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Land Use Table 7-A Entering Trips 2Person-Trips Person-Trip Estimates 2115 Molalla Road AM Street Peak Hour Table 9-A Internal and External Trips Summary (Entering Trips) Table 8-A Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To) Cinema/Entertainment Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A Exiting Trips 0 0 0 Table 8-A Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 0 *Indicates computation that has been rounded to the nearest whole number. 0 0 0 0 0 Destination (To) Cinema/Entertainment 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Destination Land Use Table 9-A Internal and External Trips Summary (Exiting Trips) ---PAGE BREAK--- Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 0 0 Retail 143 72 71 Restaurant 0 0 0 Cinema/Entertainment 0 0 0 Residential 207 130 77 Hotel 0 0 0 All Other Land Uses2 0 0 0 Total 350 202 148 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office Retail 1.00 0% 0% 1.00 0% 0% Restaurant Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail 300 Restaurant Cinema/Entertainment Residential 300 Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 18 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 7 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 350 202 148 Office N/A N/A Internal Capture Percentage 14% 12% 17% Retail 10% 25% Restaurant N/A N/A External Vehicle-Trips3 300 177 123 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 14% 9% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 0 0 0 Origin (From) Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) BK+Site PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only ) Estimated Vehicle-Trips 8-51 Internal Trip Capture Estimation Tool 2115 Molalla Road Lancaster Mobley Woodburn, Oregon JED ---PAGE BREAK--- Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 72 72 1.00 71 71 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 130 130 1.00 77 77 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 1 21 18 4 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 31 16 2 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 6 0 5 0 Retail 0 0 60 0 Restaurant 0 36 21 0 Cinema/Entertainment 0 3 0 5 0 Residential 0 7 0 0 Hotel 0 1 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 7 65 72 65 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 18 112 130 112 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 18 53 71 53 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 7 70 77 70 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 0 0 0 0 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Table 9-P Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 2Person-Trips 0 0 Table 9-P Internal and External Trips Summary (Entering Trips) Destination Land Use *Indicates computation that has been rounded to the nearest whole number. 2115 Molalla Road PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P Entering Trips Table 7-P Exiting Trips Table 8-P Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 3 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Appendix B – Volumes Traffic Counts In-Process Trips Volume Diagrams ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 PACIFIC HWY (OR 99E) & MOLALLA RD (OR 211) AM Thursday, September 7, 2023 Date: PACIFIC HWY (OR 99E) PACIFIC HWY (OR 99E) MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:10 AM - 08:10 AM Peak 15-Minutes: 07:55 AM - 08:10 AM 466 645 482 375 706 508 388 514 0.95 N S E W 0.73 0.90 0.91 0.88 (1,208) (913) (912) (726) (988) (843) (1,285) (1,031) 87 0 82 93 249 140 71 199 118 0 0 297 178 434 94 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) PACIFIC HWY (OR 99E) PACIFIC HWY (OR 99E) 4 0 3 0 N S E W 0 0 2 1 4 0 0 0 16 0 15 7 25 10 12 26 7 66 43 42 56 64 57 45 61 N S E W 0 0 35 20 29 15 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 7:00 AM 2,006 0 10 23 0 7 21 0 3 42 0 3 21 171 8 11 9 13 7:05 AM 2,010 0 13 31 0 10 10 0 6 36 0 4 14 144 6 5 3 6 7:10 AM 2,042 0 8 14 0 5 18 0 20 41 0 7 20 156 3 6 10 4 7:15 AM 2,040 0 9 13 0 13 33 0 7 41 0 8 21 168 3 3 13 4 7:20 AM 2,040 0 6 17 0 9 24 0 18 36 0 9 33 188 7 11 9 9 7:25 AM 2,020 0 16 16 0 10 20 0 9 30 0 4 21 161 2 8 8 17 7:30 AM 2,022 0 11 24 0 13 26 0 13 28 0 6 15 156 4 7 6 3 7:35 AM 2,030 0 15 22 0 10 12 0 10 44 0 8 34 186 4 14 6 7 7:40 AM 1,996 0 8 10 0 18 28 0 9 34 0 3 22 158 7 9 5 5 7:45 AM 1,983 0 7 18 0 6 19 0 21 32 0 6 17 160 12 8 6 8 7:50 AM 1,993 0 6 14 0 10 16 0 18 35 0 7 32 171 5 9 10 9 7:55 AM 1,982 0 11 21 0 9 19 0 17 41 0 9 31 187 10 9 4 6 8:00 AM 1,947 0 9 14 0 19 20 0 13 39 0 9 27 175 7 3 11 4 8:05 AM 0 12 16 0 18 14 0 23 33 0 6 24 176 7 6 6 11 8:10 AM 0 11 23 0 13 19 0 11 31 0 3 16 154 9 6 8 4 8:15 AM 0 9 16 0 14 24 0 11 39 0 3 20 168 9 9 6 8 8:20 AM 0 17 10 0 9 25 0 12 35 0 4 31 168 8 3 8 6 8:25 AM 0 7 26 0 12 14 0 12 29 0 14 27 163 9 8 2 3 8:30 AM 0 7 25 0 10 27 0 17 25 0 3 20 164 15 6 5 4 8:35 AM 0 11 16 0 10 13 0 11 29 0 3 27 152 11 7 5 9 8:40 AM 0 9 15 0 9 24 0 16 27 0 5 11 145 10 6 7 6 8:45 AM 0 8 13 0 9 19 0 12 30 0 7 36 170 15 4 3 14 8:50 AM 0 8 14 0 12 20 0 15 32 0 9 25 160 7 3 5 10 8:55 AM 0 9 9 0 11 17 0 16 18 0 8 34 152 8 3 3 16 Count Total 0 237 420 0 266 482 0 320 807 0 148 579 3,953 186 164 158 186 Peak Hour 0 118 199 0 140 249 0 178 434 0 82 297 2,042 71 93 94 87 HV% PHF 0.88 0.90 0.91 0.73 11.6% 8.7% 9.1% 14.2% 10.6% 0.95 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 7:00 AM 1 2 3 6 12 7:05 AM 4 2 1 3 10 7:10 AM 4 5 2 7 18 7:15 AM 2 6 4 4 16 7:20 AM 5 6 4 6 21 7:25 AM 2 2 3 2 9 7:30 AM 8 7 3 3 21 7:35 AM 1 4 2 12 19 7:40 AM 6 3 5 1 15 7:45 AM 5 8 2 6 21 7:50 AM 3 7 3 9 22 7:55 AM 4 4 8 4 20 8:00 AM 2 4 5 5 16 8:05 AM 3 8 1 7 19 8:10 AM 6 8 6 3 23 8:15 AM 6 12 6 6 30 8:20 AM 6 9 3 9 27 8:25 AM 6 5 7 6 24 8:30 AM 5 6 7 6 24 8:35 AM 5 5 1 4 15 8:40 AM 4 8 5 1 18 8:45 AM 3 5 3 5 16 8:50 AM 5 11 6 4 26 8:55 AM 1 4 3 4 12 Count Total 97 141 93 123 454 Peak Hour 45 64 42 66 217 Bicycles on Roadway Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 1 1 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 1 0 0 0 1 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 1 0 0 1 2 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 1 0 0 1 7:40 AM 0 0 0 1 1 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 1 1 8:00 AM 0 0 0 2 2 8:05 AM 0 2 0 0 2 8:10 AM 0 2 0 0 2 8:15 AM 0 0 0 0 0 8:20 AM 0 2 0 0 2 8:25 AM 0 1 0 0 1 8:30 AM 0 1 0 0 1 8:35 AM 0 0 0 0 0 8:40 AM 1 0 0 0 1 8:45 AM 0 1 0 0 1 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 1 10 0 4 15 Peak Hour 0 3 0 4 7 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 2 SAFEWAY SHOPPING CENTER ACCESS & MOLALLA RD (OR 211) AM Thursday, September 7, 2023 Date: SAFEWAY SHOPPING CENTER ACCESS SAFEWAY SHOPPING CENTER ACCESS MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:15 AM - 08:15 AM Peak 15-Minutes: 07:15 AM - 07:30 AM 0 0 371 275 166 150 380 492 0.92 N S E W 0.00 0.88 0.87 0.95 (686) (525) (920) (722) (362) (325) 0 0 0 0 354 17 133 247 0 0 0 0 138 0 28 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) SAFEWAY SHOPPING CEN TER ACCESS SAFEWAY SHOPPING CEN TER ACCESS 0 4 0 0 N S E W 2 2 0 0 0 0 0 0 0 0 0 0 43 0 5 53 0 0 0 43 55 3 5 58 44 N S E W 0 0 0 1 0 2 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 7:00 AM 906 0 0 23 0 2 28 1 10 0 0 0 0 78 12 0 2 0 7:05 AM 912 0 0 25 0 3 15 0 10 0 0 0 0 65 11 0 1 0 7:10 AM 908 0 0 19 0 2 26 0 5 0 0 0 0 67 11 0 4 0 7:15 AM 917 0 0 27 0 1 38 0 12 0 0 0 0 91 8 0 5 0 7:20 AM 908 0 0 16 0 1 27 0 15 0 0 0 0 80 18 0 3 0 7:25 AM 894 0 0 18 0 2 30 0 12 0 0 0 0 78 11 0 5 0 7:30 AM 898 0 0 23 0 1 32 0 14 0 0 0 0 82 11 0 1 0 7:35 AM 907 0 0 24 0 0 23 0 8 0 0 0 0 67 11 0 1 0 7:40 AM 905 0 0 13 0 4 46 0 9 0 0 0 0 80 6 0 2 0 7:45 AM 890 0 0 22 0 2 30 0 7 0 0 0 0 71 9 0 1 0 7:50 AM 879 0 0 25 0 1 25 0 10 0 0 0 0 68 7 0 0 0 7:55 AM 886 0 0 16 0 1 33 0 7 0 0 0 0 79 17 0 5 0 8:00 AM 864 0 0 27 0 0 28 0 18 0 0 0 0 84 9 0 2 0 8:05 AM 0 0 16 0 3 22 0 8 0 0 0 0 61 11 0 1 0 8:10 AM 0 0 20 0 1 20 0 18 0 0 0 0 76 15 0 2 0 8:15 AM 0 0 17 0 4 28 0 20 0 0 0 0 82 8 0 5 0 8:20 AM 0 0 11 0 3 24 0 14 0 0 0 0 66 12 0 2 0 8:25 AM 0 0 21 0 4 24 0 9 0 0 0 0 82 21 0 3 0 8:30 AM 0 0 24 0 5 31 0 17 0 0 0 0 91 9 0 5 0 8:35 AM 0 0 13 0 6 21 0 12 0 0 0 0 65 10 0 3 0 8:40 AM 0 0 18 0 2 17 0 15 0 0 0 0 65 7 0 6 0 8:45 AM 0 0 13 0 5 19 0 13 0 0 0 0 60 9 0 1 0 8:50 AM 0 0 15 0 2 24 0 15 0 0 0 0 75 15 0 4 0 8:55 AM 0 0 10 0 3 17 0 14 0 0 0 0 57 8 0 5 0 Count Total 0 0 456 0 58 628 1 292 0 0 0 0 1,770 266 0 69 0 Peak Hour 0 0 247 0 17 354 0 138 0 0 0 0 917 133 0 28 0 HV% PHF 0.95 0.88 0.87 0.00 15.3% 11.6% 1.8% 0.0% 11.3% 0.92 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 7:00 AM 1 0 3 0 4 7:05 AM 4 0 1 0 5 7:10 AM 4 0 4 0 8 7:15 AM 3 0 2 0 5 7:20 AM 4 0 5 0 9 7:25 AM 1 1 3 0 5 7:30 AM 9 0 3 0 12 7:35 AM 6 0 1 0 7 7:40 AM 4 0 5 0 9 7:45 AM 8 0 2 0 10 7:50 AM 4 0 6 0 10 7:55 AM 3 1 5 0 9 8:00 AM 5 1 4 0 10 8:05 AM 5 0 1 0 6 8:10 AM 6 0 6 0 12 8:15 AM 4 1 5 0 10 8:20 AM 2 0 3 0 5 8:25 AM 3 0 8 0 11 8:30 AM 5 0 6 0 11 8:35 AM 2 1 3 0 6 8:40 AM 4 0 3 0 7 8:45 AM 5 1 6 0 12 8:50 AM 3 0 3 0 6 8:55 AM 2 0 3 0 5 Count Total 97 6 91 0 194 Peak Hour 58 3 43 0 104 Bicycles on Roadway Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 2 0 2 8:00 AM 0 0 0 2 2 8:05 AM 0 0 2 0 2 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 1 0 1 8:25 AM 0 0 0 0 0 8:30 AM 0 0 2 0 2 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 1 0 1 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 8 2 10 Peak Hour 0 0 4 2 6 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 3 JUNE WAY & MOLALLA RD (OR 211) AM Thursday, September 7, 2023 Date: JUNE WAY JUNE WAY MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:05 AM - 08:05 AM Peak 15-Minutes: 07:10 AM - 07:25 AM 0 0 342 269 33 19 283 370 0.93 N S E W 0.00 0.92 0.66 0.85 (624) (503) (677) (528) (63) (35) 0 0 0 0 338 4 15 268 0 0 0 0 32 0 1 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) JUNE WAY JUNE WAY 0 0 1 0 N S E W 0 0 1 0 0 0 0 0 0 0 0 0 41 3 0 51 0 0 0 44 51 0 3 51 41 N S E W 0 0 0 0 0 0 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 7:00 AM 656 0 0 26 0 0 23 0 3 0 0 0 0 54 1 0 1 0 7:05 AM 658 0 0 22 0 1 19 0 1 0 0 0 0 44 1 0 0 0 7:10 AM 658 0 0 28 0 1 39 0 2 0 0 0 0 70 0 0 0 0 7:15 AM 627 0 0 30 0 0 21 0 3 0 0 0 0 58 3 0 1 0 7:20 AM 625 0 0 18 0 0 28 0 2 0 0 0 0 48 0 0 0 0 7:25 AM 623 0 0 21 0 1 30 0 3 0 0 0 0 56 1 0 0 0 7:30 AM 618 0 0 23 0 0 28 0 2 0 0 0 0 54 1 0 0 0 7:35 AM 629 0 0 25 0 1 26 0 3 0 0 0 0 56 1 0 0 0 7:40 AM 615 0 0 16 0 0 37 0 7 0 0 0 0 60 0 0 0 0 7:45 AM 595 0 0 18 0 0 29 0 4 0 0 0 0 54 3 0 0 0 7:50 AM 579 0 0 24 0 0 23 0 3 0 0 0 0 53 3 0 0 0 7:55 AM 571 0 0 19 0 0 30 0 0 0 0 0 0 49 0 0 0 0 8:00 AM 559 0 0 24 0 0 28 0 2 0 0 0 0 56 2 0 0 0 8:05 AM 0 0 20 0 0 19 0 4 0 0 0 0 44 1 0 0 0 8:10 AM 0 0 16 0 0 20 0 0 0 0 0 0 39 2 0 1 0 8:15 AM 0 0 24 0 0 27 0 4 0 0 0 0 56 1 0 0 0 8:20 AM 0 0 13 0 0 29 0 3 0 0 0 0 46 0 0 1 0 8:25 AM 0 0 23 0 0 24 0 2 0 0 0 0 51 1 0 1 0 8:30 AM 0 0 27 0 0 34 0 1 0 0 0 0 65 3 0 0 0 8:35 AM 0 0 16 0 0 24 0 2 0 0 0 0 42 0 0 0 0 8:40 AM 0 0 21 0 1 17 0 0 0 0 0 0 40 1 0 0 0 8:45 AM 0 0 14 0 0 23 0 0 0 0 0 0 38 1 0 0 0 8:50 AM 0 0 15 0 0 24 0 3 0 0 0 0 45 3 0 0 0 8:55 AM 0 0 15 0 0 17 0 4 0 0 0 0 37 1 0 0 0 Count Total 0 0 498 0 5 619 0 58 0 0 0 0 1,215 30 0 5 0 Peak Hour 0 0 268 0 4 338 0 32 0 0 0 0 658 15 0 1 0 HV% PHF 0.85 0.92 0.66 0.00 18.0% 12.9% 0.0% 0.0% 14.4% 0.93 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 7:00 AM 3 1 3 0 7 7:05 AM 4 0 2 0 6 7:10 AM 5 0 7 0 12 7:15 AM 3 0 0 0 3 7:20 AM 4 0 6 0 10 7:25 AM 2 0 2 0 4 7:30 AM 6 0 3 0 9 7:35 AM 4 0 6 0 10 7:40 AM 4 0 1 0 5 7:45 AM 6 0 4 0 10 7:50 AM 4 0 4 0 8 7:55 AM 4 0 5 0 9 8:00 AM 5 0 4 0 9 8:05 AM 5 0 1 0 6 8:10 AM 5 1 5 0 11 8:15 AM 4 0 5 0 9 8:20 AM 2 1 3 0 6 8:25 AM 3 0 8 0 11 8:30 AM 3 0 5 0 8 8:35 AM 3 0 3 0 6 8:40 AM 2 0 4 0 6 8:45 AM 6 0 5 0 11 8:50 AM 3 0 3 0 6 8:55 AM 2 0 3 0 5 Count Total 92 3 92 0 187 Peak Hour 51 0 44 0 95 Bicycles on Roadway Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 1 0 0 1 7:55 AM 0 0 0 2 2 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 1 1 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 1 0 3 4 Peak Hour 0 1 0 2 3 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 WOODBURN PLACE APTS & MOLALLA RD (OR 211) AM Thursday, September 7, 2023 Date: WOODBURN PLACE APTS WOODBURN PLACE APTS MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:05 AM - 08:05 AM Peak 15-Minutes: 07:10 AM - 07:25 AM 27 21 319 252 0 0 269 342 0.92 N S E W 0.75 0.93 0.50 0.84 (46) (44) (585) (462) (622) (499) 26 0 1 3 316 0 0 251 18 0 0 0 0 0 0 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) WOODBURN PLACE APTS WOODBURN PLACE APTS 2 3 0 0 N S E W 0 3 0 0 1 1 0 0 1 0 0 1 42 0 0 51 1 1 2 43 51 0 0 52 43 N S E W 0 0 0 0 0 0 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 7:00 AM 614 0 2 26 0 0 21 0 0 0 0 0 0 52 0 0 0 3 7:05 AM 615 0 2 19 0 0 18 0 0 0 0 0 0 42 0 1 0 2 7:10 AM 608 0 3 26 0 0 39 0 0 0 0 0 0 70 0 0 0 2 7:15 AM 576 0 1 31 0 0 18 0 0 0 0 0 0 51 0 0 0 1 7:20 AM 574 0 0 16 0 0 25 0 0 0 0 0 0 46 0 1 0 4 7:25 AM 572 0 2 20 0 0 28 0 0 0 0 0 0 52 0 0 0 2 7:30 AM 571 0 0 21 0 0 25 0 0 0 0 0 0 49 0 1 0 2 7:35 AM 584 0 2 22 0 0 26 0 0 0 0 1 0 55 0 0 0 4 7:40 AM 565 0 1 18 0 0 34 0 0 0 0 0 0 55 0 0 0 2 7:45 AM 553 0 2 17 0 0 23 0 0 0 0 0 0 45 0 0 0 3 7:50 AM 543 0 3 19 0 0 23 0 0 0 0 0 0 47 0 0 0 2 7:55 AM 535 0 0 21 0 0 27 0 0 0 0 0 0 50 0 0 0 2 8:00 AM 516 0 2 21 0 0 30 0 0 0 0 0 0 53 0 0 0 0 8:05 AM 0 1 16 0 0 15 0 0 0 0 0 0 35 0 1 1 1 8:10 AM 0 2 13 0 0 21 0 0 0 0 0 0 38 0 2 0 0 8:15 AM 0 2 22 0 0 25 0 0 0 0 0 0 49 0 0 0 0 8:20 AM 0 2 12 0 0 29 0 0 0 0 0 0 44 0 0 0 1 8:25 AM 0 0 25 0 0 26 0 0 0 0 0 0 51 0 0 0 0 8:30 AM 0 3 25 0 0 34 0 0 0 0 0 0 62 0 0 0 0 8:35 AM 0 1 14 0 0 20 0 0 0 0 0 0 36 0 0 0 1 8:40 AM 0 3 19 0 0 18 0 1 0 0 0 0 43 0 1 0 1 8:45 AM 0 1 12 0 0 19 0 0 0 0 0 0 35 0 0 0 3 8:50 AM 0 3 12 0 0 19 0 0 0 0 0 0 39 0 0 0 5 8:55 AM 0 1 13 0 0 15 0 0 0 0 0 0 31 0 0 0 2 Count Total 0 39 460 0 0 578 0 1 0 0 1 0 1,130 0 7 1 43 Peak Hour 0 18 251 0 0 316 0 0 0 0 1 0 615 0 3 0 26 HV% PHF 0.84 0.93 0.50 0.75 19.3% 13.5% 0.0% 3.7% 15.6% 0.92 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 7:00 AM 3 0 3 0 6 7:05 AM 4 0 3 0 7 7:10 AM 5 0 7 0 12 7:15 AM 3 0 0 0 3 7:20 AM 4 0 6 0 10 7:25 AM 2 0 2 0 4 7:30 AM 6 0 3 0 9 7:35 AM 4 0 6 0 10 7:40 AM 5 0 1 0 6 7:45 AM 6 0 3 0 9 7:50 AM 3 0 5 0 8 7:55 AM 5 0 4 1 10 8:00 AM 5 0 3 0 8 8:05 AM 4 0 1 0 5 8:10 AM 4 0 6 0 10 8:15 AM 5 0 4 0 9 8:20 AM 3 0 4 0 7 8:25 AM 5 0 8 0 13 8:30 AM 3 0 4 0 7 8:35 AM 3 0 3 0 6 8:40 AM 2 0 4 0 6 8:45 AM 5 0 4 1 10 8:50 AM 3 0 3 0 6 8:55 AM 2 0 3 0 5 Count Total 94 0 90 2 186 Peak Hour 52 0 43 1 96 Bicycles on Roadway Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 6 0 6 7:05 AM 0 0 0 0 0 7:10 AM 0 0 3 0 3 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 2 2 7:55 AM 0 0 0 2 2 8:00 AM 0 0 0 0 0 8:05 AM 0 2 0 0 2 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 2 9 4 15 Peak Hour 0 0 3 4 7 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 5 COOLEY RD & MOLALLA RD (OR 211) AM Thursday, September 7, 2023 Date: COOLEY RD COOLEY RD MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:00 AM - 07:15 AM 20 7 285 288 62 49 263 286 0.93 N S E W 0.56 0.94 0.74 0.85 (25) (532) (510) (541) (470) (112) (79) 16 0 2 2 255 28 19 241 3 0 0 2 15 2 45 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) COOLEY RD COOLEY RD 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 8 0 0 0 32 1 6 44 2 10 3 33 44 3 9 52 42 N S E W 0 0 2 2 1 0 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 7:00 AM 630 0 1 22 0 3 17 0 1 1 0 1 0 62 5 0 9 2 7:05 AM 622 0 1 17 0 3 15 0 1 0 0 0 1 43 1 0 4 0 7:10 AM 613 0 1 22 0 2 33 0 1 0 0 0 0 64 0 0 4 1 7:15 AM 589 0 0 33 0 1 14 0 0 0 0 0 0 55 2 2 3 0 7:20 AM 581 0 0 16 0 2 16 0 2 0 0 0 0 47 0 0 5 6 7:25 AM 579 0 0 19 0 3 25 0 1 0 0 0 0 56 1 0 6 1 7:30 AM 578 0 0 20 0 1 22 0 0 0 0 1 0 49 1 0 3 1 7:35 AM 588 0 0 23 0 1 20 0 3 0 0 0 0 50 1 0 1 1 7:40 AM 579 0 0 18 0 2 30 0 2 0 0 0 1 55 2 0 0 0 7:45 AM 565 0 0 16 0 2 21 0 0 0 0 0 0 46 0 0 6 1 7:50 AM 553 0 0 18 0 4 19 0 2 1 0 0 0 50 1 0 3 2 7:55 AM 533 0 0 17 0 4 23 0 2 0 0 0 0 53 5 0 1 1 8:00 AM 509 0 0 22 0 3 25 0 1 0 0 0 0 54 0 0 2 1 8:05 AM 0 0 16 0 0 13 0 1 0 0 0 0 34 1 0 2 1 8:10 AM 0 0 12 0 0 17 0 5 0 0 0 0 40 2 0 4 0 8:15 AM 0 1 21 0 0 18 0 1 0 0 0 0 47 0 0 5 1 8:20 AM 0 0 12 0 1 26 0 1 0 0 0 0 45 2 0 3 0 8:25 AM 0 0 19 0 4 26 0 1 0 0 0 0 55 2 0 3 0 8:30 AM 0 0 24 0 1 28 0 1 0 0 0 0 59 3 0 2 0 8:35 AM 0 0 13 0 1 19 0 0 0 0 0 0 41 1 1 5 1 8:40 AM 0 0 16 0 0 17 0 2 0 0 0 0 41 3 0 2 1 8:45 AM 0 0 10 0 2 17 0 2 0 0 0 0 34 2 0 1 0 8:50 AM 0 0 12 0 0 15 0 1 0 0 0 0 30 0 0 2 0 8:55 AM 0 0 11 0 0 13 0 0 0 0 0 0 29 2 0 3 0 Count Total 0 4 429 0 40 489 0 31 2 0 2 2 1,139 37 3 79 21 Peak Hour 0 3 241 0 28 255 0 15 2 0 2 2 630 19 2 45 16 HV% PHF 0.85 0.94 0.74 0.56 19.8% 11.6% 4.8% 50.0% 15.6% 0.93 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 7:00 AM 4 1 1 1 7 7:05 AM 4 0 2 1 7 7:10 AM 4 0 7 0 11 7:15 AM 4 0 0 0 4 7:20 AM 4 0 3 3 10 7:25 AM 1 0 3 0 4 7:30 AM 5 0 2 1 8 7:35 AM 5 1 5 0 11 7:40 AM 6 0 1 1 8 7:45 AM 6 0 3 0 9 7:50 AM 4 1 3 2 10 7:55 AM 5 0 3 1 9 8:00 AM 5 1 3 0 9 8:05 AM 4 0 1 0 5 8:10 AM 4 1 6 0 11 8:15 AM 5 1 3 0 9 8:20 AM 4 1 3 0 8 8:25 AM 4 0 9 0 13 8:30 AM 3 0 3 0 6 8:35 AM 3 0 4 0 7 8:40 AM 2 1 3 1 7 8:45 AM 3 0 4 0 7 8:50 AM 3 0 3 0 6 8:55 AM 2 0 3 0 5 Count Total 94 8 78 11 191 Peak Hour 52 3 33 10 98 Bicycles on Roadway Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 7:50 AM 0 0 0 0 0 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 0 0 0 0 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 PACIFIC HWY (OR 99E) & MOLALLA RD (OR 211) PM Thursday, September 7, 2023 Date: PACIFIC HWY (OR 99E) PACIFIC HWY (OR 99E) MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:30 PM - 05:30 PM Peak 15-Minutes: 04:30 PM - 04:45 PM 979 612 578 619 697 1,205 799 617 0.93 N S E W 0.89 0.87 0.90 0.90 (1,182) (1,906) (1,164) (1,216) (1,258) (1,507) (1,415) (2,336) 113 0 158 58 290 230 266 357 176 0 0 708 214 378 104 1 MOLALLA RD (OR 211) MOLALLA RD (OR 211) PACIFIC HWY (OR 99E) PACIFIC HWY (OR 99E) 3 2 9 5 N S E W 1 1 7 2 1 2 4 1 3 0 3 2 21 8 7 17 10 34 32 31 30 38 43 34 32 N S E W 0 0 28 8 20 10 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 4:00 PM 3,048 0 16 39 0 26 21 0 16 31 0 12 56 264 18 6 12 11 4:05 PM 3,013 0 11 29 0 20 12 0 24 34 0 14 49 239 21 9 5 11 4:10 PM 3,045 0 15 31 0 17 17 1 28 38 0 15 59 268 17 1 11 18 4:15 PM 3,019 0 11 36 0 17 30 0 23 32 0 12 55 258 15 3 7 17 4:20 PM 3,009 0 12 28 0 26 17 0 16 28 0 5 60 243 17 5 14 15 4:25 PM 3,035 0 12 20 0 27 28 0 18 36 0 10 40 239 24 7 9 8 4:30 PM 3,053 0 13 27 0 14 28 0 12 42 0 9 77 260 21 5 8 4 4:35 PM 3,036 0 15 37 0 14 30 1 28 25 0 18 48 264 24 6 8 10 4:40 PM 3,020 0 19 22 0 26 19 0 30 35 0 28 71 295 26 4 5 10 4:45 PM 2,962 0 14 29 0 21 28 0 13 26 0 16 61 247 17 5 8 9 4:50 PM 2,968 0 12 36 0 8 26 0 20 27 0 12 56 235 19 3 9 7 4:55 PM 2,961 0 13 27 0 23 26 0 16 25 0 9 57 236 17 3 10 10 5:00 PM 2,944 0 13 32 0 17 20 0 12 31 0 10 47 229 19 9 9 10 5:05 PM 0 15 37 0 28 29 0 16 33 0 11 45 271 35 3 9 10 5:10 PM 0 12 33 0 21 18 0 6 32 0 11 59 242 25 5 9 11 5:15 PM 0 22 23 0 22 20 0 23 22 0 16 60 248 20 5 6 9 5:20 PM 0 16 23 0 17 26 0 16 48 0 7 64 269 21 5 16 10 5:25 PM 0 12 31 0 19 20 0 22 32 0 11 63 257 22 5 7 13 5:30 PM 0 16 18 0 28 29 0 13 37 0 7 56 243 13 4 9 13 5:35 PM 0 20 31 0 23 30 0 18 21 0 13 54 248 22 1 7 8 5:40 PM 0 11 26 0 23 29 0 9 19 0 12 68 237 17 6 11 6 5:45 PM 0 11 33 0 17 23 0 18 22 0 16 55 253 29 2 14 13 5:50 PM 0 8 20 0 14 21 2 30 40 0 9 40 228 16 6 15 7 5:55 PM 0 7 27 0 17 22 0 11 30 0 11 61 219 11 2 9 11 Count Total 0 326 695 0 485 569 4 438 746 0 294 1,361 5,992 486 110 227 251 Peak Hour 0 176 357 0 230 290 1 214 378 0 158 708 3,053 266 58 104 113 HV% PHF 0.90 0.87 0.90 0.89 4.3% 5.4% 5.5% 3.5% 4.5% 0.93 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 4:00 PM 8 6 3 2 19 4:05 PM 3 6 2 4 15 4:10 PM 0 8 3 1 12 4:15 PM 0 6 1 0 7 4:20 PM 3 5 4 5 17 4:25 PM 1 3 2 3 9 4:30 PM 5 5 3 2 15 4:35 PM 2 0 4 3 9 4:40 PM 4 2 2 3 11 4:45 PM 3 2 1 4 10 4:50 PM 2 7 4 1 14 4:55 PM 3 3 3 1 10 5:00 PM 4 1 1 3 9 5:05 PM 3 4 3 7 17 5:10 PM 1 5 6 3 15 5:15 PM 1 2 1 1 5 5:20 PM 4 4 3 3 14 5:25 PM 2 3 0 3 8 5:30 PM 1 0 1 6 8 5:35 PM 4 2 6 2 14 5:40 PM 3 1 2 5 11 5:45 PM 3 0 2 3 8 5:50 PM 1 3 1 2 7 5:55 PM 2 2 0 3 7 Count Total 63 80 58 70 271 Peak Hour 34 38 31 34 137 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 1 0 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 1 1 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 1 1 5:55 PM 0 0 0 0 0 Count Total 0 1 0 2 3 Peak Hour 0 1 0 0 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 2 1 0 3 4:05 PM 0 0 0 0 0 4:10 PM 0 0 1 0 1 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 2 2 4:25 PM 0 1 0 0 1 4:30 PM 0 1 0 0 1 4:35 PM 0 1 0 0 1 4:40 PM 1 0 0 1 2 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 1 1 4:55 PM 0 2 1 0 3 5:00 PM 1 0 1 1 3 5:05 PM 0 0 0 0 0 5:10 PM 1 1 0 0 2 5:15 PM 2 2 0 1 5 5:20 PM 1 1 0 0 2 5:25 PM 1 2 1 1 5 5:30 PM 2 0 0 1 3 5:35 PM 0 0 0 0 0 5:40 PM 0 1 0 0 1 5:45 PM 2 1 0 0 3 5:50 PM 0 1 0 0 1 5:55 PM 0 0 1 0 1 Count Total 11 16 6 8 41 Peak Hour 7 10 3 5 25 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 2 SAFEWAY SHOPPING CENTER ACCESS & MOLALLA RD (OR 211) PM Thursday, September 7, 2023 Date: SAFEWAY SHOPPING CENTER ACCESS SAFEWAY SHOPPING CENTER ACCESS MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:35 PM - 04:50 PM 0 0 474 549 289 229 614 599 0.93 N S E W 0.00 0.88 0.89 0.92 (880) (1,041) (1,163) (1,206) (580) (462) 0 0 0 0 438 36 193 421 0 0 0 0 161 0 128 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) SAFEWAY SHOPPING CEN TER ACCESS SAFEWAY SHOPPING CEN TER ACCESS 4 1 1 0 N S E W 1 0 0 1 1 3 0 0 0 0 0 0 34 0 0 29 0 0 0 34 31 2 0 29 34 N S E W 0 0 0 0 0 2 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 4:00 PM 1,373 0 0 40 0 2 34 0 14 0 0 0 0 127 20 0 17 0 4:05 PM 1,354 0 0 30 0 5 21 0 13 0 0 0 0 95 21 0 5 0 4:10 PM 1,377 0 0 37 0 6 33 0 13 0 0 0 0 118 18 0 11 0 4:15 PM 1,361 0 0 37 0 1 27 0 19 0 0 0 0 110 17 0 9 0 4:20 PM 1,354 0 0 35 0 2 34 0 17 0 0 0 0 111 13 0 10 0 4:25 PM 1,356 0 0 24 0 2 44 0 17 0 0 0 0 106 13 0 6 0 4:30 PM 1,366 0 0 31 0 6 36 0 7 0 0 0 0 103 11 0 12 0 4:35 PM 1,362 0 0 46 0 5 42 0 7 0 0 0 0 128 17 0 11 0 4:40 PM 1,350 0 0 38 0 2 42 0 17 0 0 0 0 128 19 0 10 0 4:45 PM 1,328 0 0 32 0 4 37 0 16 0 0 0 0 115 17 0 9 0 4:50 PM 1,322 0 0 36 0 1 24 0 13 0 0 0 0 107 24 0 9 0 4:55 PM 1,313 0 0 34 0 4 38 0 14 0 0 0 0 125 12 0 23 0 5:00 PM 1,293 0 0 39 0 0 35 0 11 0 0 0 0 108 12 0 11 0 5:05 PM 0 0 32 0 3 46 0 10 0 0 0 0 118 20 0 7 0 5:10 PM 0 0 38 0 0 25 0 17 0 0 0 0 102 16 0 6 0 5:15 PM 0 0 32 0 3 33 0 14 0 0 0 0 103 13 0 8 0 5:20 PM 0 0 33 0 5 38 0 16 0 0 0 0 113 15 0 6 0 5:25 PM 0 0 26 0 8 34 0 16 0 0 0 0 116 23 0 9 0 5:30 PM 0 0 26 0 0 34 0 22 0 0 0 0 99 8 0 9 0 5:35 PM 0 0 29 0 4 43 0 9 0 0 0 0 116 21 0 10 0 5:40 PM 0 0 36 0 2 32 0 20 0 0 0 0 106 11 0 5 0 5:45 PM 0 0 40 0 1 21 0 18 0 0 0 0 109 22 0 7 0 5:50 PM 0 0 31 0 3 29 0 14 0 0 0 0 98 13 0 8 0 5:55 PM 0 0 32 0 1 28 0 19 0 0 0 0 105 16 0 9 0 Count Total 0 0 814 0 70 810 0 353 0 0 0 0 2,666 392 0 227 0 Peak Hour 0 0 421 0 36 438 0 161 0 0 0 0 1,377 193 0 128 0 HV% PHF 0.92 0.88 0.89 0.00 4.7% 7.2% 0.7% 0.0% 4.7% 0.93 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 4:00 PM 5 0 2 0 7 4:05 PM 2 0 3 0 5 4:10 PM 1 0 3 0 4 4:15 PM 1 0 2 0 3 4:20 PM 5 0 2 0 7 4:25 PM 1 0 4 0 5 4:30 PM 2 0 4 0 6 4:35 PM 2 1 4 0 7 4:40 PM 3 0 3 0 6 4:45 PM 2 0 2 0 4 4:50 PM 4 0 3 0 7 4:55 PM 3 1 3 0 7 5:00 PM 3 0 2 0 5 5:05 PM 2 0 2 0 4 5:10 PM 4 1 5 0 10 5:15 PM 2 0 1 0 3 5:20 PM 2 1 2 0 5 5:25 PM 1 0 0 0 1 5:30 PM 0 0 4 0 4 5:35 PM 3 0 4 0 7 5:40 PM 5 0 1 0 6 5:45 PM 0 0 2 0 2 5:50 PM 1 0 1 0 2 5:55 PM 2 0 1 0 3 Count Total 56 4 60 0 120 Peak Hour 29 2 34 0 65 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 0 0 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 2 2 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 1 1 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 1 1 2 5:00 PM 0 0 0 0 0 5:05 PM 0 1 0 1 2 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 1 1 5:20 PM 0 0 1 1 2 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 1 2 7 10 Peak Hour 0 1 1 5 7 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 3 JUNE WAY & MOLALLA RD (OR 211) PM Thursday, September 7, 2023 Date: JUNE WAY JUNE WAY MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:30 PM - 04:45 PM 0 0 442 510 25 46 548 459 0.94 N S E W 0.00 0.89 0.81 0.89 (814) (954) (854) (1,035) (52) (93) 0 0 0 0 438 4 42 505 0 0 1 0 20 0 5 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) JUNE WAY JUNE WAY 2 0 3 0 N S E W 0 0 2 1 0 2 0 0 0 0 0 0 34 0 0 32 0 0 0 34 33 1 0 32 34 N S E W 0 0 0 0 0 1 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 4:00 PM 995 0 0 46 0 1 29 0 5 0 0 0 0 86 5 0 0 0 4:05 PM 1,002 0 0 35 0 0 21 0 2 0 0 0 0 62 4 0 0 0 4:10 PM 1,015 0 0 47 0 2 37 0 2 0 0 0 0 90 2 0 0 0 4:15 PM 992 0 0 40 0 0 26 0 3 0 0 0 0 74 5 0 0 0 4:20 PM 995 0 0 44 0 1 37 0 1 0 0 0 0 86 0 0 3 0 4:25 PM 988 0 0 29 0 0 43 0 0 0 0 0 0 73 1 0 0 0 4:30 PM 996 0 0 38 0 0 43 0 2 0 0 0 0 87 4 0 0 0 4:35 PM 977 0 0 48 0 0 34 0 3 0 0 0 0 90 5 0 0 0 4:40 PM 974 0 0 42 0 1 42 0 1 0 0 0 0 94 7 0 1 0 4:45 PM 949 0 0 38 0 0 36 0 2 0 0 0 0 81 5 0 0 0 4:50 PM 937 0 0 41 0 0 25 0 0 0 0 0 0 71 5 0 0 0 4:55 PM 939 0 0 55 0 0 40 0 4 0 0 0 0 101 2 0 0 0 5:00 PM 906 0 0 45 0 0 39 0 2 0 0 0 0 93 6 0 1 0 5:05 PM 1 0 38 0 0 36 0 0 0 0 0 0 75 0 0 0 0 5:10 PM 0 0 36 0 0 25 0 1 0 0 0 0 67 5 0 0 0 5:15 PM 0 0 40 0 0 34 0 1 0 0 0 0 77 2 0 0 0 5:20 PM 0 0 36 0 0 38 0 3 0 0 0 0 79 2 0 0 0 5:25 PM 0 0 33 0 1 42 0 1 0 0 0 0 81 4 0 0 0 5:30 PM 0 0 32 0 0 30 0 2 0 0 0 0 68 3 0 1 0 5:35 PM 1 0 34 0 0 45 0 2 0 0 0 0 87 4 0 1 0 5:40 PM 0 0 36 0 0 27 0 3 0 0 0 0 69 3 0 0 0 5:45 PM 0 0 44 0 0 20 0 1 0 0 0 0 69 4 0 0 0 5:50 PM 0 0 35 0 0 33 0 2 0 0 0 0 73 3 0 0 0 5:55 PM 0 0 35 0 1 25 0 2 0 0 0 0 68 5 0 0 0 Count Total 2 0 947 0 7 807 0 45 0 0 0 0 1,901 86 0 7 0 Peak Hour 1 0 505 0 4 438 0 20 0 0 0 0 1,015 42 0 5 0 HV% PHF 0.89 0.89 0.81 0.00 5.8% 7.7% 4.0% 0.0% 6.6% 0.94 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 4:00 PM 6 1 3 0 10 4:05 PM 2 0 2 0 4 4:10 PM 1 0 3 0 4 4:15 PM 1 0 4 0 5 4:20 PM 5 1 0 0 6 4:25 PM 1 0 4 0 5 4:30 PM 2 0 3 0 5 4:35 PM 3 0 4 0 7 4:40 PM 3 0 3 0 6 4:45 PM 2 0 3 0 5 4:50 PM 3 0 2 0 5 4:55 PM 5 0 3 0 8 5:00 PM 3 0 5 0 8 5:05 PM 3 0 0 0 3 5:10 PM 3 0 5 0 8 5:15 PM 2 0 1 0 3 5:20 PM 1 0 2 0 3 5:25 PM 1 0 0 0 1 5:30 PM 0 0 4 0 4 5:35 PM 2 0 3 0 5 5:40 PM 5 0 1 0 6 5:45 PM 0 0 2 0 2 5:50 PM 1 0 1 0 2 5:55 PM 2 0 1 0 3 Count Total 57 2 59 0 118 Peak Hour 32 1 34 0 67 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 1 0 1 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 0 1 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 0 2 0 2 Peak Hour 0 0 1 0 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 2 0 0 2 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 1 1 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 1 0 0 1 5:05 PM 0 0 0 1 1 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 0 0 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 1 0 0 1 5:55 PM 0 0 0 0 0 Count Total 0 4 0 2 6 Peak Hour 0 3 0 2 5 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 WOODBURN PLACE APTS & MOLALLA RD (OR 211) PM Thursday, September 7, 2023 Date: WOODBURN PLACE APTS WOODBURN PLACE APTS MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:55 PM - 05:10 PM 15 71 437 459 0 1 517 438 0.92 N S E W 0.75 0.87 0.00 0.88 (132) (33) (802) (857) (807) (963) 15 0 0 14 423 0 1 459 57 0 0 0 0 0 0 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) WOODBURN PLACE APTS WOODBURN PLACE APTS 3 3 2 0 N S E W 2 1 0 2 0 3 0 0 0 0 0 0 35 0 0 31 2 0 2 35 31 0 0 33 35 N S E W 0 0 0 0 0 0 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 4:00 PM 938 0 1 44 0 0 30 0 0 0 0 1 0 78 0 2 0 0 4:05 PM 953 0 1 34 0 0 21 0 0 0 0 0 0 57 0 0 0 1 4:10 PM 969 0 2 42 0 0 38 0 0 0 0 0 0 82 0 0 0 0 4:15 PM 947 0 11 31 0 0 24 0 0 0 0 0 0 67 0 0 0 1 4:20 PM 961 0 2 47 0 0 38 0 0 0 0 0 0 90 0 2 0 1 4:25 PM 943 0 2 27 0 0 44 0 0 0 0 0 0 76 0 1 0 2 4:30 PM 946 0 3 35 0 0 38 0 0 0 0 0 0 80 0 3 0 1 4:35 PM 928 0 6 40 0 0 36 0 0 0 0 0 0 82 0 0 0 0 4:40 PM 925 0 7 38 0 0 40 0 0 0 0 0 0 87 0 2 0 0 4:45 PM 903 0 7 32 0 0 35 0 0 0 0 0 0 76 0 1 0 1 4:50 PM 890 0 4 34 0 0 23 0 0 0 0 0 0 65 0 0 0 4 4:55 PM 895 0 7 51 0 0 36 0 0 0 0 0 0 98 0 2 0 2 5:00 PM 860 0 4 45 0 0 40 0 0 0 0 0 0 93 0 3 0 1 5:05 PM 0 2 37 0 0 31 0 0 0 0 0 0 73 1 0 0 2 5:10 PM 0 1 33 0 0 23 0 0 0 0 1 0 60 0 1 0 1 5:15 PM 0 7 36 0 0 37 0 0 0 0 0 0 81 0 1 0 0 5:20 PM 0 6 31 0 0 31 0 0 0 0 0 0 72 0 2 0 2 5:25 PM 0 2 33 0 0 43 0 0 0 0 0 0 79 0 1 0 0 5:30 PM 0 1 31 0 0 27 0 0 0 0 0 0 62 1 0 0 2 5:35 PM 0 3 30 0 0 41 0 0 0 0 0 0 79 0 1 0 4 5:40 PM 0 7 31 0 0 26 0 0 0 0 0 0 65 0 0 0 1 5:45 PM 0 8 32 0 0 22 0 0 0 0 0 0 63 0 0 0 1 5:50 PM 0 1 36 0 0 27 0 0 0 0 0 0 70 0 3 0 3 5:55 PM 0 11 25 0 0 25 0 0 0 0 0 0 63 0 1 0 1 Count Total 0 106 855 0 0 776 0 0 0 0 2 0 1,798 2 26 0 31 Peak Hour 0 57 459 0 0 423 0 0 0 0 0 0 969 1 14 0 15 HV% PHF 0.88 0.87 0.00 0.75 6.4% 8.0% 0.0% 0.0% 7.0% 0.92 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 4:00 PM 5 0 3 0 8 4:05 PM 3 0 2 0 5 4:10 PM 1 0 3 0 4 4:15 PM 1 0 4 0 5 4:20 PM 6 0 1 0 7 4:25 PM 1 0 4 0 5 4:30 PM 2 0 2 0 4 4:35 PM 2 0 5 0 7 4:40 PM 4 0 2 0 6 4:45 PM 2 0 3 0 5 4:50 PM 2 0 4 0 6 4:55 PM 5 0 1 0 6 5:00 PM 4 0 5 0 9 5:05 PM 3 0 1 0 4 5:10 PM 4 0 4 0 8 5:15 PM 2 0 2 0 4 5:20 PM 1 0 1 0 2 5:25 PM 1 0 0 0 1 5:30 PM 0 0 4 0 4 5:35 PM 2 0 3 0 5 5:40 PM 5 0 1 0 6 5:45 PM 0 0 3 0 3 5:50 PM 0 0 0 0 0 5:55 PM 2 0 1 0 3 Count Total 58 0 59 0 117 Peak Hour 33 0 35 0 68 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 1 0 1 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 0 1 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 0 2 0 2 Peak Hour 0 0 1 0 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 1 2 0 3 4:25 PM 0 0 0 2 2 4:30 PM 0 0 0 1 1 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 1 1 0 2 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 1 1 5:15 PM 0 0 0 1 1 5:20 PM 0 0 0 1 1 5:25 PM 0 0 0 1 1 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 1 0 0 0 1 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 1 1 1 0 3 Count Total 2 3 4 7 16 Peak Hour 0 2 3 3 8 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 5 COOLEY RD & MOLALLA RD (OR 211) PM Thursday, September 7, 2023 Date: COOLEY RD COOLEY RD MOLALLA RD (OR 211) MOLALLA RD (OR 211) Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:55 PM - 05:10 PM 9 5 470 442 78 164 462 408 0.93 N S E W 0.69 0.87 0.69 0.87 (14) (17) (863) (841) (752) (858) (173) (304) 6 0 2 0 382 88 75 382 5 0 0 1 20 0 58 0 MOLALLA RD (OR 211) MOLALLA RD (OR 211) COOLEY RD COOLEY RD 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 0 0 34 0 2 28 1 0 1 34 30 3 2 31 35 N S E W 0 0 0 1 0 2 0 Interval Start Time Right Left Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling Hour Right Left Thru U-Turn Right Left Thru U-Turn Right Left Thru U-Turn 4:00 PM 1,004 0 0 35 0 3 31 0 1 0 0 0 0 84 10 0 4 0 4:05 PM 1,015 0 0 30 0 16 19 0 0 0 0 1 0 74 4 0 3 1 4:10 PM 1,019 0 1 36 0 7 32 0 2 0 0 0 0 90 7 0 4 1 4:15 PM 998 0 0 27 0 6 21 0 4 0 0 0 0 69 2 0 9 0 4:20 PM 1,016 0 0 38 0 11 41 0 0 0 0 1 0 103 8 0 4 0 4:25 PM 980 0 0 21 0 6 39 0 2 0 0 0 0 79 8 0 3 0 4:30 PM 980 0 0 29 0 6 34 0 2 0 0 0 0 81 7 0 2 1 4:35 PM 977 0 1 37 0 10 32 0 1 0 0 0 0 87 2 0 4 0 4:40 PM 980 0 1 28 0 5 35 0 2 0 0 0 0 90 8 0 9 2 4:45 PM 957 0 0 28 0 6 32 0 2 0 0 0 0 75 2 0 4 1 4:50 PM 941 0 2 30 0 8 19 0 1 0 0 1 0 72 6 0 5 0 4:55 PM 943 0 0 40 0 12 29 0 3 0 0 0 0 100 9 0 6 1 5:00 PM 907 0 0 37 0 6 39 0 1 0 0 0 0 95 8 0 4 0 5:05 PM 0 0 31 0 5 29 0 0 0 0 0 1 78 8 0 4 0 5:10 PM 0 1 23 0 10 24 0 0 0 0 0 1 69 7 0 3 0 5:15 PM 0 0 29 0 5 32 0 1 0 0 0 2 87 6 0 12 0 5:20 PM 0 1 27 0 2 26 0 3 0 0 0 0 67 3 0 5 0 5:25 PM 0 0 24 0 4 37 0 2 0 0 0 0 79 3 0 9 0 5:30 PM 0 1 27 0 8 24 0 3 0 0 0 0 78 8 1 5 1 5:35 PM 0 1 25 0 7 34 0 6 0 0 0 0 90 4 0 12 1 5:40 PM 0 4 22 0 4 24 0 1 0 0 0 0 67 6 0 6 0 5:45 PM 0 0 26 0 2 21 0 0 0 0 0 0 59 6 0 4 0 5:50 PM 0 0 29 0 7 24 0 4 0 0 0 0 74 5 0 5 0 5:55 PM 0 0 26 0 4 24 0 0 0 0 1 0 64 3 0 6 0 Count Total 0 13 705 0 160 702 0 41 0 0 4 4 1,911 140 1 132 9 Peak Hour 0 5 382 0 88 382 0 20 0 0 2 1 1,019 75 0 58 6 HV% PHF 0.87 0.87 0.69 0.69 6.7% 7.2% 3.8% 0.0% 6.7% 0.93 EB WB NB SB All ---PAGE BREAK--- Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk Heavy Vehicles Interval Start Time EB NB Total WB SB 4:00 PM 5 1 2 0 8 4:05 PM 2 0 3 0 5 4:10 PM 2 0 3 0 5 4:15 PM 0 2 3 0 5 4:20 PM 7 0 2 0 9 4:25 PM 1 0 3 0 4 4:30 PM 2 0 2 0 4 4:35 PM 2 0 5 0 7 4:40 PM 2 0 2 0 4 4:45 PM 2 0 3 0 5 4:50 PM 2 0 4 0 6 4:55 PM 4 1 1 0 6 5:00 PM 4 0 5 0 9 5:05 PM 3 0 1 0 4 5:10 PM 4 0 4 0 8 5:15 PM 2 0 2 0 4 5:20 PM 1 0 1 0 2 5:25 PM 1 0 0 0 1 5:30 PM 0 0 5 0 5 5:35 PM 1 1 2 0 4 5:40 PM 4 0 2 0 6 5:45 PM 0 0 3 0 3 5:50 PM 1 0 0 0 1 5:55 PM 4 0 1 0 5 Count Total 56 5 59 0 120 Peak Hour 31 3 34 0 68 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 1 1 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 1 0 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 1 0 1 2 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 0 0 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 ---PAGE BREAK--- 24-001 OR99E; MP 34.03; PACIFIC HIGHWAY EAST NO. 81; 0.11 miles south of NE Belle Passi Rd 2019 2018 2017 2016 2015 June 117 109 109 111 113 111.0 1.000 July 114 109 113 108 113 110.0 1.009 August 112 109 117 109 109 110.0 1.009 September 109 106 109 106 105 107.0 1.037 2021 2019 2018 2017 2016 June 112 117 109 109 111 110.7 1.006 USE July 112 114 109 113 108 111.3 1.000 August 112 112 109 117 109 111.0 1.003 September 108 109 106 109 106 107.7 1.034 Notes: Year 2020 data is excluded from all calculations (3-Yr Average) (3-Yr Average) ---PAGE BREAK--- Site id HWY MP DIR HS Description 2017 2019 2021 2041* RSQ 199 081 31.65 1 North of Woodburn-Estacada Highway (OR211) and Hillsboro-Silverton Highway (OR214) [0.05 mile] 17500 21500 MODEL 1.0% 200 081 31.80 1 South of Woodburn-Estacada Highway (OR211) [0.10 mile] 20100 27800 MODEL 1.7% 3235 140 39.24 1 West of Pacific Highway East (OR99E) [0.05 mile] 14100 14000 MODEL 0.0% 3446 161 0.15 1 East of Pacific Highway East (OR99E) and Hillsboro-Silverton Highway (OR214) [0.15 mile] 8000 11400 MODEL 1.9% 1.17% * 2041 Future Volume values may not match 2041 TransGIS/TVT Web volumes due to FHWA requirements that there be no negative growth values. This requirement is not valid in some areas of Oregon. ---PAGE BREAK--- Figure 6: Site Generated Volumes AM Peak Hour 1 99E / Molalla Rd 2 Molalla Rd / Safeway Driveway 3 Molalla Rd / June Way 0 0 6 20 68 2 9 2 28 68 0 20 0 0 0 20 20 8 0 0 0 0 0 6 0 0 0 0 1 0 4 Molalla Rd / Phase 1 Apt Access 5 Molalla Rd / Cooley Rd 0 0 0 0 0 0 0 1 2 0 0 0 9 5 4 1 0 0 ---PAGE BREAK--- Figure 7: Site Generated Volumes PM Peak Hour 1 99E / Molalla Rd 2 Molalla Rd / Safeway Driveway 3 Molalla Rd / June Way 0 0 15 10 34 1 4 7 14 34 0 10 0 0 0 53 53 22 0 0 0 0 0 16 0 0 0 0 2 0 4 Molalla Rd / Phase 1 Apt Access 5 Molalla Rd / Cooley Rd 0 0 0 0 0 0 0 4 7 0 0 0 4 2 2 3 0 0 ---PAGE BREAK--- ---PAGE BREAK--- January 1 0, 2020 Randy Saunders RSS Architecture, PC 2225 Country Club Rd Woodburn, OR 97071 Re: Woodburn Housing Development TlA Letter Mr Saunders, At the December 18, 2019 Pre-application meeting with Woodburn officials, they asked the applicant to submit a traffic memo to determine whether or not a traffic impact analysis (TIA) will be required. The Woodburn Development Ordinance is as follows: 3.04.05 Traffic Impact Ana~vsis A. A Traffic Impact Analysis (TIA) may be required by the Director prior to the approval of a City access permit when the Director estimates a development proposal may generate either 100 or more additional, peak hour trips, or 1,000 or more additional daily trips, within ten years of a development application. B. A TIA shall evaluate the traffic impacts projected of a development proposal and the estimated effectiveness of potential traffic impact mitigation measures. C. The methodology for a TIA shall be consistent with City standards. The proposed project is to build three story units with a total 42 apartment units. In the 1Oth Edition of the ITE Trip Generation Manual, this type of project falls within the Multifamily (Mid- rise) classification, JTE Code 221. Per the ITE the trip rates per unit are: daily- 5.44; AM peak- 0.36; and PM peak - 0.44. Based on these rates the following table compares the estimated site developed trips versus the Woodburn Development Code criteria that triggers a TIA. Woodburn Threshold 1,000 100 100 Associated Transportation Engineering & Planning, Inc. ATEP Project No. 20-00 I Page I Site Generation 228 15 18 1155 SE 13th St. Salem, OR 97302 ---PAGE BREAK--- AM PEAK HOUR 1 90 307 85 2 0 0 0 3 0 0 0 4 0 0 0 5 26 0 1 6 16 2 2 122 96 0 0 0 0 0 0 18 3 3 2 206 257 255 366 277 349 278 353 260 327 249 264 73 145 133 17 15 4 0 0 0 0 19 28 184 449 97 138 0 28 32 0 1 0 0 0 0 0 0 15 2 45 1 0 4 6 2 0 0 0 3 68 2 9 4 0 0 0 5 0 0 0 6 0 0 0 0 20 0 0 20 2 0 0 0 0 0 0 8 28 20 68 0 0 9 2 9 2 5 1 9 20 0 0 0 0 0 0 0 0 4 0 27 10 6 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 1 2 7 2 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 3 2 0 0 0 0 0 0 0 0 0 0 5 6 6 9 6 8 7 8 6 8 6 6 2 3 1 0 0 0 0 0 0 0 0 0 4 11 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 92 318 93 2 0 0 0 3 68 2 9 4 0 0 0 5 26 0 1 6 16 2 2 125 118 0 0 20 2 0 0 18 3 3 2 219 291 281 443 283 357 294 363 275 337 260 271 84 168 134 17 15 4 0 0 0 0 23 28 215 470 105 139 0 28 32 1 1 0 0 0 0 0 0 16 2 45 1 0 0 6 2 0 0 0 3 0 0 0 4 22 0 5 5 6 0 5 6 0 0 0 0 6 0 0 0 0 25 5 3 5 0 0 11 11 28 28 28 28 3 6 5 5 6 6 0 11 0 0 0 0 0 0 0 0 4 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 1 0 0 0 2 0 0 0 3 0 0 0 4 17 0 19 5 14 0 6 6 0 0 0 0 0 0 0 0 0 22 14 3 17 0 0 0 0 0 0 0 0 -22 -17 -6 -17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 6 2 0 0 0 3 0 0 0 4 39 0 24 5 20 0 11 6 0 0 0 0 6 0 0 0 0 47 19 6 22 0 0 11 11 28 28 28 28 -19 -11 -1 -12 6 6 0 11 0 0 0 0 0 0 0 0 4 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 1 0 0 0 2 0 0 0 3 -1 0 0 4 0 0 0 5 0 0 0 6 0 0 0 0 0 0 0 -1 0 0 0 0 0 0 0 -1 -1 -1 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 92 318 99 2 0 0 0 3 67 2 9 4 39 0 24 5 46 0 12 6 16 2 2 125 124 0 0 19 2 47 19 24 25 3 2 229 301 308 470 311 385 275 352 274 325 266 277 84 179 134 17 15 4 0 0 0 0 27 28 215 470 116 139 0 28 32 1 1 0 0 0 0 0 0 20 2 45 OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road OR 211 & Woodburn East OR 211 & Cooley Road 2025 Buildout OR 211/214 & OR 99E OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Internal Reassignment OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Pass-By Trips OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East Primary Trips OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Total Site Trips OR 211 & Cooley Road Background Growth OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East 2025 Background Volumes OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Cooley Road OR 211 & Woodburn East OR 211 & Cooley Road 2023 Existing Volumes OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road OR 211/214 & OR 99E OR 211 & Safeway In Process Traffic OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access ---PAGE BREAK--- PM PEAK HOUR 1 117 732 163 2 0 0 0 3 0 0 0 4 0 0 0 5 15 0 0 6 6 1 2 182 60 0 0 0 0 0 0 57 14 5 0 369 300 435 453 522 453 533 452 475 437 395 395 275 238 193 36 42 4 0 0 1 0 75 88 221 391 108 161 0 128 20 0 5 0 0 0 0 0 0 20 0 58 1 0 10 15 2 0 0 0 3 34 1 4 4 0 0 0 5 0 0 0 6 0 0 0 0 10 0 0 53 7 0 0 0 0 0 0 22 14 53 34 0 0 4 7 4 7 2 4 28 10 0 0 0 0 0 0 0 0 2 0 18 6 16 0 0 0 0 2 0 0 0 0 0 0 0 3 0 0 1 3 17 4 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 4 1 0 0 0 0 0 0 1 0 0 0 9 7 10 11 12 11 12 11 11 10 9 9 6 6 2 0 0 0 0 0 0 0 1 1 5 9 3 2 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 120 759 182 2 0 0 0 3 34 1 4 4 0 0 0 5 15 0 0 6 6 1 2 186 71 0 0 53 7 0 0 58 14 5 0 400 321 498 498 534 464 549 470 490 454 406 408 309 254 195 36 42 4 0 0 1 0 78 89 244 406 127 163 0 129 20 2 5 0 0 0 0 0 0 23 0 59 1 0 0 5 2 0 0 0 3 0 0 0 4 12 0 2 5 3 0 3 6 0 0 0 0 3 0 0 0 0 23 3 2 4 0 0 10 6 25 15 25 15 2 3 2 3 3 5 0 6 0 0 0 0 0 0 0 0 2 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 1 0 0 0 2 0 0 0 3 0 0 0 4 8 0 15 5 6 0 4 6 0 0 0 0 0 0 0 0 0 17 6 2 8 0 0 0 0 0 0 0 0 -17 -8 -4 -8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 5 2 0 0 0 3 0 0 0 4 20 0 17 5 9 0 7 6 0 0 0 0 3 0 0 0 0 40 9 4 12 0 0 10 6 25 15 25 15 -15 -5 -2 -5 3 5 0 6 0 0 0 0 0 0 0 0 2 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 1 0 0 -4 2 0 0 0 3 -4 0 0 4 0 0 0 5 -2 0 -1 6 0 0 0 0 -1 0 0 -8 -1 0 0 -6 -3 0 0 -7 -3 -14 -6 -6 -2 -6 -3 0 -1 -1 -4 0 -2 0 0 0 0 0 0 0 0 0 0 0 0 -3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 120 759 183 2 0 0 0 3 30 1 4 4 20 0 17 5 22 0 6 6 6 1 2 186 73 0 0 45 6 40 9 56 23 5 0 403 324 509 507 553 477 528 462 488 448 408 409 309 258 195 36 42 4 0 0 1 0 80 89 244 406 134 163 0 129 20 2 5 0 0 0 0 0 0 25 0 59 OR 211 & Cooley Road In Process Traffic OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road 2023 Existing Volumes OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road 2025 Background Volumes OR 211 & OR 214 OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Background Growth OR 211 & OR 214 OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Pass-By Trips OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Primary Trips OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Internal Reassignment OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road Total Site Trips OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East OR 211 & Cooley Road 2025 Buildout OR 211/214 & OR 99E OR 211 & Safeway OR 211 & June Way OR 211 & Site Access OR 211 & Woodburn East ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Appendix C - Safety Crash History Data Left-Turn Lane Warrant Analysis Preliminary Signal Warrant Analysis ---PAGE BREAK--- S D SER# P R S W DATE CLASS INT-TYPE INVEST E A U C O DAY DIST RD CHAR (MEDIAN) INT-REL CRASH A S RD DPT E L G H R TIME FROM DIRECT LEGS TRAF- COLL PRTC INJ G E LICNS PED UNLOC? D C S L K LAT LONG LOCTN (#LANES) CONTL V# P# TYPE E X RES LOC ACT EVENT 05247 N N N 12/05/2017 16 INTER CROSS N S-1STOP 01 NONE 0 NONE TU NE TRF SIGNAL REAR 000 N 2P 06 0 INJ 01 DRVR NONE 26 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 26 F OR-Y 000 OR<25 00248 N N N 01/23/2018 16 INTER CROSS N ANGL-STP 01 NONE 0 NONE TU NE TRF SIGNAL TURN 000 N 7A 06 0 INJ 01 DRVR INJC 48 F OR-Y 000 N 45 9 4.67 -122 49 52.39 OR<25 01 NONE 0 000 02 PSNG INJB 13 F 000 02 NONE 0 012 01 DRVR NONE 38 M OR-Y 000 OR<25 02698 N N N 07/24/2018 16 INTER CROSS N S-1STOP 01 NONE 0 NO RPT TU NE TRF SIGNAL REAR 000 N 4P 06 0 INJ 01 DRVR NONE 51 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 60 F OR-Y 000 OR<25 04933 N N N 12/23/2018 16 INTER CROSS N S-1STOP 01 NONE 0 NONE SU NE TRF SIGNAL REAR 000 N 6P 06 1 INJ 01 DRVR NONE 23 F OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 39 M OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJC 00 F 000 03590 N N N 10/12/2021 16 INTER CROSS N S-1STOP 01 NONE 0 NONE TU NE TRF SIGNAL REAR 000 N 1P 06 1 INJ 01 DRVR NONE 17 F OR-Y 000 N 45 9 4.67 -122 49 52.36 OR<25 02 NONE 0 011 01 DRVR INJC 33 F OR-Y 000 Gray fill indicates crashes that are duplicates or not intersection-related. 000 00 CAR PRVTE NE-SW 00 STOP 026 29 008100100S00 N DAY CAR 29 PACIFIC HY 99E N DRY PRVTE NE-SW 00 N HILLSBORO-SILV HY N CLR NE-SW 00 CAR 000 00 PRVTE STOP NE-SW 00 CAR 000 00 PRVTE STOP 008100100S00 NE-SW 00 N DARK CAR 026 29 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN 29 000 00 CAR PRVTE NE-SW 00 STOP 026 29 008100100S00 N DAY CAR 29 PACIFIC HY 99E N DRY PRVTE NE-SW 00 N HILLSBORO-SILV HY N CLR NE-SW 00 CAR 000 00 PRVTE STOP W -NE 00 CAR 000 00 PRVTE TURN-L 008100100S00 W -NE 00 N DAY CAR 002,026 08 PACIFIC HY 99E N WET PRVTE N DAY CAR N HILLSBORO-SILV HY N RAIN TURN-L 08 000 00 CAR V LRS LIGHT TYPE PRVTE NE-SW 00 STOP 026 29 008100100S00 SPCL USE M 29 PACIFIC HY 99E N DRY PRVTE NE-SW 00 N HILLSBORO-SILV HY N CLR TO ERROR CAUSE URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT MOVE N SECOND STREET SURF OWNER FROM I FIRST STREET OFFRD WTHR TRLR QTY J CITY STREET Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT OR<25 03029 N N N 07/26/2017 14 INTER CROSS N S-1STOP 01 NONE 0 NONE WE W TRF SIGNAL REAR 000 N 3P 06 1 INJ 01 DRVR NONE 48 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR>25 02 NONE 0 011 01 DRVR INJC 36 M OR-Y 000 OR>25 03108 N N N N N 08/01/2017 14 INTER CROSS N S-1STOP 01 NONE 1 CITY TU W L-GRN-SIG REAR 000 N 1P 06 1 INJ 01 DRVR INJC 55 M OTH-Y 000 N 45 9 4.66 -122 49 52.38 N-RES 02 NONE 0 011 01 DRVR INJC 20 F OR-Y 000 OR<25 02059 N N N N N 06/10/2018 14 INTER CROSS N S-1STOP 01 NONE 0 NO RPT SU W TRF SIGNAL REAR 000 N 4P 06 0 INJ 01 DRVR INJC 37 F OTH-Y 038 N 45 9 4.66 -122 49 52.38 N-RES 01 NONE 0 000 02 PSNG INJC 10 M 000 02 NONE 0 012 01 DRVR INJC 33 M OR-Y 000 OR<25 02 NONE 0 012 02 PSNG INJC 33 F 000 02894 N N N 08/05/2018 14 INTER CROSS N S-1STOP 01 NONE 0 CITY SU W TRF SIGNAL REAR 000 N 7P 06 0 INJ 01 DRVR NONE 20 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 23 M OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJC 50 F 000 02 NONE 0 011 03 PSNG NONE 01 M 000 00985 N N N 03/23/2018 14 INTER CROSS N S-1STOP 01 NONE 9 NO RPT FR W TRF SIGNAL REAR 000 N 11A 06 0 PDO 01 DRVR NONE 00 Unk UNK 000 W -E 00 N DAY CAR 000 00 PACIFIC HY 99E N WET N/A N HILLSBORO-SILV HY N RAIN 07 000 00 CAR PRVTE W -E 00 STOP 000 00 CAR PRVTE W -E 00 STOP 000 00 CAR PRVTE W -E 00 STOP 026 29 014000100S00 N DAY CAR 29 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N CLR W -E 00 CAR 000 00 PRVTE STOP W -E 00 CAR 000 00 PRVTE STOP W -E 00 CAR 000 00 PRVTE 014000100S00 W -E 00 N DAY CAR 016,026 27,29 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 27,29 000 00 CAR PRVTE W -E 00 STOP 043,026 07 014000100S00 N DAY SEMI TOW 07 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N CLR W -E 00 CAR 000 00 PRVTE STOP 014000100S00 W -E 00 N DAY SEMI TOW 026 29 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 29 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT N 45 9 4.66 -122 49 52.37 UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 00522 N N N 02/10/2019 14 INTER CROSS N S-1STOP 01 NONE 0 CITY SU W TRF SIGNAL REAR 000 N 2P 06 1 INJ 01 DRVR NONE 29 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR NONE 53 M NONE 000 OR<25 02 NONE 0 011 02 PSNG INJC 62 F 000 03385 N N N N N 11/08/2020 14 INTER CROSS N S-1STOP 01 NONE 0 CITY SU W STOP SIGN REAR 000 N 2P 09 1 INJ 01 DRVR NONE 24 M SUSP 000 N 45 9 4.67 -122 49 52.39 OR<25 02 NONE 0 011 01 DRVR INJC 64 M OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJC 64 F 000 03438 N N N N N 11/18/2020 14 INTER CROSS N S-1STOP 01 NONE 9 CITY WE W STOP SIGN REAR 000 N 7P 09 1 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.67 -122 49 52.38 UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 00746 N N N N N 03/10/2021 14 INTER CROSS N S-1STOP 01 NONE 0 CITY WE W TRF SIGNAL REAR 000 N 1P 06 1 INJ 01 DRVR NONE 32 M OR-Y 000 N 45 9 4.67 -122 49 52.41 OR>25 02 NONE 0 011 01 DRVR NONE 26 F OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJC 61 F 000 04764 N N N 12/24/2021 14 INTER CROSS N S-1STOP 01 NONE 9 004 CITY FR W STOP SIGN REAR 000 N 6P 09 1 PDO 01 DRVR NONE 00 Unk UNK 000 000 00 N DLIT CAR 29 PACIFIC HY 99E N DRY N/A W -E 00 N HILLSBORO-SILV HY N CLR W -E 00 CAR 000 00 PRVTE STOP W -E 00 CAR 000 00 PRVTE STOP 014000100S00 W -E 00 N DAY CAR 043,026 07 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 07 000 00 CAR N/A W -E 00 STOP 000 00 014000100S00 N DLIT CAR 27 PACIFIC HY 99E N WET N/A W -E 00 N HILLSBORO-SILV HY N RAIN W -E 00 CAR 000 00 PRVTE STOP W -E 00 CAR 000 00 PRVTE STOP 014000100S00 W -E 00 N DAY CAR 043,026 07 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 07 000 00 CAR PRVTE W -E 00 STOP 000 00 CAR PRVTE W -E 00 STOP 026 29 014000100S00 N DAY CAR 29 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N CLR W -E 00 SEMI TOW 000 00 N/A STOP 014000100S00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT N 45 9 4.68 -122 49 52.4 UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 00009 N N N N N 01/02/2018 14 INTER CROSS N O-1 L-TURN 01 NONE 0 CITY TU CN TRF SIGNAL TURN 000 N 7A 01 0 INJ 01 DRVR NONE 41 F OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 01 NONE 0 000 02 PSNG NONE 04 M 000 02 NONE 0 000 01 DRVR INJC 26 F OR-Y 038 OR<25 03454 N Y N N N 09/14/2018 14 INTER CROSS N S-1TURN 01 NONE 0 CITY FR CN TRF SIGNAL TURN 031 N 11P 04 1 INJ 01 DRVR INJA 18 M NONE 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 000 01 DRVR INJA 24 F OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJB 24 M 000 02 NONE 0 000 03 PSNG INJC 22 F 000 02 NONE 0 000 04 PSNG INJC 19 M 000 00976 N N N 03/16/2019 14 INTER CROSS N O-1 L-TURN 01 NONE 0 CITY SA CN TRF SIGNAL TURN 000 N 11A 04 0 INJ 01 DRVR INJB 57 F OR-Y 000 N 45 8 13.29 -122 50 38.06 OR>25 02 NONE 0 000 01 DRVR INJC 27 M OR-Y 000 OR<25 04717 N N N N N 11/25/2019 14 INTER CROSS N ANGL-OTH 01 NONE 9 CITY MO CN TRF SIGNAL ANGL 000 N 9P 01 0 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.67 -122 49 52.4 UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 000 00 CAR N/A E -W 00 000 00 008100100S00 N DLIT CAR 32,04,27 PACIFIC HY 99E N DRY N/A N -S 00 N HILLSBORO-SILV HY N CLR SW-NE 00 CAR 000 00 PRVTE 008100100S00 NE-E 00 N DAY CAR 028,004 02 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR TURN-L 02 000 00 CAR PRVTE NE-E 00 TURN-L 000 00 CAR PRVTE NE-E 00 TURN-L 000 00 CAR PRVTE NE-E 00 TURN-L 000 00 CAR PRVTE NE-E 00 TURN-L 051,020,034 33,04,05 008100100S00 N DLIT CAR 33,04,05 PACIFIC HY 99E N DRY PRVTE NE-SW 00 N HILLSBORO-SILV HY N CLR SW-W 00 CAR 016,028,004 27,02 PRVTE TURN-L NE-SW 00 CAR 000 00 PRVTE 008100100S00 NE-SW 00 N DAWN CAR 000 00 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 27,02 000 00 CAR N/A W -E 00 STOP 014000100S00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 01521 N N N N N 05/11/2021 14 INTER CROSS N PED 01 NONE 0 CITY TU CN TRF SIGNAL PED 000 N 7A 02 0 INJ 01 DRVR NONE 21 M OR-Y 026 N 45 8 13.3 -122 50 38.06 OR<25 01 PED INJB 15 M I XWLK 000 UN UN 03374 N Y N N N 09/28/2021 14 INTER CROSS N 01 NONE 0 CITY TU CN UNKNOWN REAR 000 N 7P 04 0 INJ 01 DRVR INJB 18 M NONE 000 N 45 9 4.68 -122 49 52.38 OR<25 02 NONE 0 000 01 DRVR NONE 27 F NONE 000 OR<25 04409 N N N 12/03/2021 14 INTER CROSS N O-1 L-TURN 01 NONE 9 NO RPT FR CN TRF SIGNAL TURN 000 N 9P 02 0 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 8 13.28 -122 50 38.09 UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 04610 N N N N N 12/15/2021 14 INTER CROSS N O-1 L-TURN 01 NONE 9 CITY WE CN TRF SIGNAL TURN 000 N 7P 01 0 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.64 -122 49 52.37 UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01946 N N N 05/18/2017 16 ALLEY N O-1 L-TURN 01 NONE 0 087 CITY TH NE (NONE) UNKNOWN TURN 000 087 N 5P 03 INJ 01 DRVR INJB 75 F OR-Y 000 N 45 9 9.61 -122 49 48.06 (04) OR<25 02 NONE 0 018 087 01 DRVR NONE 18 M OR-Y 000 OR<25 04413 N N N N N 10/18/2017 16 ALLEY N ANGL-OTH 01 NONE 0 CITY WE NE (NONE) UNKNOWN TURN 000 N 4P 03 INJ 01 DRVR INJB 34 F OR-Y 000 N 45 9 10.06 -122 49 47.67 (04) OR<25 01 NONE 0 000 02 PSNG NO<5 02 M 000 02 NONE 0 018 01 DRVR NONE 74 M OR-Y 000 028 02 CAR PRVTE W -NE 00 TURN-L 000 00 CAR PRVTE NE-SW 00 000 00 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY PRVTE NE-SW 00 N PACIFIC HY 99E N CLR SW-W 00 CAR 028,004 02 PRVTE TURN-L 008100100S00 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 02 000 00 CAR N/A NE-SW 00 000 00 008100100S00 N DLIT CAR 04 PACIFIC HY 99E N WET N/A SW-W 00 N HILLSBORO-SILV HY N RAIN TURN-L W -NE 00 CAR 000 00 N/A TURN-L 008100100S00 E -W 00 N DLIT CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N CLR 02 000 00 CAR PRVTE W -E 00 042 29 008100100S00 N DUSK CAR 29 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N CLR - 000 00 008100100S00 W -NE 00 N DAY CAR 029 40,02 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR TURN-L 40,02 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT OR<25 01367 N N N N N 04/08/2017 16 ALLEY N ANGL-OTH 01 NONE 9 082 CITY SA NE (NONE) UNKNOWN TURN 000 N 12P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 11.86 -122 49 46.09 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 00751 Y N N N N 03/04/2018 16 ALLEY N ANGL-OTH 01 NONE 0 CITY SU NE (NONE) UNKNOWN TURN 018 N 8P 01 INJ 01 DRVR INJB 18 M NONE 000 N 45 9 9.62 -122 49 48.05 (04) OR<25 02 NONE 0 000 01 DRVR NONE 31 M SUSP 000 OR<25 02 NONE 0 000 02 PSNG INJA 43 F 000 02 NONE 0 000 03 PSNG NONE 02 F 000 02 NONE 0 000 04 PSNG INJB 13 F 000 02 NONE 0 000 05 PSNG INJA 15 F 000 01139 N N N N N 04/06/2018 16 ALLEY N ANGL-OTH 01 NONE 0 082 CITY FR NE (NONE) UNKNOWN TURN 000 N 2P 04 INJ 01 DRVR INJC 39 F OR-Y 000 N 45 9 9.63 -122 49 48.04 (04) OR<25 02 NONE 0 018 01 DRVR INJC 17 F OR-Y 000 082 OR<25 02951 N N N N N 08/10/2018 16 ALLEY N ANGL-OTH 01 NONE 0 CITY FR NE (NONE) UNKNOWN TURN 018 N 5P 00 INJ 01 DRVR NONE 61 F OR-Y 000 N 45 9 9.61 -122 49 48.06 (04) OR>25 02 NONE 0 000 01 DRVR NONE 29 M OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 24 F 000 000 00 CAR PRVTE NE-SW 00 000 00 CAR PRVTE NE-SW 00 028 02 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY PRVTE W -NE 00 N PACIFIC HY 99E N CLR TURN-L W -NE 00 CAR 028 02 PRVTE TURN-L 008100100S00 NE-SW 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 27,02 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 047,001 01,08 008100100S00 N DLIT CAR 01,08 PACIFIC HY 99E N DRY PRVTE NE-W 00 N HILLSBORO-SILV HY Y CLR TURN-R W -NE 00 CAR 000 00 N/A TURN-L 008100100S00 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N WET N/A N PACIFIC HY 99E N RAIN 02 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 02 NONE 0 000 03 PSNG NONE 01 M 000 04918 N N N N N 12/21/2018 16 ALLEY N ANGL-OTH 01 NONE 0 082 CITY FR NE (NONE) UNKNOWN TURN 018 N 5P 04 INJ 01 DRVR INJA 31 F OR-Y 000 082 N 45 9 9.64 -122 49 48.04 (04) OR<25 02 NONE 0 000 01 DRVR INJC 28 F OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 18 F 000 02 NONE 0 000 03 PSNG INJC 06 F 000 03137 N N N N N 08/23/2018 16 ALLEY N ANGL-OTH 01 NONE 9 CITY TH NE (NONE) UNKNOWN TURN 018 N 1P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.6 -122 49 48.06 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 03633 N N N 09/26/2018 16 ALLEY N ANGL-OTH 01 NONE 9 NONE WE NE (NONE) UNKNOWN TURN 000 N 6P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.62 -122 49 48.05 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 00351 N N N N N 01/29/2019 16 ALLEY N O-1 L-TURN 01 NONE 0 CITY TU NE (NONE) STOP SIGN TURN 000 N 3P 04 INJ 01 DRVR INJC 22 F OR-Y 000 N 45 9 9.62 -122 49 48.09 (04) OR<25 01 NONE 0 000 02 PSNG INJC 46 F 000 01 NONE 0 000 03 PSNG INJC 26 F 000 02 NONE 0 019 01 DRVR NONE 55 M OR-Y 000 OR<25 028 02 CAR PRVTE SW-W 00 TURN-L 000 00 CAR PRVTE NE-SW 00 000 00 CAR PRVTE NE-SW 00 000 00 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY PRVTE NE-SW 00 N PACIFIC HY 99E N CLR W -NE 00 CAR 000 00 N/A TURN-L 008100100S00 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY N/A N PACIFIC HY 99E N CLR 02 000 00 CAR N/A NE-SW 00 000 00 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY N/A W -NE 00 N PACIFIC HY 99E N CLD TURN-L NE-SW 00 CAR 000 00 PRVTE NE-SW 00 CAR 000 00 PRVTE NE-SW 00 CAR 000 00 PRVTE 008100100S00 W -NE 00 N DLIT CAR 028 02 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR TURN-L 02 000 00 CAR PRVTE NE-SW 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 00913 N N N N N 03/11/2019 16 ALLEY N ANGL-OTH 01 NONE 0 CITY MO NE (NONE) L-TURN REF TURN 031 N 5P 05 INJ 01 DRVR NONE 35 M OR-Y 000 N 45 9 10.06 -122 49 47.7 (05) OR<25 02 NONE 0 018 01 DRVR INJC 32 M OR-Y 000 OR<25 03418 N N N N N 09/06/2019 16 ALLEY N ANGL-OTH 01 NONE 0 CITY FR NE (NONE) UNKNOWN TURN 018 N 6A 03 INJ 01 DRVR INJC 58 M OR-Y 000 N 45 9 9.63 -122 49 48.07 (04) OR<25 02 NONE 0 019 01 DRVR INJC 55 F OR-Y 000 OR<25 03537 N N N N N 09/13/2019 16 ALLEY N ANGL-OTH 01 NONE 9 CITY FR NE (NONE) L-TURN REF TURN 000 N 4P 05 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 10.09 -122 49 47.65 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 04864 N N N 12/05/2019 16 ALLEY N ANGL-OTH 01 NONE 9 NONE TH NE (NONE) L-TURN REF TURN 018 N 5P 05 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.6 -122 49 48.05 (05) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01910 N N N N N 06/30/2020 16 ALLEY N ANGL-OTH 01 NONE 0 CITY TU NE (NONE) L-TURN REF TURN 018 N 10A 05 INJ 01 DRVR INJB 50 M OR-Y 000 N 45 9 9.61 -122 49 48.07 (05) OR<25 02 NONE 0 000 01 DRVR INJB 28 F OR-Y 000 OR<25 03972 Y N N N N 12/30/2020 16 ALLEY N ANGL-OTH 01 NONE 9 082 CITY WE NE (NONE) UNKNOWN TURN 000 N 3P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.62 -122 49 48.08 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 01810 N N N 06/03/2021 16 ALLEY N ANGL-OTH 01 NONE 0 082 CITY TH NE (NONE) UNKNOWN TURN 000 N 4P 04 INJ 01 DRVR INJA 36 M OR-Y 000 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 27,02,40 000 00 CAR N/A W -NE 00 TURN-L 000 00 008100100S00 N DAY CAR 30 HILLSBORO-SILV HY N WET N/A NE-SW 00 N PACIFIC HY 99E N RAIN NE-SW 00 CAR 000 00 PRVTE 008100100S00 W -NE 00 N DAY CAR 028 02 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLD TURN-L 02 000 00 CAR N/A SW-NE 00 000 00 008100100S00 N DUSK CAR 02 HILLSBORO-SILV HY N DRY N/A E -SW 00 N PACIFIC HY 99E N CLR TURN-L W -NE 00 CAR 000 00 N/A TURN-L 008100100S00 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY N/A N PACIFIC HY 99E N CLR 02 000 00 CAR PRVTE SW-W 00 TURN-L 028 02 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY PRVTE W -NE 00 N PACIFIC HY 99E N CLD TURN-L W -NE 00 CAR 028 00 PRVTE TURN-L 008100100S00 NE-SW 00 N DAY CAR 032 50 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 50 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT N 45 9 9.61 -122 49 48.1 (04) OR<25 01 NONE 0 000 02 PSNG INJA 64 M 000 02 NONE 0 018 01 DRVR NONE 73 M OR-Y 038 082 OR<25 02817 N N N 08/18/2021 16 ALLEY N ANGL-OTH 01 NONE 9 NO RPT WE NE (NONE) UNKNOWN TURN 018 N 4P 05 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.63 -122 49 48.05 (05) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 03941 N N N 11/04/2021 16 ALLEY N ANGL-OTH 01 NONE 9 NONE TH NE (NONE) UNKNOWN TURN 018 N 12P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 6.91 -122 49 50.45 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 04345 N N N N N 12/01/2021 16 ALLEY N ANGL-OTH 01 NONE 9 CITY WE NE (NONE) UNKNOWN TURN 000 N 10A 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 9.62 -122 49 48.09 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 03587 N N N 08/31/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY TH SW (NONE) UNKNOWN TURN 018 N 3P 03 INJ 01 DRVR NONE 56 M OR-Y 000 N 45 9 2.01 -122 49 54.77 (04) OR<25 02 NONE 0 000 01 DRVR NONE 63 M OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 85 M 000 01647 N N N N N 04/29/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY SA W (NONE) UNKNOWN TURN 018 N 3P 03 INJ 01 DRVR NONE 70 M OR-Y 000 N 45 9 4.85 -122 49 59.98 (04) OR<25 02 NONE 0 000 01 DRVR INJB 70 M OR-Y 000 000 00 CAR PRVTE W -E 00 028 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE SW-W 00 N HILLSBORO-SILV HY N CLR TURN-L NE-SW 00 CAR 000 00 PRVTE NE-SW 00 CAR 000 00 PRVTE 008100100S00 W -NE 00 N DAY CAR 028 02 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR TURN-L 02 000 00 CAR N/A W -NE 00 TURN-L 000 00 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E N CLR NE-SW 00 CAR 000 00 N/A 008100100S00 W -SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N WET N/A N PACIFIC HY 99E N RAIN TURN-R 02 000 00 CAR N/A NE-SW 00 000 00 008100100S00 N DAY CAR 02 HILLSBORO-SILV HY N DRY N/A W -NE 00 N PACIFIC HY 99E N CLR TURN-L W -NE 00 CAR 028,016 27,02,40 PRVTE TURN-L NE-SW 00 CAR 000 00 PRVTE 008100100S00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT OR<25 02374 N N N N N 06/16/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY FR W (NONE) UNKNOWN TURN 000 N 2P 03 INJ 01 DRVR INJC 21 F OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 018 01 DRVR INJA 60 M OR-Y 000 OR<25 03017 N N N 07/25/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY TU W (NONE) UNKNOWN TURN 000 N 9A 00 INJ 01 DRVR NONE 18 F OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 000 01 DRVR INJC 21 F OR-Y 000 OR<25 04265 N N N N N 10/10/2017 14 ALLEY N ANGL-OTH 01 NONE 0 082 CITY TU W (NONE) UNKNOWN TURN 018 N 5P 05 INJ 01 DRVR NONE 19 M OR-Y 000 082 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 000 01 DRVR INJB 25 M OR-Y 000 OR<25 05058 N N N N N 11/22/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY WE W (NONE) UNKNOWN TURN 018 N 11A 06 INJ 01 DRVR NONE 00 M UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 0 000 01 DRVR NONE 76 M OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 75 F 000 05125 N N N N N 11/28/2017 14 ALLEY N O-1 L-TURN 01 NONE 0 CITY TU W (NONE) STOP SIGN TURN 000 N 5P 03 INJ 01 DRVR NONE 17 F OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 01 NONE 0 000 02 PSNG INJC 38 F 000 02 NONE 0 019 01 DRVR INJC 69 M OR-Y 000 OR>25 05402 N N N 12/13/2017 14 ALLEY N ANGL-OTH 01 NONE 0 CITY WE W (NONE) UNKNOWN TURN 018 N 6P 03 INJ 01 DRVR NONE 18 F NONE 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 028 02 014000100S00 N DLIT CAR 02 PACIFIC HY 99E N DRY PRVTE NE-E 00 N HILLSBORO-SILV HY N CLR TURN-L E -S 00 CAR 028 00 PRVTE TURN-L W -E 00 CAR 000 00 PRVTE 014000100S00 W -E 00 N DUSK CAR 015 10 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N CLD 10 000 00 CAR PRVTE E -W 00 000 00 CAR PRVTE E -W 00 028 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE NE-W 00 N HILLSBORO-SILV HY N CLR TURN-R E -W 00 CAR 000 00 PRVTE 014000100S00 NE-E 00 N DAY CAR 028 02 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN TURN-L 02 000 00 CAR PRVTE E -W 00 028 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE NE-E 00 N HILLSBORO-SILV HY N CLR TURN-L S -W 00 CAR 052,028 32,02 PRVTE TURN-L 014000100S00 W -E 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLD 32,02 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 02 NONE 0 000 01 DRVR INJB 51 F OR-Y 000 OR>25 02 NONE 0 000 02 PSNG INJB 74 F 000 02 NONE 0 000 03 PSNG INJC 21 F 000 00551 N N N N N 02/12/2017 14 ALLEY N ANGL-OTH 01 NONE 9 CITY SU W (NONE) STOP SIGN ANGL 018 N 2P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01271 N N N 04/03/2017 14 ALLEY N ANGL-OTH 01 NONE 9 CITY MO W (NONE) STOP SIGN ANGL 019 N 3P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 02890 N N N N N 07/17/2017 14 ALLEY N ANGL-OTH 01 NONE 9 CITY MO W (NONE) UNKNOWN ANGL 018 N 9A 06 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 03705 N N N N N 09/08/2017 14 ALLEY N O-1 L-TURN 01 NONE 9 CITY FR W (NONE) STOP SIGN TURN 000 N 11A 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.91 -122 50 2.26 (04) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 05079 N N N 11/24/2017 14 ALLEY N ANGL-OTH 01 NONE 9 NONE FR W (NONE) UNKNOWN TURN 018 N 12P 06 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 00888 N N N N N 03/15/2018 14 ALLEY N O-1 L-TURN 01 NONE 0 082 02 N HILLSBORO-SILV HY N RAIN E -W 00 CAR 000 00 N/A 014000100S00 NE-E 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N CLR TURN-L 02 000 00 CAR N/A E -S 00 TURN-L 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A W -E 00 N HILLSBORO-SILV HY N CLR E -W 00 CAR 000 00 N/A 014000100S00 NE-SW 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N CLR 02 000 00 CAR N/A W -E 00 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A N -S 00 N HILLSBORO-SILV HY N CLR E -W 00 CAR 000 00 N/A 014000100S00 N -S 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N UNK 02 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CITY TH W (NONE) UNKNOWN TURN 000 N 6P 04 INJ 01 DRVR INJC 48 M OR-Y 000 N 45 9 4.78 -122 49 56.94 (04) OR<25 01 NONE 0 000 02 PSNG INJC 16 F 000 01 NONE 0 000 03 PSNG INJC 15 M 000 01 NONE 0 000 04 PSNG INJC 13 F 000 02 NONE 0 019 01 DRVR NONE 45 M SUSP 000 082 OR<25 01284 N N N 04/16/2018 14 ALLEY N ANGL-OTH 01 NONE 0 CITY MO W (NONE) UNKNOWN TURN 000 N 1P 06 INJ 01 DRVR INJB 80 M OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR>25 01 NONE 0 000 02 PSNG INJB 71 F 000 02 NONE 0 018 01 DRVR NONE 21 M OR-Y 000 OR>25 01347 N N N 04/21/2018 14 ALLEY N O-1 L-TURN 01 NONE 0 CITY SA W (NONE) STOP SIGN TURN 019 N 10A 00 INJ 01 DRVR NONE 22 M OTH-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 000 01 DRVR INJC 34 F OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 33 M 000 03777 N N N N N 10/06/2018 14 ALLEY N ANGL-OTH 01 NONE 0 CITY SA W (NONE) UNKNOWN ANGL 018 N 12P 06 INJ 01 DRVR NONE 64 F OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 000 01 DRVR NONE 55 M OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 26 F 000 E -W 00 CAR 000 00 PRVTE E -W 00 CAR 000 00 PRVTE 014000100S00 NE-SW 00 N DAY CAR 028 02 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLD 02 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 028,004 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE E -SW 00 N HILLSBORO-SILV HY N CLD TURN-L NE-E 00 CAR 000 00 PRVTE TURN-L E -W 00 CAR 000 00 PRVTE 014000100S00 E -W 00 N DAY CAR 028 02 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN 02 028,004 02 CAR PRVTE E -SW 00 TURN-L 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 014000100S00 N DAY CAR PACIFIC HY 99E N WET PRVTE W -E 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 02006 N N N N N 06/07/2018 14 ALLEY N O-1 L-TURN 01 NONE 9 NONE TH W (NONE) UNKNOWN TURN 019 N 5P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.78 -122 49 56.93 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 03930 N N N 10/16/2018 14 ALLEY N ANGL-OTH 01 NONE 9 NONE TU W (NONE) UNKNOWN TURN 018 N 8P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.51 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 04978 N N N 12/26/2018 14 ALLEY N O-1 L-TURN 01 NONE 9 NONE WE W (NONE) UNKNOWN TURN 000 N 12P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.5 (04) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 00819 N N N N N 03/04/2019 14 ALLEY N ANGL-OTH 01 NONE 0 CITY MO W (NONE) STOP SIGN TURN 018 N 1P 04 INJ 01 DRVR NONE 21 M SUSP 000 N 45 9 4.9 -122 50 1.51 (04) OR<25 02 NONE 0 000 01 DRVR NONE 74 M OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 72 F 000 02 NONE 0 000 03 PSNG INJC 10 F 000 00887 N N N 03/09/2019 14 ALLEY N ANGL-OTH 01 NONE 0 NONE SA W (NONE) UNKNOWN TURN 018 N 9A 00 INJ 01 DRVR INJC 21 F OR-Y 000 N 45 9 4.89 -122 50 1.47 (04) OR<25 01 NONE 0 018 02 PSNG INJC 43 F 000 02 NONE 0 000 01 DRVR NONE 32 F OR-Y 000 OR<25 03748 N N N N N 09/27/2019 14 ALLEY N ANGL-OTH 01 NONE 0 082 CITY FR W (NONE) L-GRN-SIG TURN 000 W -E 00 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN 02 000 00 CAR PRVTE UN-UN 00 000 00 CAR PRVTE UN-UN 00 UNK 028 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE UN-UN 00 N HILLSBORO-SILV HY N CLR UNK W -E 00 CAR 000 00 PRVTE W -E 00 CAR 000 00 PRVTE W -E 00 CAR 000 00 PRVTE 014000100S00 SW-W 00 N DAY CAR 028 02 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR TURN-L 02 000 00 CAR N/A E -SW 00 TURN-L 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N WET N/A W -E 00 N HILLSBORO-SILV HY N CLD UN-UN 00 CAR 000 00 N/A 014000100S00 UN-UN 00 N DLIT CAR 000 00 PACIFIC HY 99E N UNK N/A N HILLSBORO-SILV HY N UNK UNK 02 000 00 CAR N/A W -E 00 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A E -SW 00 N HILLSBORO-SILV HY N CLR TURN-L Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT N 4P 05 INJ 01 DRVR NONE 17 F OR-Y 000 N 45 9 4.79 -122 49 56.92 (05) OR<25 01 NONE 0 000 02 PSNG INJC 52 M 000 02 NONE 0 018 01 DRVR INJC 30 F OR-Y 000 082 OR<25 02 NONE 0 018 02 PSNG INJC 48 F 000 02 NONE 0 018 03 PSNG INJC 08 F 000 02 NONE 0 018 04 PSNG INJC 02 F 000 02 NONE 0 018 05 PSNG INJC 01 F 000 03856 N N N N N 10/04/2019 14 ALLEY N O-1 L-TURN 01 NONE 0 CITY FR W (NONE) UNKNOWN TURN 019 N 5P 03 INJ 01 DRVR INJC 37 M OR-Y 000 N 45 9 4.79 -122 49 56.92 (04) OR<25 02 NONE 0 000 01 DRVR INJB 25 F OR-Y 000 OR<25 00856 N N N 03/08/2019 14 ALLEY N O-1 L-TURN 01 NONE 9 CITY FR W (NONE) STOP SIGN TURN 000 N 5P 06 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.91 -122 50 1.5 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01057 N N N 03/22/2019 14 ALLEY N O-OTHER 01 NONE 9 NONE FR W (NONE) R-GRN-SIG TURN 019 N 4P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.77 -122 49 56.94 (04) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 01857 N N N 05/02/2019 14 ALLEY N ANGL-OTH 01 NONE 9 NONE TH W (NONE) UNKNOWN TURN 000 N 11A 05 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.88 -122 50 1.51 (04) UNK 014000100S00 E -W 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N CLR 02 000 00 CAR N/A W -SW 00 TURN-R 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A E -SW 00 N HILLSBORO-SILV HY N CLR TURN-L E -W 00 CAR 000 00 N/A 014000100S00 W -NE 00 N DUSK CAR 000 00 PACIFIC HY 99E N WET N/A N HILLSBORO-SILV HY N RAIN TURN-L 02 000 00 CAR PRVTE W -E 00 028,004 02 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE E -SW 00 N HILLSBORO-SILV HY N CLR TURN-L SW-W 00 CAR 000 00 PRVTE TURN-L SW-W 00 CAR 000 00 PRVTE TURN-L SW-W 00 CAR 000 00 PRVTE TURN-L SW-W 00 CAR 000 00 PRVTE TURN-L SW-W 00 CAR 028 02 PRVTE TURN-L W -E 00 CAR 000 00 PRVTE 014000100S00 N DAY CAR 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 01710 N N N N N 06/12/2020 14 ALLEY N ANGL-OTH 01 NONE 0 CITY FR W (NONE) STOP SIGN TURN 000 N 9A 00 INJ 01 DRVR INJC 23 F OR-Y 000 N 45 9 4.89 -122 50 1.49 (04) OR>25 01 NONE 0 000 02 PSNG INJC 34 F 000 02 NONE 0 018 01 DRVR INJC 16 M OR-Y 000 OR<25 02 NONE 0 018 02 PSNG INJC 45 F 000 03728 N N N 12/11/2020 14 ALLEY N ANGL-OTH 01 NONE 0 CITY FR W (NONE) UNKNOWN TURN 000 N 12P 05 INJ 01 DRVR INJC 70 M OR-Y 000 N 45 9 4.89 -122 50 1.5 (04) OR<25 02 NONE 0 018 01 DRVR INJC 28 F OR-Y 000 OR<25 01824 N N N N N 06/23/2020 14 ALLEY N ANGL-OTH 01 NONE 9 082 CITY TU W (NONE) STOP SIGN TURN 018 N 9A 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.51 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 00764 N N N N N 03/12/2021 14 ALLEY N ANGL-OTH 01 NONE 0 CITY FR W (NONE) STOP SIGN ANGL 000 N 3P 03 INJ 01 DRVR INJC 53 F SUSP 000 N 45 9 4.89 -122 50 1.49 (04) OR<25 02 NONE 0 019 01 DRVR NONE 24 M OR-Y 000 OR<25 01305 N N N N N 04/23/2021 14 ALLEY N O-1 L-TURN 01 NONE 0 CITY FR W (NONE) STOP SIGN TURN 000 N 11A 00 INJ 01 DRVR INJC 43 M OR-Y 000 N 45 9 4.9 -122 50 1.52 (04) OR<25 02 NONE 0 019 01 DRVR INJB 26 M SUSP 000 OR<25 00148 N N N N N 01/15/2021 14 ALLEY N ANGL-OTH 01 NONE 9 N HILLSBORO-SILV HY N RAIN TURN-L 02,27 028,004 02 CAR PRVTE E -S 00 TURN-L 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N CLR N -S 00 CAR 028 02 PRVTE 014000100S00 W -E 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 02 000 00 CAR N/A W -E 00 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A S -W 00 N HILLSBORO-SILV HY N CLR TURN-L NE-E 00 CAR 000 00 PRVTE TURN-L 014000100S00 E -W 00 N DAY CAR 028 02 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN 02 000 00 CAR PRVTE NE-E 00 TURN-L 028 02 CAR PRVTE NE-E 00 TURN-L 000 00 CAR PRVTE E -W 00 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N WET PRVTE E -W 00 N HILLSBORO-SILV HY N RAIN N -E 00 CAR 000 00 N/A TURN-L Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CITY FR W (NONE) UNKNOWN TURN 018 N 12P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.88 -122 50 1.52 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01781 N N N 06/01/2021 14 ALLEY N O-1 L-TURN 01 NONE 9 082 CITY TU W (NONE) UNKNOWN TURN 000 N 2P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.88 -122 50 1.51 (04) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 03393 N N N N N 09/01/2021 14 ALLEY N ANGL-OTH 01 NONE 0 CITY WE W (NONE) UNKNOWN TURN 018 N 10A 00 INJ 01 DRVR NONE 20 F OR-Y 000 N 45 9 4.9 -122 50 1.51 (04) OR<25 02 NONE 0 000 01 DRVR NONE 30 F OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 01 M 000 02 NONE 0 000 03 PSNG INJC 05 F 000 04117 N N N 11/15/2021 14 ALLEY N ANGL-OTH 01 NONE 9 CITY MO W (NONE) R-GRN-SIG TURN 000 N 3P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.51 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 04181 N N N N N 11/20/2021 14 ALLEY N ANGL-OTH 01 NONE 9 CITY SA W (NONE) STOP SIGN TURN 000 N 10A 05 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.89 -122 50 1.52 (04) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 00941 N N N 03/10/2017 16 N 01 NONE 0 NONE FR NE (NONE) L-TURN REF REAR 000 N 8A 05 INJ 01 DRVR NONE 33 F OR-Y 000 N 45 9 7.36 -122 49 50.02 (05) OR>25 02 NONE 0 000 01 DRVR INJC 37 F OR-Y 000 000 00 CAR PRVTE SW-NE 00 042 29 008100100S00 N DAY CAR 29 HILLSBORO-SILV HY N DRY PRVTE SW-NE 00 N PACIFIC HY 99E N CLR N -E 00 CAR 000 00 N/A TURN-L 014000100S00 E -W 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY N/A N HILLSBORO-SILV HY N CLR 02 000 00 CAR N/A W -E 00 000 00 014000100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A S -W 00 N HILLSBORO-SILV HY N CLR TURN-L E -W 00 CAR 000 00 PRVTE E -W 00 CAR 000 00 PRVTE E -W 00 CAR 000 00 PRVTE 014000100S00 N -W 00 N DAY CAR 028 02 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR TURN-R 02 000 00 CAR N/A E -SW 00 TURN-L 000 00 014000100S00 N DAY CAR 40,02 PACIFIC HY 99E N DRY N/A W -E 00 N HILLSBORO-SILV HY N CLR E -W 00 CAR 000 00 N/A 014000100S00 NE-E 00 N DAY CAR 000 00 PACIFIC HY 99E N WET N/A Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT OR<25 04036 N N N 09/26/2017 16 Y O-1STOP 01 NONE 9 CITY TU NE (NONE) UNKNOWN BACK 000 N 3P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 6.01 -122 49 51.2 (04) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 01795 N N N 05/25/2018 16 Y S-1STOP 01 NONE 0 NONE FR NE (NONE) UNKNOWN REAR 000 N 4P 00 INJ 01 DRVR NONE 39 M OR-Y 000 N 45 9 6.01 -122 49 51.2 (04) OR<25 02 NONE 0 011 01 DRVR INJC 64 F OR-Y 000 OR<25 03079 N N N 08/20/2018 16 Y S-1STOP 01 NONE 0 NONE MO NE (NONE) UNKNOWN REAR 000 N 12P 00 INJ 01 DRVR NONE 47 M OR-Y 000 N 45 9 6.46 -122 49 50.81 (04) OR<25 02 NONE 0 011 01 DRVR INJC 48 M OR-Y 000 OR>25 01459 N N N 04/30/2018 16 Y S-1STOP 01 NONE 9 NONE MO NE (NONE) UNKNOWN REAR 000 N 3P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 7.39 -122 49 50.02 (04) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 02935 N N N 08/09/2018 16 N S-1STOP 01 NONE 9 NONE TH NE (NONE) UNKNOWN REAR 000 N 3P 00 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 5.56 -122 49 51.59 (04) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 02981 N N N 08/12/2018 16 Y 01 NONE 9 NONE SU NE (NONE) UNKNOWN REAR 000 N UNK 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 6.00 -122 49 51.21 (04) UNK 02 NONE 9 006 01 DRVR NONE 00 Unk UNK 000 UNK 04261 N N N N N 10/28/2019 16 Y S-1STOP 01 NONE 0 N PACIFIC HY 99E N CLR 13 000 00 CAR N/A NE-SW 00 000 00 008100100S00 N DAY CAR 22 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E N CLR NE-SW 00 CAR 000 00 N/A STOP 008100100S00 NE-SW 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY N/A N PACIFIC HY 99E N CLR 29 000 00 CAR N/A NE-SW 00 STOP 000 00 008100100S00 N DAY CAR 29 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E N CLR NE-SW 00 CAR 000 00 PRVTE STOP 008100100S00 NE-SW 00 N DAY CAR 026 29 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 29 000 00 CAR PRVTE NE-SW 00 STOP 026 29 008100100S00 N DAY CAR 29 HILLSBORO-SILV HY N DRY PRVTE NE-SW 00 N PACIFIC HY 99E N CLR UN-UN 00 CAR 000 00 N/A STOP 008100100S00 UN-UN 00 N DAY CAR 000 00 HILLSBORO-SILV HY N DRY N/A N PACIFIC HY 99E N CLR BACK 10 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CITY MO NE (NONE) UNKNOWN REAR 000 N 1P 04 INJ 01 DRVR INJC 20 F OR-Y 000 N 45 9 6.46 -122 49 50.81 (04) OR<25 01 NONE 0 000 02 PSNG INJC 46 F 000 02 NONE 0 000 01 DRVR NONE 37 M OR-Y 000 OR<25 02138 N N N 06/06/2019 16 Y S-1STOP 01 NONE 9 CITY TH NE (NONE) UNKNOWN REAR 000 N 12P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 5.56 -122 49 51.59 (04) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 01845 N Y N N N 06/21/2020 16 Y S-1STOP 01 NONE 0 CITY SU NE (NONE) UNKNOWN REAR 000 N 3P 04 INJ 01 DRVR NONE 64 M OR-Y 000 N 45 9 5.58 -122 49 51.62 (04) OR<25 02 NONE 0 011 01 DRVR INJC 26 M OR-Y 000 OR<25 01279 N N N N N 04/21/2021 16 Y S-1STOP 01 NONE 0 CITY WE NE (NONE) UNKNOWN REAR 000 N 5P 00 INJ 01 DRVR NONE 52 F OR-Y 025 N 45 9 6.46 -122 49 50.83 (04) OR<25 02 NONE 0 011 01 DRVR INJB 54 F OR-Y 000 OR<25 02776 N N N N N 07/12/2017 14 N FIX OBJ 01 NONE 0 050,001 CITY WE SW (NONE) UNKNOWN FIX 000 050 Y 9P 04 INJ 01 DRVR INJA 45 M OR-Y 000 001 N 45 9 .23 -122 49 56.35 (04) OR<25 04642 N N N 12/05/2018 14 Y S-1STOP 01 NONE 0 NONE WE SW (NONE) UNKNOWN REAR 000 N 5A 05 INJ 01 DRVR NONE 28 F OR-Y 000 N 45 9 3.79 -122 49 53.16 (04) OR<25 01 NONE 0 000 02 PSNG NONE 01 M 000 02 NONE 0 011 01 DRVR INJC 61 M OR-Y 000 OR<25 000 00 CAR PRVTE SW-NE 00 STOP 000 00 CAR PRVTE SW-NE 00 026 29 008100100S00 N DLIT CAR 29 HILLSBORO-SILV HY N ICE PRVTE SW-NE 00 N PACIFIC HY 99E N FOG 008100100S00 NE-SW 00 N DUSK 081 10 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E Y CLR 10 000 00 CAR PRVTE NE-SW 00 STOP 026 16 008100100S00 N DAY CAR 16 HILLSBORO-SILV HY N DRY PRVTE NE-SW 00 N PACIFIC HY 99E N CLR NE-SW 00 CAR 000 00 PRVTE STOP 008100100S00 NE-SW 00 N DAY CAR 026 29 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 29 000 00 CAR N/A NE-SW 00 STOP 000 00 008100100S00 N DAY CAR 07 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E N CLD NE-SW 00 CAR 000 00 PRVTE NE-SW 00 CAR 000 00 PRVTE 008100100S00 NE-SW 00 N DAY CAR 045 13 HILLSBORO-SILV HY N DRY PRVTE Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 00432 Y Y N N N 02/04/2019 14 N FIX OBJ 01 NONE 0 040,001 CITY MO SW (NONE) UNKNOWN FIX 000 040 Y 1A 00 INJ 01 DRVR INJB 22 M OR-Y 000 001 N 45 9 2.02 -122 49 54.76 (04) OR<25 01559 N N N 04/27/2019 14 N 01 NONE 9 NONE SA SW (NONE) UNKNOWN SS-O 000 N 11A 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 2.43 -122 49 54.37 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01231 N N N N N 04/11/2020 14 N S-1STOP 01 NONE 0 CITY SA SW (NONE) UNKNOWN REAR 000 N 11A 03 INJ 01 DRVR INJC 22 F OR-Y 038 N 45 9 2.46 -122 49 54.4 (04) OR<25 02 NONE 0 011 01 DRVR INJC 31 M OR-Y 000 OR<25 02285 N Y N 08/02/2020 14 N FIX OBJ 01 NONE 9 050 CITY SU SW UNKNOWN FIX 000 Y 8P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 2.88 -122 49 53.98 (04) UNK 00994 N N N 03/14/2017 14 N 01 NONE 0 087 CITY TU W (NONE) UNKNOWN SS-O 000 087 N 5P 03 INJ 01 DRVR INJC 75 M OR-Y 000 N 45 9 4.85 -122 49 59.98 (04) OR<25 01 NONE 0 000 087 02 PSNG INJC 74 F 000 02 NONE 0 000 01 DRVR INJC 41 M OTH-Y 000 N-RES 00265 N N N 01/20/2017 14 Y S-1STOP 01 NONE 9 CITY FR W (NONE) UNKNOWN REAR 000 N 7A 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.74 -122 49 55.42 (04) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 04450 N N N N N 11/19/2018 14 Y S-1STOP 01 NONE 0 CITY MO W (NONE) UNKNOWN REAR 000 N 5P 04 INJ 01 DRVR INJC 36 F OR-Y 038 N 45 9 4.87 -122 50 .75 (04) OR<25 02 NONE 0 011 W -E 00 PRVTE STOP 014000100S00 W -E 00 N DLIT CAR 016,026 27,29 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 27,29 000 00 CAR N/A W -E 00 STOP 000 00 014000100S00 N DAY CAR 07 PACIFIC HY 99E N WET N/A W -E 00 N HILLSBORO-SILV HY N CLD W -E 00 CAR 000 00 PRVTE W -E 00 CAR 000 00 PRVTE 014000100S00 W -E 00 N DAY CAR 045 13 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY N RAIN 13 000 00 008100100S00 N DUSK CAR 10 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E Y CLR NE-SW 00 CAR 000 00 PRVTE STOP 008100100S00 NE-SW 00 Y DAY CAR 016,026 27,29 HILLSBORO-SILV HY N DRY PRVTE N PACIFIC HY 99E N CLR 27,29 000 00 CAR N/A NE-SW 00 000 00 008100100S00 N DAY CAR 13 HILLSBORO-SILV HY N DRY N/A NE-SW 00 N PACIFIC HY 99E N CLR 008100100S00 UN-UN 00 N DLIT 051,050,081 33,30 HILLSBORO-SILV HY N WET PRVTE N PACIFIC HY 99E Y RAIN 33,30 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 01 DRVR INJC 52 M OR-Y 000 OR<25 01209 N N N N N 04/04/2019 14 Y S-1STOP 01 NONE 0 CITY TH W (NONE) L-GRN-SIG REAR 000 N 12P 04 INJ 01 DRVR NONE 31 M OR-Y 025 N 45 9 4.71 -122 49 54.66 (04) OR<25 02 NONE 0 012 01 DRVR INJC 53 M OR-Y 000 OR<25 03192 N N N N N 10/23/2020 14 N ANGL-OTH 01 NONE 0 CITY FR W (NONE) UNKNOWN TURN 000 N 10A 04 INJ 01 DRVR INJB 84 M OR-Y 000 N 45 9 4.89 -122 50 1.51 (04) OR<25 01 NONE 0 000 02 PSNG INJB 83 F 000 02 NONE 0 018 01 DRVR NONE 25 M SUSP 038 OR<25 03535 N N N N N 11/20/2020 14 Y S-1STOP 01 NONE 0 CITY FR W (NONE) UNKNOWN REAR 000 N 8P 03 INJ 01 DRVR NONE 69 F OTH-Y 000 N 45 9 4.71 -122 49 53.9 (04) N-RES 02 NONE 0 011 01 DRVR INJC 20 F OR-Y 000 OR<25 00183 N N N N N 01/20/2021 14 N FIX OBJ 01 NONE 0 040,062 CITY WE W (NONE) UNKNOWN FIX 000 040,062 Y 10P 00 INJ 01 DRVR INJA 25 M NONE 028 N 45 9 5.04 -122 50 7.59 (04) OR>25 01 NONE 0 000 040,062 02 PSNG INJC 00 F 000 02140 N N N N N 06/28/2021 14 Y ANGL-STP 01 NONE 0 082 CITY MO W (NONE) L-TURN REF TURN 018 N 11A 05 INJ 01 DRVR NONE 66 M OR-Y 000 082 N 45 9 4.91 -122 50 1.53 (05) OR<25 01 NONE 0 018 02 PSNG INJB 63 F 000 02 NONE 0 012 01 DRVR NONE 26 M OR-Y 000 OR<25 02 NONE 0 012 02 PSNG INJC 24 F 000 000 00 CAR PRVTE W -E 00 STOP 000 00 CAR PRVTE W -E 00 STOP 000 00 CAR PRVTE SW-W 00 TURN-L 028 40,02 014000100S00 N DAY CAR 40,02 PACIFIC HY 99E N DRY PRVTE SW-W 00 N HILLSBORO-SILV HY N CLR TURN-L W -E 00 CAR 000 00 PRVTE 014000100S00 W -E 00 N DLIT CAR 083,081 17 PACIFIC HY 99E N WET PRVTE N HILLSBORO-SILV HY Y CLD 17 000 00 CAR PRVTE W -E 00 STOP 026 29 014000100S00 N DLIT CAR 29 PACIFIC HY 99E N DRY PRVTE W -E 00 N HILLSBORO-SILV HY N FOG N -E 00 CAR 016,028 02,27 PRVTE TURN-L E -W 00 CAR 000 00 PRVTE 014000100S00 E -W 00 N DAY CAR 000 00 PACIFIC HY 99E N DRY PRVTE N HILLSBORO-SILV HY N CLR 02,27 000 00 CAR PRVTE W -E 00 STOP 026 16 014000100S00 N DAY CAR 16 PACIFIC HY 99E N WET PRVTE W -E 00 N HILLSBORO-SILV HY N CLD CAR 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Gray fill indicates crashes that are duplicates or not intersection-related. URBAN NON-SYSTEM CRASH LISTING CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and HILLSBORO-SILV HY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 106 of 106 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT 00889 N N N 03/24/2021 14 Y 01 NONE 9 CITY WE W (NONE) L-GRN-SIG SS-O 000 N 11A 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.7 -122 49 53.89 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK W -E 00 CAR 000 00 N/A 014000100S00 W -E 00 N DAY CAR 000 00 PACIFIC HY 99E N WET N/A N HILLSBORO-SILV HY N CLD 13 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- S D SER# P R S W DATE CLASS INT-TYPE INVEST E A U C O DAY DIST RD CHAR (MEDIAN) INT-REL CRASH A S RD DPT E L G H R TIME FROM DIRECT LEGS TRAF- COLL PRTC INJ G E LICNS PED UNLOC? D C S L K LAT LONG LOCTN (#LANES) CONTL V# P# TYPE E X RES LOC ACT EVENT 03473 N N N 08/06/2017 16 INTER CROSS N S-1STOP 01 NONE 9 NONE SU E TRF SIGNAL REAR 000 N 12P 06 0 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.66 -122 49 52.38 UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 00100 N N N 01/11/2018 16 INTER CROSS N O-1STOP 01 NONE 0 NO RPT TH E TRF SIGNAL BACK 000 N 6A 06 0 INJ 01 DRVR NONE 32 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 48 F OR-Y 000 OR<25 00346 N N N N N 01/27/2017 14 INTER CROSS N S-1STOP 01 NONE 0 CITY FR S TRF SIGNAL REAR 000 N 10A 06 1 INJ 01 DRVR NONE 56 F OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 011 01 DRVR INJC 29 F OR-Y 000 OR<25 03610 N N N 09/25/2018 14 INTER CROSS N S-1STOP 01 UNKN 0 NO RPT TU S TRF SIGNAL REAR 000 N 8P 06 0 INJ 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.66 -122 49 52.38 UNK 02 NONE 0 011 01 DRVR INJC 40 M OR-Y 000 OR<25 01056 N N N 03/30/2018 14 INTER CROSS N S-1STOP 01 NONE 9 NONE FR S TRF SIGNAL REAR 000 N 1P 06 1 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.66 -122 49 52.38 UNK 02 NONE 9 012 01 DRVR NONE 00 Unk UNK 000 UNK 00184 N N N N N 01/13/2020 14 INTER CROSS N S-1STOP 01 NONE 1 CITY MO S TRF SIGNAL REAR 000 N 3P 06 1 INJ 01 DRVR NONE 56 M OR-Y 000 N 45 9 4.67 -122 49 52.39 OR<25 02 NONE 0 CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. M CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. N SECOND STREET SURF OWNER FROM I FIRST STREET OFFRD WTHR TRLR QTY MOVE J CITY STREET SPCL USE 29 PACIFIC HY 99E N UNK N/A E -W 00 N WOODBURN-ESTACADA H N UNK ERROR CAUSE V LRS LIGHT TYPE TO N/A E -W 00 STOP 000 00 016100100S00 N DAY CAR 000 00 CAR 011 10 016100100S00 N DLIT CAR 10 PACIFIC HY 99E N WET PRVTE W -E 00 N WOODBURN-ESTACADA H N RAIN BACK 000 00 CAR PRVTE E -W 00 STOP 07 PACIFIC HY 99E N WET PRVTE S -N 00 N WOODBURN-ESTACADA H N FOG PRVTE S -N 00 STOP 043,026 07 008100100S00 N DAY CAR 000 00 CAR 026 29 008100100S00 N DLIT UNKNOWN 29 PACIFIC HY 99E N DRY UNKN S -N 00 N WOODBURN-ESTACADA H N CLR 000 00 CAR PRVTE S -N 00 STOP 29 WOODBURN-ESTACADA H N DRY N/A S -N 00 N PACIFIC HY 99E N CLR N/A S -N 00 STOP 000 00 008100100S00 N DAY CAR 000 00 CAR 026 00 008100100S00 N DAY SEMI TOW 10 PACIFIC HY 99E N WET PRVTE S -N 00 N WOODBURN-ESTACADA H N RAIN STOP Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. 011 01 DRVR INJC 29 M NONE 000 OR<25 00540 N N N 02/07/2020 14 INTER CROSS N S-1STOP 01 UNKN 0 NO RPT FR S TRF SIGNAL REAR 000 N 5A 06 1 INJ 01 DRVR NONE 00 M UNK 000 N 45 9 4.65 -122 49 52.39 UNK 02 NONE 0 011 01 DRVR INJC 41 M OTH-Y 000 N-RES 04760 N N N N N 12/24/2021 16 INTER CROSS N S-1STOP 01 NONE 1 CITY FR S TRF SIGNAL REAR 000 N 12P 06 1 INJ 01 DRVR NONE 31 M SUSP 000 N 45 9 4.66 -122 49 52.41 OR<25 02 NONE 0 011 01 DRVR NONE 52 M OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJA 58 F 000 01457 N N N N N 05/07/2021 14 INTER CROSS N S-1STOP 01 NONE 9 CITY FR S TRF SIGNAL REAR 000 N 8P 06 1 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.68 -122 49 52.37 UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 04476 N N N 10/21/2017 14 INTER CROSS N ANGL-OTH 01 NONE 0 NO RPT SA CN TRF SIGNAL TURN 000 N 7P 02 0 INJ 01 DRVR NONE 29 M OR-Y 000 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 1 000 01 DRVR INJB 59 F OR-Y 000 OR<25 05532 N N N N N 12/21/2017 14 INTER CROSS N O-1 L-TURN 01 NONE 0 CITY TH CN TRF SIGNAL TURN 022 N 5P 04 0 INJ 01 DRVR NONE 42 F OR-Y 022 N 45 9 4.66 -122 49 52.38 OR<25 02 NONE 0 000 01 DRVR INJC 70 F OR-Y 000 OR<25 03 NONE 0 022 01 DRVR NONE 26 M OR-Y 022 OR<25 009 10 CAR PRVTE S -N 00 29 PACIFIC HY 99E N DRY UNKN S -N 00 N WOODBURN-ESTACADA H N CLR PRVTE S -N 00 STOP 026 29 008100100S00 N DLIT UNKNOWN 000 00 CAR 043,026 07 008100100S00 N DAY CAR 07 PACIFIC HY 99E N WET PRVTE S -N 00 N WOODBURN-ESTACADA H N RAIN 000 00 CAR PRVTE S -N 00 STOP 000 00 CAR PRVTE S -N 00 STOP 33,27,29 PACIFIC HY 99E N DRY N/A S -N 00 N WOODBURN-ESTACADA H N CLR N/A S -N 00 STOP 000 00 008100100S00 N DAY CAR 000 00 CAR 028 02 008100100S00 N DLIT CAR 02 PACIFIC HY 99E N WET PRVTE E -N 00 N WOODBURN-ESTACADA H N RAIN TURN-R 000 00 CAR PRVTE S -N 00 04 PACIFIC HY 99E N DRY PRVTE N -E 00 N WOODBURN-ESTACADA H N CLD TURN-L PRVTE S -N 00 020 04 008100100S00 N DLIT CAR PRVTE S -N 00 000 00 CAR 000 00 CAR Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. 04442 N N N 10/20/2017 14 INTER CROSS N ANGL-OTH 01 NONE 9 NONE FR CN TRF SIGNAL TURN 000 N 2P 02 0 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.66 -122 49 52.38 UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 01605 N N N 05/31/2020 14 INTER CROSS N ANGL-OTH 01 NONE 0 CITY SU CN TRF SIGNAL TURN 000 N 7P 04 1 INJ 01 DRVR NONE 24 M OTH-Y 000 N 45 9 4.65 -122 49 52.38 OR<25 02 NONE 0 000 01 DRVR INJC 38 F OR-Y 000 OR<25 01913 Y N N N N 06/17/2021 16 ALLEY N O-1 L-TURN 01 NONE 0 001,010 CITY TH N (NONE) L-TURN REF TURN 031 010 N 6A 07 FAT 01 DRVR KILL 36 M OR-Y 000 001 N 45 9 9.6 -122 49 48.06 (04) OR<25 02 NONE 0 019 01 DRVR INJA 21 M OR-Y 000 OR<25 04591 N N N N N 10/28/2017 16 ALLEY N S-1TURN 01 NONE 0 001 CITY SA E (NONE) UNKNOWN TURN 031 N 6P 04 INJ 01 DRVR INJB 60 M OR-Y 000 001 N 45 9 4.48 -122 49 48.84 (02) OR<25 02 NONE 0 000 01 DRVR NONE 21 F OR-Y 000 OR<25 01221 N N N N N 03/30/2017 16 ALLEY N O-OTHER 01 NONE 9 STATE TH E (NONE) STOP SIGN TURN 019 N 2P 02 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.46 -122 49 47.42 (02) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 04085 N N N 08/30/2018 16 ALLEY N ANGL-OTH 01 NONE 0 NONE TH E (NONE) STOP SIGN TURN 018 N 3P 04 INJ 01 DRVR NONE 71 F OTH-Y 000 N 45 9 4.45 -122 49 46.7 (02) N-RES 02 NONE 0 019 01 DRVR INJC 43 F OR-Y 000 OR<25 04853 N N N 12/17/2018 16 ALLEY N ANGL-OTH 01 NONE 0 NONE MO E (NONE) UNKNOWN TURN 018 N 7A 04 INJ 01 DRVR NONE 48 F OR-Y 000 000 00 008100100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A E -N 00 N WOODBURN-ESTACADA H N CLR TURN-R 000 00 CAR N/A S -N 00 04 PACIFIC HY 99E N DRY PRVTE W -E 00 N WOODBURN-ESTACADA H N CLR PRVTE S -W 00 TURN-L 020 04 014000100S00 N DAY CAR 000 00 CAR 047,031,042 01,06,50 008100100S00 N DAWN 01,06,50 WOODBURN-ESTACADA H N DRY PRVTE S -N 00 N PACIFIC HY 99E N CLR 000 00 CAR PRVTE N -E 00 TURN-L 06 PACIFIC HY 99E N DRY PRVTE W -E 00 N WOODBURN-ESTACADA H N CLR PRVTE W -N 00 TURN-L 032 06 016100100S00 N DUSK 000 00 CAR 000 00 016100100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A E -S 00 N WOODBURN-ESTACADA H Y CLR TURN-L 000 00 CAR N/A W -E 00 02 PACIFIC HY 99E N DRY PRVTE S -W 00 N WOODBURN-ESTACADA H N CLR TURN-L PRVTE E -S 00 TURN-L 028 02 016100100S00 N DAY CAR 000 00 CAR 028 02 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE S -W 00 N WOODBURN-ESTACADA H N CLR TURN-L Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. N 45 9 4.45 -122 49 46.71 (02) OR<25 02 NONE 0 000 01 DRVR INJC 18 M OR-Y 000 OR<25 02091 N N N 06/11/2018 16 ALLEY N O-1 L-TURN 01 NONE 9 CITY MO E (NONE) STOP SIGN TURN 000 N 7P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.46 -122 49 46.7 (02) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 00435 N N N N N 02/04/2019 16 ALLEY N ANGL-OTH 01 NONE 0 013 CITY MO E (NONE) STOP SIGN TURN 018 013 N 12P 03 INJ 01 DRVR NONE 18 F OR-Y 022 N 45 9 4.45 -122 49 46.71 (02) OR<25 02 NONE 0 000 01 DRVR INJC 46 F OR-Y 000 OR<25 02 NONE 0 000 02 PSNG INJC 83 F 000 03 NONE 0 022 01 DRVR NONE 49 M OR-Y 022 OR<25 02135 N N N 06/03/2019 16 ALLEY N O-1 L-TURN 01 NONE 9 NONE MO E (NONE) UNKNOWN TURN 019 N 3P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.46 -122 49 44.5 (02) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 02682 N N N 07/17/2019 16 ALLEY N ANGL-OTH 01 NONE 9 NO RPT WE E (NONE) STOP SIGN TURN 000 N 6A 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.45 -122 49 46.68 (02) UNK 02 NONE 9 018 01 DRVR NONE 00 Unk UNK 000 UNK 04802 N N N 12/01/2019 16 ALLEY N ANGL-OTH 01 NONE 9 NONE SU E (NONE) UNKNOWN TURN 018 N 1P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.47 -122 49 44.53 (02) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 016100100S00 000 00 CAR PRVTE E -W 00 02 PACIFIC HY 99E N DRY N/A W -E 00 N WOODBURN-ESTACADA H N CLR N/A E -S 00 TURN-L 000 00 016100100S00 N DAY CAR 000 00 CAR 028 02 016100100S00 N DAY CAR 02 PACIFIC HY 99E N WET PRVTE S -W 00 N WOODBURN-ESTACADA H N RAIN TURN-L 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE E -W 00 02 PACIFIC HY 99E N DRY N/A W -N 00 N WOODBURN-ESTACADA H N CLR TURN-L N/A E -W 00 000 00 016100100S00 N DAY CAR 000 00 CAR 000 00 016100100S00 N DAY CAR 02 PACIFIC HY 99E N DRY N/A W -E 00 N WOODBURN-ESTACADA H N CLR 000 00 SEMI TOW N/A S -E 00 TURN-R 02 PACIFIC HY 99E N WET N/A N -UN 00 N WOODBURN-ESTACADA H N CLD UNK N/A E -W 00 000 00 016100100S00 N DAY CAR 000 00 CAR Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. UNK 00273 N N N N N 01/18/2020 16 ALLEY N ANGL-OTH 01 NONE 0 CITY SA E (NONE) STOP SIGN TURN 000 N 11A 03 INJ 01 DRVR INJB 67 F OR-Y 000 N 45 9 4.44 -122 49 46.71 (02) OR<25 02 NONE 0 018 01 DRVR NONE 38 F OR-Y 000 OR<25 00566 N N N N N 02/08/2020 16 ALLEY N ANGL-OTH 01 NONE 0 CITY SA E (NONE) STOP SIGN TURN 018 N 6P 03 INJ 01 DRVR NONE 62 F OR-Y 038 N 45 9 4.47 -122 49 46.72 (02) OR<25 02 NONE 0 000 01 DRVR INJC 24 M OR-Y 000 OR<25 02022 N N N N N 07/11/2020 16 ALLEY N ANGL-OTH 01 NONE 0 CITY SA E (NONE) STOP SIGN TURN 018 N 12P 03 INJ 01 DRVR NONE 94 F OR-Y 000 N 45 9 4.46 -122 49 46.71 (02) OR<25 02 NONE 0 000 013 01 DRVR INJC 22 F OR-Y 022 OR<25 02 NONE 0 000 013 02 PSNG INJC 56 F 000 03 NONE 0 012 01 DRVR NONE 54 M OTH-Y 000 N-RES 03733 N N N 12/11/2020 16 ALLEY N ANGL-OTH 01 NONE 9 CITY FR E (NONE) STOP SIGN TURN 018 N 7P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.42 -122 49 46.73 (02) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 00226 N N N N N 01/23/2021 16 ALLEY N O-1 L-TURN 01 NONE 9 CITY SA E (NONE) UNKNOWN TURN 000 N 5P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.48 -122 49 48.85 (02) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 00930 N N N N N 03/27/2021 16 ALLEY N O-1 L-TURN 01 NONE 9 CITY SA E (NONE) STOP SIGN TURN 000 000 00 016100100S00 N DAY CAR 02 PACIFIC HY 99E N WET PRVTE W -E 00 N WOODBURN-ESTACADA H N CLD 028 02 CAR PRVTE S -W 00 TURN-L 27,02 PACIFIC HY 99E N DRY PRVTE S -W 00 N WOODBURN-ESTACADA H N CLR TURN-L PRVTE W -E 00 016,028 27,02 016100100S00 N DUSK CAR 000 00 CAR 028 02 016100100S00 N DAY CAR 02 PACIFIC HY 99E N DRY PRVTE S -W 00 N WOODBURN-ESTACADA H N CLR TURN-L 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR PRVTE E -W 00 STOP 02 PACIFIC HY 99E N WET N/A S -W 00 N WOODBURN-ESTACADA H N RAIN TURN-L N/A W -E 00 000 00 016100100S00 N DLIT CAR 000 00 CAR 000 00 016100100S00 N DLIT CAR 02 PACIFIC HY 99E N DRY N/A W -N 00 N WOODBURN-ESTACADA H N CLR TURN-L 000 00 CAR N/A E -W 00 02 PACIFIC HY 99E N DRY N/A W -E 00 N WOODBURN-ESTACADA H N CLR Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. N 7P 03 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.46 -122 49 46.71 (02) UNK 02 NONE 9 019 01 DRVR NONE 00 Unk UNK 000 UNK 01436 N N N N N 04/17/2019 16 N 01 NONE 0 013 CITY WE N (NONE) UNKNOWN SS-O 000 N 6P 05 INJ 01 DRVR NONE 28 F OR-Y 000 N 45 9 5.56 -122 49 51.6 (04) OR<25 02 NONE 0 000 013 01 DRVR NONE 48 F OR-Y 022 OR<25 03 NONE 0 012 01 DRVR INJC 21 F OR-Y 000 OR<25 01902 N N N 05/16/2017 16 Y S-1STOP 01 NONE 0 CITY TU E (NONE) UNKNOWN REAR 000 N 7A 04 INJ 01 DRVR NONE 19 F OR-Y 000 N 45 9 4.49 -122 49 49.55 (02) OR<25 02 NONE 0 011 01 DRVR INJC 24 F OR-Y 000 OR<25 04942 N N N 11/16/2017 16 Y S-1STOP 01 NONE 0 NO RPT TH E (NONE) UNKNOWN REAR 000 N 3P 04 INJ 01 DRVR INJC 66 M OR-Y 000 N 45 9 4.49 -122 49 49.55 (02) OR<25 02 NONE 0 011 01 DRVR NONE 46 M OR-Y 000 OR<25 03355 N N N N N 08/18/2017 16 Y S-1STOP 01 NONE 9 CITY FR E (NONE) UNKNOWN REAR 000 N 4P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.48 -122 49 48.84 (02) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 03650 N N N N N 09/28/2018 16 Y S-1STOP 01 NONE 0 058,079,093 CITY FR E (NONE) UNKNOWN REAR 000 058,079 N 4P 04 INJ 01 DRVR INJA 57 F OR-Y 038 093 N 45 9 4.47 -122 49 43.04 (02) OR<25 02 NONE 0 011 01 DRVR NONE 41 F OR-Y 000 OR>25 02 NONE 0 011 N/A E -S 00 TURN-L 000 00 016100100S00 N DLIT CAR 000 00 CAR 045 13 008100100S00 N DAY CAR 13 WOODBURN-ESTACADA H N DRY PRVTE S -N 00 N PACIFIC HY 99E N CLD 000 00 CAR PRVTE S -N 00 000 00 CAR PRVTE N -S 00 STOP 07 PACIFIC HY 99E N WET PRVTE E -W 00 N WOODBURN-ESTACADA H N RAIN PRVTE E -W 00 STOP 043,026 07 016100100S00 N DAY CAR 000 00 CAR 026 29 016100100S00 N DAY CAR 29 PACIFIC HY 99E N WET PRVTE E -W 00 N WOODBURN-ESTACADA H N CLD 000 00 CAR PRVTE E -W 00 STOP 29 PACIFIC HY 99E N DRY N/A E -W 00 N WOODBURN-ESTACADA H N CLR N/A E -W 00 STOP 000 00 016100100S00 N DAY CAR 000 00 CAR 016,026 27,29 016100100S00 N DAY CAR 27,29 PACIFIC HY 99E N DRY PRVTE E -W 00 N WOODBURN-ESTACADA H N CLR 000 00 CAR PRVTE E -W 00 STOP PRVTE E -W 00 STOP Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. 02 PSNG NONE 03 M 000 01055 N N N 03/30/2018 16 Y S-1STOP 01 NONE 9 NONE FR E (NONE) UNKNOWN REAR 000 N 1P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.46 -122 49 45.24 (02) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 02545 N N N 07/14/2018 16 Y 01 NONE 9 NONE SA E (NONE) L-GRN-SIG SS-O 000 N 2P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.55 -122 49 50.97 (03) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 83599 N N N 10/18/2019 16 N S-1STOP 01 NONE 0 NONE FR E (NONE) UNKNOWN REAR 000 N 7P 04 INJ 01 DRVR NONE 79 M OR-Y 000 N 45 9 4.52 -122 49 50.27 (02) OR<25 02 NONE 0 011 01 DRVR INJC 26 M OR-Y 000 OR<25 02 NONE 0 011 02 PSNG INJC 25 F 000 02578 N N N 07/09/2019 16 Y S-1STOP 01 NONE 9 NO RPT TU E (NONE) UNKNOWN REAR 000 N 2P 04 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 4.49 -122 49 48.16 (02) UNK 02 NONE 9 011 01 DRVR NONE 00 Unk UNK 000 UNK 04403 N N N 12/03/2021 16 N 01 NONE 0 CITY FR E (NONE) UNKNOWN REAR 000 N 5P 03 INJ 01 DRVR INJC 46 F OR-Y 000 N 45 9 4.47 -122 49 45.24 (02) N-RES 02 NONE 0 000 01 DRVR NONE 67 F OR-Y 000 OR<25 05491 N N N N N 12/20/2017 14 Y S-1STOP 01 NONE 0 013 CITY WE S (NONE) L-GRN-SIG REAR 000 N 10A 05 INJ 01 DRVR NONE 19 M OR-Y 000 N 45 9 3.78 -122 49 53.17 (05) OR<25 000 00 CAR 29 PACIFIC HY 99E N DRY N/A E -W 00 N WOODBURN-ESTACADA H N CLR N/A E -W 00 STOP 000 00 016100100S00 N DAY CAR 000 00 CAR 000 00 016100100S00 N DAY CAR 13 PACIFIC HY 99E N UNK N/A E -W 00 N WOODBURN-ESTACADA H N UNK 000 00 CAR N/A E -W 00 29 PACIFIC HY 99E N WET PRVTE E -W 00 N WOODBURN-ESTACADA H N RAIN PRVTE E -W 00 STOP 026 29 016100100S00 N DLIT CAR PRVTE E -W 00 STOP 000 00 CAR 000 00 CAR 000 00 016100100S00 N DAY CAR 29 PACIFIC HY 99E N DRY N/A E -W 00 N WOODBURN-ESTACADA H N CLR 000 00 CAR N/A E -W 00 STOP 29 PACIFIC HY 99E N DRY PRVTE W -E 00 N WOODBURN-ESTACADA H N CLR PRVTE W -E 00 042 29 016100100S00 N DARK CAR 000 00 CAR 043,026 07 008100100S00 N DAY CAR 07 WOODBURN-ESTACADA H N DRY PRVTE S -N 00 N PACIFIC HY 99E N CLR Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CITY OF WOODBURN, MARION COUNTY PACIFIC HY 99E and WOODBURN-ESTACADA H, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 44 of 44 Crash records shown. CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. 02 NONE 0 012 013 01 DRVR INJC 39 F OR-Y 022 OR<25 02 NONE 0 012 013 02 PSNG INJC 14 F 000 02 NONE 0 012 013 03 PSNG INJC 13 F 000 03 NONE 0 012 01 DRVR INJC 24 F OR-Y 000 OR<25 01126 N N N N N 04/05/2018 14 Y S-1STOP 01 NONE 0 013 CITY TH S (NONE) L-GRN-SIG REAR 000 N 5P 05 INJ 01 DRVR NONE 30 M OR-Y 038 N 45 9 3.77 -122 49 53.18 (05) OR<25 02 NONE 0 012 013 01 DRVR NONE 19 F OR-Y 022 OR<25 03 NONE 0 012 01 DRVR INJC 28 F OR-Y 000 OR<25 03694 N N N N N 10/01/2018 14 N FIX OBJ 01 NONE 0 044 CITY MO S UNKNOWN FIX 000 044 Y 7A 05 INJ 01 DRVR INJA 52 F OR-Y 028 N 45 9 3.78 -122 49 53.18 (04) OR<25 03872 N N N 10/12/2018 14 Y S-1STOP 01 NONE 0 NO RPT FR S (NONE) UNKNOWN REAR 000 N 5P 00 INJ 01 DRVR NONE 78 F OR-Y 000 N 45 9 3.78 -122 49 53.17 (04) OR<25 02 NONE 0 011 01 DRVR INJC 25 F OR-Y 000 OR<25 03258 N N N 08/31/2018 14 Y 01 NONE 9 NONE FR S (NONE) UNKNOWN SS-O 000 N 5P 06 PDO 01 DRVR NONE 00 Unk UNK 000 N 45 9 2.89 -122 49 53.97 (04) UNK 02 NONE 9 000 01 DRVR NONE 00 Unk UNK 000 UNK 000 00 CAR PRVTE S -N 00 STOP 000 00 CAR PRVTE S -N 00 STOP 000 00 CAR PRVTE S -N 00 STOP 000 00 CAR PRVTE S -N 00 STOP 27,29 WOODBURN-ESTACADA H N WET PRVTE S -N 00 N PACIFIC HY 99E N RAIN PRVTE S -N 00 STOP 016,026 27,29 008100100S00 N DAY CAR PRVTE S -N 00 STOP 000 00 CAR 000 00 CAR 081 17 008100100S00 N DAY CAR 17 WOODBURN-ESTACADA H N DRY PRVTE S -N 00 N PACIFIC HY 99E Y CLD 29 WOODBURN-ESTACADA H N DRY PRVTE S -N 00 N PACIFIC HY 99E N CLR PRVTE S -N 00 STOP 026 29 008100100S00 N DAY CAR 000 00 CAR 000 00 008100100S00 N DAY CAR 13 WOODBURN-ESTACADA H N DRY N/A S -N 00 N PACIFIC HY 99E N CLR 000 00 CAR N/A S -N 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- S D SER# P R S W DATE CONN# RD CHAR INVEST E A U C O DAY FIRST STREET DIRECT OFFRD WTHR CRASH A S RD DPT E L G H R TIME SECOND STREET LOCTN SURF COLL PRTC INJ G E PED UNLOC? D C S L K LAT LRS LIGHT V# P# TYPE E X LOC ERROR ACT CAUSE 83599 N N N 10/18/2019 1 16 N RAIN S-1STOP 01 NONE 0 29 NONE FR MN 0 WOODBURN-ESTACADA H E N WET REAR 000 00 N 7P PACIFIC HY 99E 04 N DLIT INJ 01 DRVR NONE 79 M 026 000 29 N 45 9 4.52 016100100S00 02 NONE 0 011 00 01 DRVR INJC 26 M 000 000 00 02 NONE 0 011 00 02 PSNG INJC 25 F 000 000 00 01902 N N N 05/16/2017 1 16 N RAIN S-1STOP 01 NONE 0 07 CITY TU MN 0 WOODBURN-ESTACADA H E N WET REAR 000 00 N 7A PACIFIC HY 99E 04 N DAY INJ 01 DRVR NONE 19 F 043,026 000 07 N 45 9 4.49 016100100S00 02 NONE 0 011 00 01 DRVR INJC 24 F 000 000 00 04942 N N N 11/16/2017 1 16 N CLD S-1STOP 01 NONE 0 29 NO RPT TH MN 0 WOODBURN-ESTACADA H E N WET REAR 000 00 N 3P PACIFIC HY 99E 04 N DAY INJ 01 DRVR INJC 66 M 026 000 29 N 45 9 4.49 016100100S00 02 NONE 0 011 00 01 DRVR NONE 46 M 000 000 00 04591 N N N N N 10/28/2017 1 16 ALLEY N CLR S-1TURN 01 NONE 0 06 CITY SA MN 0 WOODBURN-ESTACADA H E N DRY TURN 031 00 N 6P PACIFIC HY 99E 04 N DUSK INJ 01 DRVR INJB 60 M 032 000 06 N 45 9 4.48 016100100S00 02 NONE 0 000 00 01 DRVR NONE 21 F 000 000 00 03355 N N N N N 08/18/2017 1 16 N CLR S-1STOP 01 NONE 9 29 CITY FR MN 0 WOODBURN-ESTACADA H E N DRY REAR 000 00 N 4P PACIFIC HY 99E 04 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.48 016100100S00 02 NONE 9 011 00 01 DRVR NONE 00 Unk 000 000 00 00226 N N N N N 01/23/2021 1 16 ALLEY N CLR O-1 L-TURN 01 NONE 9 02 CITY SA MN 0 WOODBURN-ESTACADA H E N DRY TURN 000 00 CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/12/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Gray fill indicates crashes that are duplicates or not intersection-related. Highway 161 ALL ROAD TYPES, MP 0.03 to 0.13 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 23 of 23 Crash records shown. TRLR QTY MOVE I CITY COMPNT M J COUNTY RD# FC INT-TYPE SPCL USE (MEDIAN) INT-REL WOODBURN (NONE) UNKNOWN PRVTE E -W N URBAN AREA MLG TYP LEGS TRAF- OWNER FROM LICNS V LONG MILEPNT (#LANES) CONTL STOP TYPE TO RES EVENT N MARION N PRVTE E -W WOODBURN UA 0.03 CAR OR-Y -122 49 50.27 (02) OR<25 PRVTE E -W N MARION Y OR-Y OR<25 STOP CAR CAR WOODBURN (NONE) UNKNOWN PRVTE E -W WOODBURN UA 0.04 CAR OR-Y -122 49 49.55 (02) E -W OR<25 STOP PRVTE E -W PRVTE CAR OR-Y PRVTE E -W N MARION Y OR<25 WOODBURN (NONE) UNKNOWN N MARION N 001 OR-Y -122 49 49.55 (02) OR<25 STOP CAR WOODBURN UA 0.04 OR<25 CAR OR-Y WOODBURN (NONE) UNKNOWN PRVTE W -N WOODBURN UA 0.05 OR-Y 001 -122 49 48.84 (02) W -E OR<25 TURN-L N/A E -W PRVTE CAR OR-Y N/A E -W N MARION Y OR<25 WOODBURN (NONE) UNKNOWN N MARION N TURN-L UNK -122 49 48.84 (02) UNK STOP CAR WOODBURN UA 0.05 UNK CAR UNK WOODBURN (NONE) UNKNOWN N/A W -N Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/12/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Gray fill indicates crashes that are duplicates or not intersection-related. Highway 161 ALL ROAD TYPES, MP 0.03 to 0.13 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 23 of 23 Crash records shown. N 5P PACIFIC HY 99E 04 N DLIT PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.48 016100100S00 02 NONE 9 000 00 01 DRVR NONE 00 Unk 000 000 00 02578 N N N 07/09/2019 1 16 N CLR S-1STOP 01 NONE 9 29 NO RPT TU MN 0 WOODBURN-ESTACADA H E N DRY REAR 000 00 N 2P PACIFIC HY 99E 04 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.49 016100100S00 02 NONE 9 011 00 01 DRVR NONE 00 Unk 000 000 00 01221 N N N N N 03/30/2017 1 16 ALLEY Y CLR O-OTHER 01 NONE 9 02 STATE TH MN 0 WOODBURN-ESTACADA H E N DRY TURN 019 00 N 2P PACIFIC HY 99E 02 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.46 016100100S00 02 NONE 9 000 00 01 DRVR NONE 00 Unk 000 000 00 02091 N N N 06/11/2018 1 16 ALLEY N CLR O-1 L-TURN 01 NONE 9 02 CITY MO MN 0 WOODBURN-ESTACADA H E N DRY TURN 000 00 N 7P PACIFIC HY 99E 03 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.46 016100100S00 02 NONE 9 019 00 01 DRVR NONE 00 Unk 000 000 00 00435 N N N N N 02/04/2019 1 16 ALLEY N RAIN ANGL-OTH 01 NONE 0 02 CITY MO MN 0 WOODBURN-ESTACADA H E N WET TURN 018 00 N 12P PACIFIC HY 99E 03 N DAY INJ 01 DRVR NONE 18 F 028 022 02 N 45 9 4.45 016100100S00 02 NONE 0 000 00 01 DRVR INJC 46 F 000 000 00 02 NONE 0 000 00 02 PSNG INJC 83 F 000 000 00 03 NONE 0 022 00 01 DRVR NONE 49 M 000 022 00 02682 N N N 07/17/2019 1 16 ALLEY N CLR ANGL-OTH 01 NONE 9 02 NO RPT WE MN 0 WOODBURN-ESTACADA H E N DRY TURN 000 00 N 6A PACIFIC HY 99E 03 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.45 016100100S00 02 NONE 9 018 00 E -W WOODBURN UA 0.05 CAR UNK -122 49 48.85 (02) UNK N/A E -W N/A CAR UNK N/A E -W N MARION Y UNK WOODBURN (NONE) UNKNOWN N MARION N TURN-L UNK -122 49 48.16 (02) UNK STOP CAR WOODBURN UA 0.06 UNK CAR UNK WOODBURN (NONE) STOP SIGN N/A W -E WOODBURN UA 0.07 CAR UNK -122 49 47.42 (02) E -S UNK STOP SIGN N/A W -E N/A CAR UNK N/A E -S N MARION N UNK WOODBURN (NONE) N MARION N TURN-L 013 UNK -122 49 46.7 (02) UNK TURN-L CAR WOODBURN UA 0.08 S -W OR<25 UNK CAR UNK WOODBURN (NONE) STOP SIGN PRVTE OR<25 W -E 013 WOODBURN UA 0.08 CAR OR-Y -122 49 46.71 (02) PRVTE CAR OR-Y PRVTE E -W CAR W -E N/A W -E PRVTE CAR OR-Y N/A S -E N MARION N OR<25 WOODBURN (NONE) STOP SIGN UNK -122 49 46.68 (02) UNK TURN-R CAR WOODBURN UA 0.08 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/12/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Gray fill indicates crashes that are duplicates or not intersection-related. Highway 161 ALL ROAD TYPES, MP 0.03 to 0.13 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 23 of 23 Crash records shown. 01 DRVR NONE 00 Unk 000 000 00 00273 N N N N N 01/18/2020 1 16 ALLEY N CLD ANGL-OTH 01 NONE 0 02 CITY SA MN 0 WOODBURN-ESTACADA H E N WET TURN 000 00 N 11A PACIFIC HY 99E 03 N DAY INJ 01 DRVR INJB 67 F 000 000 00 N 45 9 4.44 016100100S00 02 NONE 0 018 00 01 DRVR NONE 38 F 028 000 02 00566 N N N N N 02/08/2020 1 16 ALLEY N CLR ANGL-OTH 01 NONE 0 27,02 CITY SA MN 0 WOODBURN-ESTACADA H E N DRY TURN 018 00 N 6P PACIFIC HY 99E 03 N DUSK INJ 01 DRVR NONE 62 F 016,028 038 27,02 N 45 9 4.47 016100100S00 02 NONE 0 000 00 01 DRVR INJC 24 M 000 000 00 02022 N N N N N 07/11/2020 1 16 ALLEY N CLR ANGL-OTH 01 NONE 0 02 CITY SA MN 0 WOODBURN-ESTACADA H E N DRY TURN 018 00 N 12P PACIFIC HY 99E 03 N DAY INJ 01 DRVR NONE 94 F 028 000 02 N 45 9 4.46 016100100S00 02 NONE 0 000 00 01 DRVR INJC 22 F 000 022 00 02 NONE 0 000 00 02 PSNG INJC 56 F 000 000 00 03 NONE 0 012 00 01 DRVR NONE 54 M 000 000 00 03733 N N N 12/11/2020 1 16 ALLEY N RAIN ANGL-OTH 01 NONE 9 02 CITY FR MN 0 WOODBURN-ESTACADA H E N WET TURN 018 00 N 7P PACIFIC HY 99E 03 N DLIT PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.42 016100100S00 02 NONE 9 000 00 01 DRVR NONE 00 Unk 000 000 00 00930 N N N N N 03/27/2021 1 16 ALLEY N CLR O-1 L-TURN 01 NONE 9 02 CITY SA MN 0 WOODBURN-ESTACADA H E N DRY TURN 000 00 N 7P PACIFIC HY 99E 03 N DLIT PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.46 016100100S00 02 NONE 9 019 00 01 DRVR NONE 00 Unk 000 000 00 04085 N N N 08/30/2018 1 16 ALLEY N CLR ANGL-OTH 01 NONE 0 02 N MARION N UNK SEMI TOW UNK WOODBURN (NONE) STOP SIGN PRVTE S -W WOODBURN UA 0.08 CAR OR-Y -122 49 46.71 (02) W -E OR<25 TURN-L STOP SIGN PRVTE S -W PRVTE CAR OR-Y PRVTE W -E N MARION N TURN-L OR<25 WOODBURN (NONE) N MARION N TURN-L OR-Y -122 49 46.72 (02) OR<25 CAR WOODBURN UA 0.08 S -W OR<25 OR<25 CAR OR-Y WOODBURN (NONE) STOP SIGN PRVTE OR<25 W -E WOODBURN UA 0.08 CAR OR-Y -122 49 46.71 (02) PRVTE 013 CAR OR-Y PRVTE E -W 013 CAR W -E STOP N/A S -W PRVTE CAR OTH-Y N/A W -E N MARION N TURN-L N-RES WOODBURN (NONE) STOP SIGN N MARION N UNK -122 49 46.73 (02) UNK CAR WOODBURN UA 0.08 UNK CAR UNK WOODBURN (NONE) STOP SIGN N/A E -S WOODBURN UA 0.08 CAR UNK -122 49 46.71 (02) W -E UNK TURN-L N/A CAR UNK N MARION N TURN-L UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/12/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Gray fill indicates crashes that are duplicates or not intersection-related. Highway 161 ALL ROAD TYPES, MP 0.03 to 0.13 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 23 of 23 Crash records shown. NONE TH MN 0 WOODBURN-ESTACADA H E N DRY TURN 018 00 N 3P PACIFIC HY 99E 04 N DAY INJ 01 DRVR NONE 71 F 028 000 02 N 45 9 4.45 016100100S00 02 NONE 0 019 00 01 DRVR INJC 43 F 000 000 00 04853 N N N 12/17/2018 1 16 ALLEY N CLR ANGL-OTH 01 NONE 0 02 NONE MO MN 0 WOODBURN-ESTACADA H E N DRY TURN 018 00 N 7A PACIFIC HY 99E 04 N DAY INJ 01 DRVR NONE 48 F 028 000 02 N 45 9 4.45 016100100S00 02 NONE 0 000 00 01 DRVR INJC 18 M 000 000 00 04403 N N N 12/03/2021 1 16 N CLR 01 NONE 0 29 CITY FR MN 0 WOODBURN-ESTACADA H E N DRY REAR 000 00 N 5P PACIFIC HY 99E 03 N DARK INJ 01 DRVR INJC 46 F 042 000 29 N 45 9 4.47 016100100S00 02 NONE 0 000 00 01 DRVR NONE 67 F 000 000 00 01055 N N N 03/30/2018 1 16 N CLR S-1STOP 01 NONE 9 29 NONE FR MN 0 WOODBURN-ESTACADA H E N DRY REAR 000 00 N 1P PACIFIC HY 99E 04 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.46 016100100S00 02 NONE 9 011 00 01 DRVR NONE 00 Unk 000 000 00 02135 N N N 06/03/2019 1 16 ALLEY N CLR O-1 L-TURN 01 NONE 9 02 NONE MO MN 0 WOODBURN-ESTACADA H E N DRY TURN 019 00 N 3P PACIFIC HY 99E 04 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.46 016100100S00 02 NONE 9 000 00 01 DRVR NONE 00 Unk 000 000 00 04802 N N N 12/01/2019 1 16 ALLEY N CLD ANGL-OTH 01 NONE 9 02 NONE SU MN 0 WOODBURN-ESTACADA H E N WET TURN 018 00 N 1P PACIFIC HY 99E 04 N DAY PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.47 016100100S00 02 NONE 9 000 00 01 DRVR NONE 00 Unk 000 000 00 03650 N N N N N 09/28/2018 1 16 N CLR S-1STOP 01 NONE 0 27,29 CITY FR MN 0 WOODBURN-ESTACADA H E N DRY REAR 000 00 N 4P PACIFIC HY 99E 04 N DAY INJ 01 DRVR INJA 57 F 016,026 038 27,29 N 45 9 4.47 016100100S00 PRVTE S -W PRVTE E -S WOODBURN (NONE) STOP SIGN N MARION N TURN-L OTH-Y -122 49 46.7 (02) N-RES TURN-L CAR WOODBURN UA 0.08 OR<25 CAR OR-Y WOODBURN (NONE) UNKNOWN PRVTE E -W WOODBURN UA 0.08 CAR OR-Y -122 49 46.71 (02) S -W OR<25 PRVTE W -E PRVTE CAR OR-Y PRVTE W -E N MARION N OR<25 WOODBURN (NONE) UNKNOWN N MARION Y OR-Y -122 49 45.24 (02) N-RES CAR WOODBURN UA 0.10 OR<25 CAR OR-Y WOODBURN (NONE) UNKNOWN N/A E -W WOODBURN UA 0.10 CAR UNK -122 49 45.24 (02) E -W UNK STOP N/A W -N N/A CAR UNK N/A E -W N MARION N TURN-L UNK WOODBURN (NONE) UNKNOWN N MARION N UNK UNK -122 49 44.5 (02) UNK CAR WOODBURN UA 0.11 UNK CAR UNK WOODBURN (NONE) UNKNOWN N/A UNK E -W WOODBURN UA 0.11 CAR UNK -122 49 44.53 (02) N -UN UNK -122 49 43.04 (02) OR<25 N/A CAR WOODBURN UA 0.13 CAR UNK 058,079 N MARION Y 058,079, 093 WOODBURN (NONE) UNKNOWN PRVTE E -W OR-Y 093 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/12/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Gray fill indicates crashes that are duplicates or not intersection-related. Highway 161 ALL ROAD TYPES, MP 0.03 to 0.13 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 23 of 23 Crash records shown. 02 NONE 0 011 00 01 DRVR NONE 41 F 000 000 00 02 NONE 0 011 00 02 PSNG NONE 03 M 000 000 00 CAR OR-Y OR>25 STOP CAR PRVTE E -W STOP PRVTE E -W Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- S D SER# P R S W DATE CLASS INT-TYPE INVEST E A U C O DAY DIST RD CHAR (MEDIAN) INT-REL CRASH A S RD DPT E L G H R TIME FROM DIRECT LEGS TRAF- COLL PRTC INJ G E LICNS PED UNLOC? D C S L K LAT LONG LOCTN (#LANES) CONTL V# P# TYPE E X RES LOC ACT EVENT 02582 N N N 07/10/2019 16 INTER 3-LEG N 01 NONE 0 NONE WE W STOP SIGN REAR 000 N 4P 06 0 INJ 01 DRVR NONE 47 M OR-Y 000 N 45 9 4.51 -122 49 35.68 OR>25 02 NONE 0 006 01 DRVR INJC 42 F OR-Y 000 OR>25 05057 N N N N N 12/16/2019 16 INTER 3-LEG N ANGL-OTH 01 NONE 0 010 CITY MO CN STOP SIGN TURN 000 N 9A 04 0 INJ 01 DRVR NONE 21 F OR-Y 000 N 45 9 4.49 -122 49 35.68 OR<25 02 NONE 0 000 010 01 DRVR INJC 50 F OR-Y 000 OR<25 02 NONE 0 000 010 02 PSNG INJC 58 M 000 CDS380 OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING Gray fill indicates crashes that are duplicates or not intersection-related. CITY OF WOODBURN, MARION COUNTY WOODBURN-ESTACADA H and JUNE WAY, City of Woodburn, Marion County, 01/01/2017 to 12/31/2021 1 - 2 of 2 Crash records shown. M J CITY STREET SPCL USE N SECOND STREET SURF OWNER FROM I FIRST STREET OFFRD WTHR TRLR QTY MOVE ERROR CAUSE V LRS LIGHT TYPE TO 29 JUNE WAY N DRY PRVTE W -E 00 N WOODBURN-ESTACADA H N CLR 042 29 016100100S00 N DAY SEMI TOW PRVTE W -E 00 000 00 CAR 02 JUNE WAY N DRY PRVTE SW-W 00 N WOODBURN-ESTACADA H N CLR TURN-L 028 02 016100100S00 N DAY CAR PRVTE W -E 00 000 00 CAR PRVTE W -E 00 000 00 CAR Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- S D SER# P R S W DATE CONN# RD CHAR INVEST E A U C O DAY FIRST STREET DIRECT OFFRD WTHR CRASH A S RD DPT E L G H R TIME SECOND STREET LOCTN SURF COLL PRTC INJ G E PED UNLOC? D C S L K LAT LRS LIGHT V# P# TYPE E X LOC ERROR ACT CAUSE 02625 N N N 08/29/2020 1 06 Y CLR FIX OBJ 01 NONE 9 16 STATE SA MN 0 UN N DRY FIX 000 00 Y 9P 01 N DARK PDO 01 DRVR NONE 00 Unk 000 000 00 N 45 9 4.39 016100100S00 03154 N N N N N 07/20/2017 1 06 N CLR ANGL-OTH 01 NONE 1 02 STATE TH MN 0 UN N DRY TURN 000 00 N 11P 03 N DARK FAT 01 DRVR NONE 23 M 000 000 00 N 45 9 4.38 016100100S00 02 NONE 0 051 00 01 DRVR INJA 30 M 028 000 02 02 NONE 0 051 00 02 PSNG KILL 47 M 000 000 00 02 NONE 0 051 00 03 PSNG INJA 60 M 000 000 00 Gray fill indicates crashes that are duplicates or not intersection-related. 001 PRVTE S -E FARM S -E TURN-R FARM 001 PRVTE OR<25 TURN-R OR-Y 001 PRVTE S -E FARM -122 49 17.49 (02) W -E OR<25 TURN-R 0.48 SEMI TOW OR-Y 001 (NONE) UNKNOWN PRVTE N MARION N 0.48 CAR UNK -122 49 17.49 (02) UNK 079,062, 121 (NONE) UNKNOWN N/A W -E N MARION N TYPE TO MILEPNT (#LANES) CONTL RES EVENT V LONG FROM LICNS I CITY COMPNT (MEDIAN) INT-REL TRLR QTY MOVE N URBAN AREA MLG TYP LEGS TRAF- OWNER M J COUNTY RD# FC INT-TYPE SPCL USE CDS380 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION Page: 1 09/11/2023 TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING 161: WOODBURN-ESTACADA Highway 161 ALL ROAD TYPES, MP 0.3 to 0.6 01/01/2017 to 12/31/2021, Both Add and Non-Add mileage 1 - 2 of 2 Crash records shown. Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: - - - - - - MP: 0.08 EBL - - WBR EBL - - WBR Posted Speed: 35 EBT 255 366 WBT EBT 435 453 WBT Analyst: EBR 133 17 WBL EBR 193 36 WBL Condition: 138 - 28 161 - 128 NBL NBT NBR NBL NBT NBR EB WB AM PM - - 17 36 - - 771 1,117 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2023 Existing Through Lanes (Including Shared): 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Safeway Shopping Center OR 211 (Molalla Road) AM PM J - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: - - - - - - MP: 0.08 EBL - - WBR EBL - - WBR Posted Speed: 35 EBT 281 443 WBT EBT 498 498 WBT Analyst: EBR 134 17 WBL EBR 195 36 WBL Condition: 139 - 28 163 - 129 NBL NBT NBR NBL NBT NBR EB WB AM PM - - 17 36 - - 875 1,227 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. Turn Movement Volumes Through Lanes (Including Shared): 1 1 Safeway Shopping Center OR 211 (Molalla Road) J AM PM 2025 Background WB DHV (Opposing + Advancing) = Turn Lane Evaluation (E-W Hwy Orientation) Left-Turn Evaluation EB DHV Lefts = WB DHV Lefts = EB DHV (Opposing + Advancing) = - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: - - - - - - MP: 0.08 EBL - - WBR EBL - - WBR Posted Speed: 35 EBT 308 470 WBT EBT 509 507 WBT Analyst: EBR 134 17 WBL EBR 195 36 WBL Condition: 138 - 28 163 - 129 NBL NBT NBR NBL NBT NBR EB WB AM PM - - 17 36 - - 929 1,247 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Buildout Through Lanes (Including Shared): 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Safeway Shopping Center OR 211 (Molalla Road) AM PM J - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 68 2 9 34 1 4 MP: 0.23 EBL 20 2 WBR EBL 53 7 WBR Posted Speed: 35 EBT 283 357 WBT EBT 534 464 WBT Analyst: EBR 15 4 WBL EBR 42 4 WBL Condition: 32 1 1 20 2 5 NBL NBT NBR NBL NBT NBR EB WB AM PM 20 53 4 4 677 1,100 661 1,051 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes June Way/Woodburn Place OR 211 (Molalla Road) AM PM J WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Background Through Lanes (Including Shared): - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 67 2 9 30 1 4 MP: 0.23 EBL 19 2 WBR EBL 45 6 WBR Posted Speed: 35 EBT 311 385 WBT EBT 553 477 WBT Analyst: EBR 15 4 WBL EBR 42 4 WBL Condition: 32 1 1 20 2 5 NBL NBT NBR NBL NBT NBR EB WB AM PM 19 45 4 4 732 1,123 717 1,082 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes June Way/Woodburn Place OR 211 (Molalla Road) AM PM J WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Buildout Through Lanes (Including Shared): - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 39 - 24 20 - 17 MP: 0.30 EBL 47 19 WBR EBL 40 9 WBR Posted Speed: 35 EBT 275 352 WBT EBT 528 462 WBT Analyst: EBR - - WBL EBR - - WBL Condition: - - - - - - NBL NBT NBR NBL NBT NBR EB WB AM PM 47 40 - - 693 1,039 - - * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Buildout Through Lanes (Including Shared): 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Site Access OR 211 (Molalla Road) AM PM J - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 26 - 1 15 - - MP: 0.32 EBL 18 3 WBR EBL 58 14 WBR Posted Speed: 35 EBT 275 337 WBT EBT 490 454 WBT Analyst: EBR - - WBL EBR 1 - WBL Condition: - - - - - - NBL NBT NBR NBL NBT NBR EB WB AM PM 18 58 - - 633 1,017 - - * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Woodburn Place East OR 211 (Molalla Road) AM PM J WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Background Through Lanes (Including Shared): - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 46 - 12 22 - 6 MP: 0.32 EBL 24 25 WBR EBL 56 23 WBR Posted Speed: 35 EBT 274 325 WBT EBT 488 448 WBT Analyst: EBR - - WBL EBR 1 - WBL Condition: - - - - - - NBL NBT NBR NBL NBT NBR EB WB AM PM 24 56 - - 648 1,016 - - * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Buildout Through Lanes (Including Shared): 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Woodburn Place East OR 211 (Molalla Road) AM PM J - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 16 2 2 6 1 2 MP: 0.41 EBL 3 2 WBR EBL 5 - WBR Posted Speed: 45 EBT 260 271 WBT EBT 406 408 WBT Analyst: EBR 23 28 WBL EBR 78 89 WBL Condition: 16 2 45 23 - 59 NBL NBT NBR NBL NBT NBR EB WB AM PM 3 5 28 89 559 897 584 981 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Cooley Road OR 211 (Molalla Road) AM PM J WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Background Through Lanes (Including Shared): - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 70 80 90 100 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Evaluation: SBR SBT SBL SBR SBT SBL Highway: 16 2 2 6 1 2 MP: 0.41 EBL 3 2 WBR EBL 5 - WBR Posted Speed: 45 EBT 266 277 WBT EBT 408 409 WBT Analyst: EBR 27 28 WBL EBR 80 89 WBL Condition: 20 2 45 25 - 59 NBL NBT NBR NBL NBT NBR EB WB AM PM 3 5 28 89 575 902 600 986 * (Advancing Volume/Advancing Thru Lanes) + (Opposing Volume/Opposing Thru Lanes). Opposing left-turns are not counted as opposing volumes. 1 1 Left-Turn Evaluation EB DHV Lefts = Turn Lane Evaluation (E-W Hwy Orientation) Turn Movement Volumes Cooley Road OR 211 (Molalla Road) AM PM J WB DHV Lefts = EB DHV (Opposing + Advancing) = WB DHV (Opposing + Advancing) = 2025 Buildout Through Lanes (Including Shared): - 200 400 600 800 1,000 1,200 1,400 - 10 20 30 40 50 60 70 80 90 100 *Opposing Plus Advancing Volumes (DHV per Lane) Left-Turn Volume (DHV) Left-Turn Lane Criterion AM Peak (EB) AM Peak (WB) PM Peak (EB) PM Peak (WB) Criterion not met from 0-10 left-turn vph ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Background Conditions - PM Molalla Road (OR 211) Safeway Access 1 1 292 Total 129 Rights 100% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 12,270 8,850 Minor Street* 1,630 2,650 No Condition B: Interruption of Continuous Traffic Major Street 12,270 13,300 Minor Street* 1,630 1,350 No Combination Warrant Major Street 12,270 10,640 Minor Street* 1,630 2,120 No * Minor street right-turning traffic volumes reduced by 100%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1227 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Buildout Conditions - PM Molalla Road (OR 211) Safeway Access 1 1 292 Total 129 Rights 100% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 12,470 8,850 Minor Street* 1,630 2,650 No Condition B: Interruption of Continuous Traffic Major Street 12,470 13,300 Minor Street* 1,630 1,350 No Combination Warrant Major Street 12,470 10,640 Minor Street* 1,630 2,120 No * Minor street right-turning traffic volumes reduced by 100%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1247 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Background Conditions - PM Molalla Road (OR 211) June Way/Woodburn Place West 1 1 39 Total 34 Rights 50% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 11,040 8,850 Minor Street* 220 2,650 No Condition B: Interruption of Continuous Traffic Major Street 11,040 13,300 Minor Street* 220 1,350 No Combination Warrant Major Street 11,040 10,640 Minor Street* 220 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1104 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Buildout Conditions - PM Molalla Road (OR 211) June Way/Woodburn Place West 1 1 35 Total 30 Rights 50% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 11,270 8,850 Minor Street* 200 2,650 No Condition B: Interruption of Continuous Traffic Major Street 11,270 13,300 Minor Street* 200 1,350 No Combination Warrant Major Street 11,270 10,640 Minor Street* 200 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1127 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Buildout Conditions - PM Molalla Road (OR 211) Primary Site Access 1 1 37 Total 20 Rights 100% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 10,390 8,850 Minor Street* 170 2,650 No Condition B: Interruption of Continuous Traffic Major Street 10,390 13,300 Minor Street* 170 1,350 No Combination Warrant Major Street 10,390 10,640 Minor Street* 170 2,120 No * Minor street right-turning traffic volumes reduced by 100%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1039 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Background Conditions - PM Molalla Road (OR 211) Woodburn Place East 1 1 15 Total 15 Rights 50% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 10,170 8,850 Minor Street* 80 2,650 No Condition B: Interruption of Continuous Traffic Major Street 10,170 13,300 Minor Street* 80 1,350 No Combination Warrant Major Street 10,170 10,640 Minor Street* 80 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1017 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Buildout Conditions - PM Molalla Road (OR 211) Woodburn Place East 1 1 28 Total 22 Rights 50% RT Discount Warrant Used: X 100 percent of standard warrants used 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 10,160 8,850 Minor Street* 170 2,650 No Condition B: Interruption of Continuous Traffic Major Street 10,160 13,300 Minor Street* 170 1,350 No Combination Warrant Major Street 10,160 10,640 Minor Street* 170 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1016 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Background Conditions - PM Molalla Road (OR 211) Cooley Road 1 1 82 Total 59 Rights 50% RT Discount Warrant Used: 100 percent of standard warrants used X 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 9,860 6,200 Minor Street* 530 1,850 No Condition B: Interruption of Continuous Traffic Major Street 9,860 9,300 Minor Street* 530 950 No Combination Warrant Major Street 9,860 7,440 Minor Street* 530 1,480 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 986 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 2115 Molalla Road Date: 3/19/2024 Scenario: Year 2025 Buildout Conditions - PM Molalla Road (OR 211) Cooley Road 1 1 84 Total 59 Rights 50% RT Discount Warrant Used: 100 percent of standard warrants used X 70 percent of standard warrants used due to 85th percentile speed in excess of 40 mph or isolated community with population less than 10,000. Number of Lanes for Moving ADT on Major St. ADT on Minor St. Traffic on Each Approach: (total of both approaches) (higher-volume approach) WARRANT 1, CONDITION A 100% 70% 100% 70% Major St. Minor St. Warrants Warrants Warrants Warrants 1 1 8,850 6,200 2,650 1,850 2 or more 1 10,600 7,400 2,650 1,850 2 or more 2 or more 10,600 7,400 3,550 2,500 1 2 or more 8,850 6,200 3,550 2,500 WARRANT 1, CONDITION B 1 1 13,300 9,300 1,350 950 2 or more 1 15,900 11,100 1,350 950 2 or more 2 or more 15,900 11,100 1,750 1,250 1 2 or more 13,300 9,300 1,750 1,250 Note: ADT volumes assume 8th highest hour is 5.6% of the daily volume Approach Volumes Minimum Volumes Is Signal Warrant Met? Warrant 1 Condition A: Minimum Vehicular Volume Major Street 9,930 6,200 Minor Street* 550 1,850 No Condition B: Interruption of Continuous Traffic Major Street 9,930 9,300 Minor Street* 550 950 No Combination Warrant Major Street 9,930 7,440 Minor Street* 550 1,480 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 993 PM Peak Hour Volumes: ---PAGE BREAK--- 2115 Molalla Road Revised March 25, 2024 Transportation Impact Analysis Appendix D - Operations Definitions Reports Queuing Reports ---PAGE BREAK--- Level of Service Definitions Level of service is used to describe the quality of traffic flow. Levels of service A to C are considered good, and rural roads are usually designed for level of service C. Urban streets and signalized intersections are typically designed for level of service D. Level of service E is considered to be the limit of acceptable delay. For unsignalized intersections, level of service E is generally considered acceptable. Here is a more complete description of levels of service: • Level of service A: Very low delay at intersections, with all traffic signal cycles clearing and no vehicles waiting through more than one signal cycle. On highways, low volume and high speeds, with speeds not restricted by other vehicles. • Level of service B: Operating speeds beginning to be affected by other traffic; short traffic delays at intersections. Higher average intersection delay than for level of service A resulting from more vehicles stopping. • Level of service C: Operating speeds and maneuverability closely controlled by other traffic; higher delays at intersections than for level of service B due to a significant number of vehicles stopping. Not all signal cycles clear the waiting vehicles. This is the recommended design standard for rural highways. • Level of service D: Tolerable operating speeds; long traffic delays occur at intersections. The influence of congestion is noticeable. At traffic signals many vehicles stop, and the proportion of vehicles not stopping declines. The number of signal cycle failures, for which vehicles must wait through more than one signal cycle, are noticeable. This is typically the design level for urban signalized intersections. • Level of service E: Restricted speeds, very long traffic delays at traffic signals, and traffic volumes near capacity. Flow is unstable so that any interruption, no matter how minor, will cause queues to form and service to deteriorate to level of service F. Traffic signal cycle failures are frequent occurrences. For unsignalized intersections, level of service E or better is generally considered acceptable. • Level of service F: Extreme delays, resulting in long queues which may interfere with other traffic movements. There may be stoppages of long duration, and speeds may drop to zero. There may be frequent signal cycle failures. Level of service F will typically result when vehicle arrival rates are greater than capacity. It is considered unacceptable by most drivers. ---PAGE BREAK--- Level of Service Criteria For Signalized Intersections Level of Service (LOS) Control Delay per Vehicle (Seconds) A <10 B 10-20 C 20-35 D 35-55 E 55-80 F >80 Level of Service Criteria For Unsignalized Intersections Level of Service (LOS) Control Delay per Vehicle (Seconds) A <10 B 10-15 C 15-25 D 25-35 E 35-50 F >50 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 206 73 145 257 96 184 449 97 85 307 90 Future Volume (vph) 122 206 73 145 257 96 184 449 97 85 307 90 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1527 2906 3107 1282 1409 2825 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1527 2906 3107 1282 1409 2825 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 128 217 77 153 271 101 194 473 102 89 323 95 RTOR Reduction (vph) 0 0 57 0 11 0 0 0 71 0 24 0 Lane Group Flow (vph) 128 217 20 153 361 0 194 473 31 89 394 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 11.4 23.4 23.4 13.6 25.6 11.0 26.9 26.9 9.0 24.9 Effective Green, g 11.9 23.9 23.9 14.1 26.1 11.5 27.4 27.4 9.5 25.4 Actuated g/C Ratio 0.13 0.26 0.26 0.16 0.29 0.13 0.30 0.30 0.10 0.28 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 205 407 329 241 438 367 936 386 147 789 v/s Ratio Prot 0.08 0.14 c0.10 c0.24 c0.07 c0.15 0.06 0.14 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.62 0.53 0.06 0.63 0.82 0.53 0.51 0.08 0.61 0.50 Uniform Delay, d1 37.4 28.7 25.1 36.0 30.2 37.2 26.2 22.7 38.9 27.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.0 1.0 0.1 4.7 11.6 1.1 0.3 0.1 5.8 0.4 Delay 42.4 29.8 25.2 40.7 41.9 38.2 26.5 22.8 44.7 27.8 Level of Service D C C D D D C C D C Approach Delay (s/veh) 32.8 41.5 29.0 30.8 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay (s/veh) 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 90.9 Sum of lost time 16.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 206 73 145 257 96 184 449 97 85 307 90 Future Volume (veh/h) 122 206 73 145 257 96 184 449 97 85 307 90 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 128 217 0 153 271 90 194 473 55 89 323 69 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 171 416 200 329 109 335 923 381 140 687 145 Arrive On Green 0.11 0.26 0.00 0.13 0.28 0.28 0.11 0.29 0.29 0.10 0.28 0.27 Sat Flow, veh/h 1589 1573 1286 1576 1158 385 2956 3143 1298 1433 2471 520 Grp Volume(v), veh/h 128 217 0 153 0 361 194 473 55 89 195 197 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 0 1542 1478 1572 1298 1433 1507 1485 Q Serve(g_s), s 5.8 8.7 0.0 6.9 0.0 16.1 4.6 9.2 2.3 4.4 7.9 8.2 Cycle Q Clear(g_c), s 5.8 8.7 0.0 6.9 0.0 16.1 4.6 9.2 2.3 4.4 7.9 8.2 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 171 416 200 0 439 335 923 381 140 419 413 V/C Ratio(X) 0.75 0.52 0.76 0.00 0.82 0.58 0.51 0.14 0.64 0.47 0.48 Avail Cap(c_a), veh/h 280 672 427 0 [PHONE REDACTED] 642 311 787 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 32.0 23.1 0.0 31.1 0.0 24.7 31.0 21.7 19.2 32.0 22.1 22.2 Incr Delay (d2), s/veh 4.9 0.8 0.0 4.5 0.0 3.0 1.2 0.3 0.1 3.5 0.6 0.6 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 2.3 3.1 0.0 2.8 0.0 5.8 1.6 3.2 0.7 1.6 2.7 2.7 Unsig. Movement Delay, s/veh Delay(d), s/veh 36.8 23.9 0.0 35.6 0.0 27.7 32.2 22.0 19.3 35.5 22.7 22.9 LOS D C D C C C B D C C Approach Vol, veh/h 345 514 722 481 Approach Delay, s/veh 28.7 30.0 24.5 25.1 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.3 24.5 11.9 25.0 11.2 25.6 13.4 23.5 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 13.5 38.0 12.5 38.0 15.5 36.0 19.5 31.0 Max Q Clear Time (g_c+I1), s 6.6 10.2 7.8 18.1 6.4 11.2 8.9 10.7 Green Ext Time s 0.4 4.2 0.2 1.4 0.2 5.6 0.4 0.7 Intersection Summary HCM 7th Control Delay, s/veh 26.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 3 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 255 133 17 366 138 28 Future Vol, veh/h 255 133 17 366 138 28 Conflicting Peds, #/hr 0 0 0 0 0 4 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 21 4 0 12 1 7 Mvmt Flow 277 145 18 398 150 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 277 0 712 281 Stage 1 - - - - 277 - Stage 2 - - - - 435 - Critical Hdwy - - 4.1 - 6.41 6.27 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.363 Pot Cap-1 Maneuver - - 1297 - 400 746 Stage 1 - - - - 772 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1297 - 393 743 Mov Cap-2 Maneuver - - - - 393 - Stage 1 - - - - 772 - Stage 2 - - - - 643 - Approach EB WB NB HCM Control Delay, s/v 0 0.35 18.07 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 393 743 - - 80 - HCM Lane V/C Ratio 0.382 0.041 - - 0.014 - HCM Control Delay (s/veh) 19.7 10.1 - - 7.8 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 1.7 0.1 - - 0 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 4 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 277 15 4 349 0 32 0 1 0 0 0 Future Vol, veh/h 0 277 15 4 349 0 32 0 1 0 0 0 Conflicting Peds, #/hr 0 0 1 1 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 19 0 75 12 0 0 0 0 0 0 0 Mvmt Flow 0 298 16 4 375 0 34 0 1 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 375 0 0 315 0 0 691 691 307 682 699 375 Stage 1 - - - - - - 307 307 - 384 384 - Stage 2 - - - - - - 384 384 - 298 315 - Critical Hdwy 4.1 - - 4.85 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.875 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1194 - - 927 - - 362 370 738 367 366 676 Stage 1 - - - - - - 707 665 - 643 615 - Stage 2 - - - - - - 643 615 - 715 659 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1194 - - 926 - - 360 368 737 364 364 676 Mov Cap-2 Maneuver - - - - - - 360 368 - 473 455 - Stage 1 - - - - - - 707 664 - 640 612 - Stage 2 - - - - - - 640 612 - 714 659 - Approach EB WB NB SB HCM Control Delay, s/v 0 0.1 15.91 0 HCM LOS C A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 365 1194 - - 926 - - - HCM Lane V/C Ratio 0.097 - - - 0.005 - - - HCM Control Delay (s/veh) 15.9 0 - - 8.9 - - 0 HCM Lane LOS C A - - A - - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - - ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 278 353 0 0 0 Future Vol, veh/h 0 278 353 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 19 12 2 2 2 Mvmt Flow 0 299 380 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 380 0 - 0 678 380 Stage 1 - - - - 380 - Stage 2 - - - - 299 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1179 - - - 417 667 Stage 1 - - - - 692 - Stage 2 - - - - 752 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1179 - - - 417 667 Mov Cap-2 Maneuver - - - - 519 - Stage 1 - - - - 692 - Stage 2 - - - - 752 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1179 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s/veh) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 6 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 260 327 3 1 26 Future Vol, veh/h 18 260 327 3 1 26 Conflicting Peds, #/hr 2 0 0 2 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 6 20 13 33 0 4 Mvmt Flow 20 283 355 3 1 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 361 0 - 0 684 362 Stage 1 - - - - 359 - Stage 2 - - - - 325 - Critical Hdwy 4.16 - - - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.254 - - - 3.5 3.336 Pot Cap-1 Maneuver 1176 - - - 418 678 Stage 1 - - - - 711 - Stage 2 - - - - 737 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1174 - - - 409 675 Mov Cap-2 Maneuver - - - - 513 - Stage 1 - - - - 698 - Stage 2 - - - - 736 - Approach EB WB SB HCM Control Delay, s/v 0.53 0 10.64 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1174 - - - 667 HCM Lane V/C Ratio 0.017 - - - 0.044 HCM Control Delay (s/veh) 8.1 - - - 10.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - AM Page 7 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 249 19 28 264 2 15 2 45 2 2 16 Future Vol, veh/h 3 249 19 28 264 2 15 2 45 2 2 16 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 67 18 32 4 13 0 13 50 0 0 100 50 Mvmt Flow 3 268 20 30 284 2 16 2 48 2 2 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 286 0 0 288 0 0 630 631 278 620 640 285 Stage 1 - - - - - - 284 284 - 345 345 - Stage 2 - - - - - - 345 346 - 275 295 - Critical Hdwy 4.77 - - 4.14 - - 7.23 7 6.2 7.1 7.5 6.7 Critical Hdwy Stg 1 - - - - - - 6.23 6 - 6.1 6.5 - Critical Hdwy Stg 2 - - - - - - 6.23 6 - 6.1 6.5 - Follow-up Hdwy 2.803 - - 2.236 - - 3.617 4.45 3.3 3.5 4.9 3.75 Pot Cap-1 Maneuver 981 - - 1262 - - 379 342 766 403 290 653 Stage 1 - - - - - - 699 597 - 675 494 - Stage 2 - - - - - - 648 558 - 735 524 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 981 - - 1262 - - 357 333 766 365 282 653 Mov Cap-2 Maneuver - - - - - - 458 410 - 365 282 - Stage 1 - - - - - - 697 595 - 659 482 - Stage 2 - - - - - - 613 545 - 684 522 - Approach EB WB NB SB HCM Control Delay, s/v 0.1 0.75 11.24 11.95 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 643 981 - - 1262 - - 540 HCM Lane V/C Ratio 0.104 0.003 - - 0.024 - - 0.04 HCM Control Delay (s/veh) 11.2 8.7 - - 7.9 - - 11.9 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 182 369 275 238 300 60 221 391 108 163 732 117 Future Volume (vph) 182 369 275 238 300 60 221 391 108 163 732 117 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1411 1614 1600 3101 3167 1319 1630 3129 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1411 1614 1600 3101 3167 1319 1630 3129 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 196 397 296 256 323 65 238 420 116 175 787 126 RTOR Reduction (vph) 0 0 181 0 6 0 0 0 84 0 11 0 Lane Group Flow (vph) 196 397 115 256 382 0 238 420 32 175 902 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 15.4 29.0 29.0 19.1 32.7 10.4 30.1 30.1 16.1 35.8 Effective Green, g 15.9 29.5 29.5 19.6 33.2 10.9 30.6 30.6 16.6 36.3 Actuated g/C Ratio 0.14 0.26 0.26 0.17 0.30 0.10 0.27 0.27 0.15 0.32 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 222 437 370 281 473 300 862 [PHONE REDACTED] v/s Ratio Prot 0.12 c0.24 c0.16 c0.24 0.08 0.13 c0.11 c0.29 v/s Ratio Perm 0.08 0.02 v/c Ratio 0.88 0.91 0.31 0.91 0.81 0.79 0.49 0.09 0.73 0.89 Uniform Delay, d1 47.3 40.1 33.2 45.5 36.6 49.6 34.3 30.4 45.7 36.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.0 22.3 0.3 31.4 9.5 13.0 0.3 0.1 9.9 10.0 Delay 78.2 62.4 33.6 76.9 46.1 62.6 34.6 30.5 55.6 46.2 Level of Service E E C E D E C C E D Approach Delay (s/veh) 56.3 58.4 42.6 47.7 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay (s/veh) 50.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 112.3 Sum of lost time 16.0 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 369 275 238 300 60 221 391 108 163 732 117 Future Volume (veh/h) 182 369 275 238 300 60 221 391 108 163 732 117 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 0.99 1.00 0.97 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 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 196 397 0 256 323 60 238 420 62 175 787 115 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 224 430 280 388 72 302 968 402 211 944 138 Arrive On Green 0.14 0.26 0.00 0.17 0.29 0.28 0.10 0.30 0.30 0.13 0.33 0.33 Sat Flow, veh/h 1589 1682 1448 1628 1355 252 3132 3195 1327 1641 2819 412 Grp Volume(v), veh/h 196 397 0 256 0 383 238 420 62 175 450 452 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 0 1606 1566 1598 1327 1641 1611 1620 Q Serve(g_s), s 13.7 26.1 0.0 17.5 0.0 25.3 8.4 12.0 3.9 11.8 29.2 29.2 Cycle Q Clear(g_c), s 13.7 26.1 0.0 17.5 0.0 25.3 8.4 12.0 3.9 11.8 29.2 29.2 Prop In Lane 1.00 1.00 1.00 0.16 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 224 430 280 0 460 302 968 402 211 539 542 V/C Ratio(X) 0.87 0.92 0.91 0.00 0.83 0.79 0.43 0.15 0.83 0.83 0.83 Avail Cap(c_a), veh/h 224 460 280 0 489 304 968 402 304 604 607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 47.7 41.1 0.0 46.1 0.0 37.9 50.1 31.7 28.9 48.2 34.8 34.9 Incr Delay (d2), s/veh 29.1 23.2 0.0 32.1 0.0 10.8 12.5 0.2 0.1 10.6 8.6 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 7.2 13.3 0.0 9.5 0.0 11.1 3.8 4.6 1.2 5.4 12.4 12.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 76.8 64.3 0.0 78.2 0.0 48.7 62.6 32.0 29.0 58.8 43.4 43.4 LOS E E E D E C C E D D Approach Vol, veh/h 593 [PHONE REDACTED] Approach Delay, s/veh 68.4 60.5 41.8 45.9 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.9 42.0 20.0 36.5 18.6 38.3 23.5 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 42.0 15.5 34.0 20.5 32.0 19.0 30.5 Max Q Clear Time (g_c+I1), s 10.4 31.2 15.7 27.3 13.8 14.0 19.5 28.1 Green Ext Time s 0.0 6.2 0.0 0.9 0.3 4.3 0.0 0.4 Intersection Summary HCM 7th Control Delay, s/veh 52.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 3 Intersection Int Delay, s/veh 6.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 435 193 36 453 161 128 Future Vol, veh/h 435 193 36 453 161 128 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 0 0 8 0 2 Mvmt Flow 468 208 39 487 173 138 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 469 0 1033 470 Stage 1 - - - - 469 - Stage 2 - - - - 565 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1103 - 260 594 Stage 1 - - - - 634 - Stage 2 - - - - 573 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1102 - 247 593 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 633 - Stage 2 - - - - 546 - Approach EB WB NB HCM Control Delay, s/v 0 0.62 32.35 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 247 593 - - 133 - HCM Lane V/C Ratio 0.701 0.232 - - 0.035 - HCM Control Delay (s/veh) 47.8 12.9 - - 8.4 0 HCM Lane LOS E B - - A A HCM 95th %tile Q(veh) 4.7 0.9 - - 0.1 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 4 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 522 42 4 453 0 20 0 5 0 0 0 Future Vol, veh/h 0 522 42 4 453 0 20 0 5 0 0 0 Conflicting Peds, #/hr 2 0 3 3 0 2 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 6 0 0 8 0 0 0 20 0 0 0 Mvmt Flow 0 555 45 4 482 0 21 0 5 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 484 0 0 603 0 0 1071 1073 581 1048 1095 484 Stage 1 - - - - - - 581 581 - 492 492 - Stage 2 - - - - - - 490 492 - 555 603 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.4 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.48 3.5 4 3.3 Pot Cap-1 Maneuver 1089 - - 984 - - 200 222 482 208 215 587 Stage 1 - - - - - - 503 503 - 562 551 - Stage 2 - - - - - - 563 551 - 519 492 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1087 - - 982 - - 199 220 480 204 213 586 Mov Cap-2 Maneuver - - - - - - 199 220 - 336 332 - Stage 1 - - - - - - 502 502 - 558 547 - Stage 2 - - - - - - 561 547 - 514 490 - Approach EB WB NB SB HCM Control Delay, s/v 0 0.08 23.12 0 HCM LOS C A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 225 1087 - - 982 - - - HCM Lane V/C Ratio 0.118 - - - 0.004 - - - HCM Control Delay (s/veh) 23.1 0 - - 8.7 - - 0 HCM Lane LOS C A - - A - - A HCM 95th %tile Q(veh) 0.4 0 - - 0 - - - ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 533 452 0 0 0 Future Vol, veh/h 0 533 452 0 0 0 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 6 8 2 2 2 Mvmt Flow 0 573 486 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 488 0 - 0 1061 488 Stage 1 - - - - 488 - Stage 2 - - - - 573 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1075 - - - 248 580 Stage 1 - - - - 617 - Stage 2 - - - - 564 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1073 - - - 247 579 Mov Cap-2 Maneuver - - - - 381 - Stage 1 - - - - 616 - Stage 2 - - - - 563 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1073 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s/veh) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 6 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 57 475 437 14 0 15 Future Vol, veh/h 57 475 437 14 0 15 Conflicting Peds, #/hr 3 0 0 3 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 7 8 0 0 0 Mvmt Flow 62 516 475 15 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 493 0 - 0 1129 489 Stage 1 - - - - 486 - Stage 2 - - - - 643 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1060 - - - 228 583 Stage 1 - - - - 623 - Stage 2 - - - - 527 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1057 - - - 213 580 Mov Cap-2 Maneuver - - - - 349 - Stage 1 - - - - 585 - Stage 2 - - - - 526 - Approach EB WB SB HCM Control Delay, s/v 0.92 0 11.39 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1057 - - - 580 HCM Lane V/C Ratio 0.059 - - - 0.028 HCM Control Delay (s/veh) 8.6 - - - 11.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.1 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2023 Existing - PM Page 7 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 395 75 88 395 0 20 0 58 2 1 6 Future Vol, veh/h 5 395 75 88 395 0 20 0 58 2 1 6 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 20 7 3 0 9 0 5 0 3 0 0 0 Mvmt Flow 5 425 81 95 425 0 22 0 62 2 1 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 425 0 0 505 0 0 1090 1090 465 1049 1130 425 Stage 1 - - - - - - 476 476 - 614 614 - Stage 2 - - - - - - 615 614 - 435 516 - Critical Hdwy 4.3 - - 4.1 - - 7.15 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.15 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.15 5.5 - 6.1 5.5 - Follow-up Hdwy 2.38 - - 2.2 - - 3.545 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1045 - - 1070 - - 190 217 595 207 205 634 Stage 1 - - - - - - 564 560 - 483 486 - Stage 2 - - - - - - 474 486 - 603 538 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1045 - - 1070 - - 170 197 595 168 186 634 Mov Cap-2 Maneuver - - - - - - 295 311 - 168 186 - Stage 1 - - - - - - 561 557 - 440 443 - Stage 2 - - - - - - 426 443 - 537 535 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 1.58 14.27 16.01 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 472 1045 - - 1070 - - 337 HCM Lane V/C Ratio 0.178 0.005 - - 0.088 - - 0.029 HCM Control Delay (s/veh) 14.3 8.5 - - 8.7 - - 16 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 0.6 0 - - 0.3 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1523 2906 3107 1282 1409 2826 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1523 2906 3107 1282 1409 2826 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 231 88 177 306 124 226 495 111 98 335 97 RTOR Reduction (vph) 0 0 63 0 12 0 0 0 79 0 24 0 Lane Group Flow (vph) 132 231 25 177 418 0 226 495 32 98 408 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 11.6 27.1 27.1 15.4 30.9 11.7 27.4 27.4 9.6 25.3 Effective Green, g 12.1 27.6 27.6 15.9 31.4 12.2 27.9 27.9 10.1 25.8 Actuated g/C Ratio 0.12 0.28 0.28 0.16 0.32 0.13 0.29 0.29 0.10 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 194 438 354 253 490 363 889 366 145 747 v/s Ratio Prot 0.08 0.15 c0.11 c0.27 c0.08 c0.16 0.07 0.14 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.68 0.53 0.07 0.70 0.85 0.62 0.56 0.09 0.68 0.55 Uniform Delay, d1 40.9 29.5 25.6 38.5 30.9 40.5 29.6 25.5 42.1 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 0.9 0.1 7.6 13.3 2.9 0.6 0.1 10.8 0.6 Delay 49.5 30.3 25.6 46.1 44.2 43.3 30.2 25.5 52.9 31.5 Level of Service D C C D D D C C D C Approach Delay (s/veh) 35.0 44.7 33.1 35.4 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay (s/veh) 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length 97.5 Sum of lost time 16.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 231 0 177 306 113 226 495 64 98 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 172 444 224 355 131 326 865 357 138 646 135 Arrive On Green 0.11 0.28 0.00 0.14 0.32 0.31 0.11 0.28 0.28 0.10 0.26 0.25 Sat Flow, veh/h 1589 1573 1286 1576 1122 415 2956 3143 1298 1433 2474 518 Grp Volume(v), veh/h 132 231 0 177 0 419 226 495 64 98 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 0 1537 1478 1572 1298 1433 1507 1485 Q Serve(g_s), s 6.3 9.7 0.0 8.5 0.0 20.1 5.8 10.6 3.0 5.2 9.0 9.2 Cycle Q Clear(g_c), s 6.3 9.7 0.0 8.5 0.0 20.1 5.8 10.6 3.0 5.2 9.0 9.2 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 172 444 224 0 486 326 865 357 138 393 388 V/C Ratio(X) 0.77 0.52 0.79 0.00 0.86 0.69 0.57 0.18 0.71 0.51 0.53 Avail Cap(c_a), veh/h 263 631 401 0 [PHONE REDACTED] 603 292 739 728 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.0 23.7 0.0 32.5 0.0 25.3 33.6 24.5 21.7 34.4 24.8 24.9 Incr Delay (d2), s/veh 5.3 0.7 0.0 4.6 0.0 5.4 2.0 0.4 0.2 5.0 0.8 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 2.6 3.5 0.0 3.4 0.0 7.5 2.1 3.8 0.9 1.9 3.1 3.2 Unsig. Movement Delay, s/veh Delay(d), s/veh 39.4 24.4 0.0 37.1 0.0 30.7 35.6 24.9 21.9 39.4 25.5 25.8 LOS D C D C D C C D C C Approach Vol, veh/h 363 596 785 504 Approach Delay, s/veh 29.9 32.6 27.7 28.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 24.5 12.5 28.8 11.6 25.6 15.2 26.2 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 13.5 38.0 12.5 38.0 15.5 36.0 19.5 31.0 Max Q Clear Time (g_c+I1), s 7.8 11.2 8.3 22.1 7.2 12.6 10.5 11.7 Green Ext Time s 0.4 4.3 0.1 1.6 0.2 5.8 0.4 0.8 Intersection Summary HCM 7th Control Delay, s/veh 29.5 HCM 7th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 3 Intersection Int Delay, s/veh 3.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 281 134 17 443 139 28 Future Vol, veh/h 281 134 17 443 139 28 Conflicting Peds, #/hr 0 0 0 0 0 4 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 21 4 0 12 1 7 Mvmt Flow 305 146 18 482 151 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 305 0 824 309 Stage 1 - - - - 305 - Stage 2 - - - - 518 - Critical Hdwy - - 4.1 - 6.41 6.27 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.363 Pot Cap-1 Maneuver - - 1267 - 344 719 Stage 1 - - - - 750 - Stage 2 - - - - 600 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1267 - 337 716 Mov Cap-2 Maneuver - - - - 337 - Stage 1 - - - - 750 - Stage 2 - - - - 588 - Approach EB WB NB HCM Control Delay, s/v 0 0.29 21.73 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 337 716 - - 67 - HCM Lane V/C Ratio 0.448 0.042 - - 0.015 - HCM Control Delay (s/veh) 24 10.2 - - 7.9 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 2.2 0.1 - - 0 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 283 15 4 357 2 32 1 1 9 2 68 Future Vol, veh/h 20 283 15 4 357 2 32 1 1 9 2 68 Conflicting Peds, #/hr 0 0 1 1 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 19 0 75 12 0 0 0 0 0 0 0 Mvmt Flow 22 304 16 4 384 2 34 1 1 10 2 73 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 386 0 0 321 0 0 750 751 313 741 758 385 Stage 1 - - - - - - 356 356 - 394 394 - Stage 2 - - - - - - 394 395 - 348 364 - Critical Hdwy 4.1 - - 4.85 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.875 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1183 - - 921 - - 330 342 732 334 339 667 Stage 1 - - - - - - 665 632 - 635 609 - Stage 2 - - - - - - 635 608 - 672 627 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1183 - - 920 - - 284 333 731 324 329 667 Mov Cap-2 Maneuver - - - - - - 284 333 - 441 428 - Stage 1 - - - - - - 650 618 - 632 606 - Stage 2 - - - - - - 561 605 - 655 613 - Approach EB WB NB SB HCM Control Delay, s/v 0.51 0.1 19.15 11.7 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 291 112 - - 920 - - 622 HCM Lane V/C Ratio 0.126 0.018 - - 0.005 - - 0.137 HCM Control Delay (s/veh) 19.1 8.1 0 - 8.9 - - 11.7 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.4 0.1 - - 0 - - 0.5 ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 294 363 0 0 0 Future Vol, veh/h 0 294 363 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 19 12 2 2 2 Mvmt Flow 0 316 390 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 390 0 - 0 706 390 Stage 1 - - - - 390 - Stage 2 - - - - 316 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1168 - - - 402 658 Stage 1 - - - - 684 - Stage 2 - - - - 739 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1168 - - - 402 658 Mov Cap-2 Maneuver - - - - 507 - Stage 1 - - - - 684 - Stage 2 - - - - 739 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1168 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s/veh) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 6 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 275 337 3 1 26 Future Vol, veh/h 18 275 337 3 1 26 Conflicting Peds, #/hr 2 0 0 2 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 6 20 13 33 0 4 Mvmt Flow 20 299 366 3 1 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 372 0 - 0 711 373 Stage 1 - - - - 370 - Stage 2 - - - - 341 - Critical Hdwy 4.16 - - - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.254 - - - 3.5 3.336 Pot Cap-1 Maneuver 1165 - - - 403 669 Stage 1 - - - - 703 - Stage 2 - - - - 725 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1163 - - - 394 666 Mov Cap-2 Maneuver - - - - 502 - Stage 1 - - - - 690 - Stage 2 - - - - 723 - Approach EB WB SB HCM Control Delay, s/v 0.5 0 10.73 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1163 - - - 658 HCM Lane V/C Ratio 0.017 - - - 0.045 HCM Control Delay (s/veh) 8.1 - - - 10.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - AM Page 7 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 260 23 28 271 2 16 2 45 2 2 16 Future Vol, veh/h 3 260 23 28 271 2 16 2 45 2 2 16 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 67 18 32 4 13 0 13 50 0 0 100 50 Mvmt Flow 3 280 25 30 291 2 17 2 48 2 2 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 294 0 0 304 0 0 651 652 292 640 663 292 Stage 1 - - - - - - 298 298 - 353 353 - Stage 2 - - - - - - 353 354 - 287 311 - Critical Hdwy 4.77 - - 4.14 - - 7.23 7 6.2 7.1 7.5 6.7 Critical Hdwy Stg 1 - - - - - - 6.23 6 - 6.1 6.5 - Critical Hdwy Stg 2 - - - - - - 6.23 6 - 6.1 6.5 - Follow-up Hdwy 2.803 - - 2.236 - - 3.617 4.45 3.3 3.5 4.9 3.75 Pot Cap-1 Maneuver 974 - - 1245 - - 367 332 752 391 280 646 Stage 1 - - - - - - 687 588 - 668 489 - Stage 2 - - - - - - 642 554 - 725 514 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 974 - - 1245 - - 345 322 752 354 272 646 Mov Cap-2 Maneuver - - - - - - 449 402 - 354 272 - Stage 1 - - - - - - 685 586 - 652 478 - Stage 2 - - - - - - 607 540 - 673 512 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 0.74 11.43 12.08 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 627 974 - - 1245 - - 530 HCM Lane V/C Ratio 0.108 0.003 - - 0.024 - - 0.041 HCM Control Delay (s/veh) 11.4 8.7 - - 8 - - 12.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1410 1614 1598 3101 3167 1319 1630 3130 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1410 1614 1598 3101 3167 1319 1630 3130 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 200 430 332 273 345 76 262 437 137 196 816 129 RTOR Reduction (vph) 0 0 174 0 6 0 0 0 100 0 11 0 Lane Group Flow (vph) 200 430 158 273 415 0 262 437 37 196 934 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 15.5 30.6 30.6 19.0 34.1 10.5 30.6 30.6 17.3 37.4 Effective Green, g 16.0 31.1 31.1 19.5 34.6 11.0 31.1 31.1 17.8 37.9 Actuated g/C Ratio 0.14 0.27 0.27 0.17 0.30 0.10 0.27 0.27 0.15 0.33 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 217 448 379 272 478 295 852 [PHONE REDACTED] v/s Ratio Prot 0.13 c0.26 c0.17 c0.26 c0.08 0.14 c0.12 c0.30 v/s Ratio Perm 0.11 0.03 v/c Ratio 0.92 0.96 0.42 1.00 0.87 0.89 0.51 0.10 0.78 0.91 Uniform Delay, d1 49.1 41.6 34.7 48.0 38.3 51.6 35.8 31.7 47.0 37.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 39.9 31.9 0.5 55.5 15.1 25.8 0.4 0.1 14.0 11.5 Delay 89.0 73.5 35.3 103.5 53.4 77.4 36.2 31.8 61.0 48.7 Level of Service F E D F D E D C E D Approach Delay (s/veh) 63.5 73.1 48.4 50.8 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay (s/veh) 57.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 115.5 Sum of lost time 16.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 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 0.99 1.00 0.97 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 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 200 430 0 273 345 71 262 437 83 196 816 118 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 218 446 272 393 81 295 928 385 230 950 137 Arrive On Green 0.14 0.27 0.00 0.17 0.30 0.29 0.09 0.29 0.29 0.14 0.34 0.33 Sat Flow, veh/h 1589 1682 1448 1628 1329 273 3132 3195 1327 1641 2823 408 Grp Volume(v), veh/h 200 430 0 273 0 416 262 437 83 196 465 469 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 0 1602 1566 1598 1327 1641 1611 1621 Q Serve(g_s), s 14.5 29.5 0.0 19.5 0.0 28.9 9.7 13.1 5.5 13.6 31.5 31.5 Cycle Q Clear(g_c), s 14.5 29.5 0.0 19.5 0.0 28.9 9.7 13.1 5.5 13.6 31.5 31.5 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 218 446 272 0 473 295 928 385 230 542 545 V/C Ratio(X) 0.92 0.96 1.00 0.00 0.88 0.89 0.47 0.22 0.85 0.86 0.86 Avail Cap(c_a), veh/h 218 446 272 0 473 295 928 385 295 586 590 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.8 42.3 0.0 48.6 0.0 39.2 52.3 34.1 31.4 49.0 36.2 36.2 Incr Delay (d2), s/veh 39.1 33.1 0.0 55.7 0.0 16.8 25.9 0.3 0.2 15.8 11.3 11.2 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 8.1 16.1 0.0 12.0 0.0 13.3 4.8 5.1 1.8 6.5 13.7 13.8 Unsig. Movement Delay, s/veh Delay(d), s/veh 88.8 75.4 0.0 104.4 0.0 56.0 78.2 34.3 31.6 64.9 47.4 47.4 LOS F E F E E C C E D D Approach Vol, veh/h 630 [PHONE REDACTED] Approach Delay, s/veh 79.7 75.2 48.7 50.5 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 43.3 20.0 38.5 20.4 37.9 23.5 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 42.0 15.5 34.0 20.5 32.0 19.0 30.5 Max Q Clear Time (g_c+I1), s 11.7 33.5 16.5 30.9 15.6 15.1 21.5 31.5 Green Ext Time s 0.0 5.3 0.0 0.6 0.3 4.5 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 61.0 HCM 7th LOS E Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 3 Intersection Int Delay, s/veh 9.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 498 195 36 498 163 129 Future Vol, veh/h 498 195 36 498 163 129 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 0 0 8 0 2 Mvmt Flow 535 210 39 535 175 139 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 536 0 1149 537 Stage 1 - - - - 536 - Stage 2 - - - - 613 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1042 - 221 544 Stage 1 - - - - 590 - Stage 2 - - - - 544 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1041 - 209 543 Mov Cap-2 Maneuver - - - - 209 - Stage 1 - - - - 590 - Stage 2 - - - - 516 - Approach EB WB NB HCM Control Delay, s/v 0 0.58 47.4 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 209 543 - - 121 - HCM Lane V/C Ratio 0.837 0.256 - - 0.037 - HCM Control Delay (s/veh) 73.9 13.9 - - 8.6 0 HCM Lane LOS F B - - A A HCM 95th %tile Q(veh) 6.2 1 - - 0.1 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 4 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 534 42 4 464 7 20 2 5 4 1 34 Future Vol, veh/h 53 534 42 4 464 7 20 2 5 4 1 34 Conflicting Peds, #/hr 2 0 3 3 0 2 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 6 0 0 8 0 0 0 20 0 0 0 Mvmt Flow 56 568 45 4 494 7 21 2 5 4 1 36 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 503 0 0 616 0 0 1209 1218 593 1190 1236 499 Stage 1 - - - - - - 706 706 - 508 508 - Stage 2 - - - - - - 503 512 - 682 729 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.4 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.48 3.5 4 3.3 Pot Cap-1 Maneuver 1072 - - 974 - - 161 182 473 166 178 575 Stage 1 - - - - - - 430 442 - 551 542 - Stage 2 - - - - - - 555 540 - 443 431 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1070 - - 971 - - 137 166 472 148 162 574 Mov Cap-2 Maneuver - - - - - - 137 166 - 275 278 - Stage 1 - - - - - - 394 405 - 548 539 - Stage 2 - - - - - - 517 537 - 401 395 - Approach EB WB NB SB HCM Control Delay, s/v 0.72 0.07 32.26 12.78 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 161 149 - - 971 - - 504 HCM Lane V/C Ratio 0.179 0.053 - - 0.004 - - 0.082 HCM Control Delay (s/veh) 32.3 8.6 0 - 8.7 - - 12.8 HCM Lane LOS D A A - A - - B HCM 95th %tile Q(veh) 0.6 0.2 - - 0 - - 0.3 ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 549 470 0 0 0 Future Vol, veh/h 0 549 470 0 0 0 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 6 8 2 2 2 Mvmt Flow 0 590 505 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 507 0 - 0 1098 507 Stage 1 - - - - 507 - Stage 2 - - - - 590 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1057 - - - 236 565 Stage 1 - - - - 605 - Stage 2 - - - - 554 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1055 - - - 235 564 Mov Cap-2 Maneuver - - - - 370 - Stage 1 - - - - 603 - Stage 2 - - - - 553 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1055 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s/veh) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 6 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 58 490 454 14 0 15 Future Vol, veh/h 58 490 454 14 0 15 Conflicting Peds, #/hr 3 0 0 3 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 7 8 0 0 0 Mvmt Flow 63 533 493 15 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 512 0 - 0 1166 507 Stage 1 - - - - 504 - Stage 2 - - - - 662 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1043 - - - 216 570 Stage 1 - - - - 611 - Stage 2 - - - - 517 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1040 - - - 202 566 Mov Cap-2 Maneuver - - - - 339 - Stage 1 - - - - 572 - Stage 2 - - - - 515 - Approach EB WB SB HCM Control Delay, s/v 0.92 0 11.55 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1040 - - - 566 HCM Lane V/C Ratio 0.061 - - - 0.029 HCM Control Delay (s/veh) 8.7 - - - 11.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.1 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 10/06/2023 2115 Molalla Road 12 Report 2025 Background - PM Page 7 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 406 78 89 408 0 23 0 59 2 1 6 Future Vol, veh/h 5 406 78 89 408 0 23 0 59 2 1 6 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 20 7 3 0 9 0 5 0 3 0 0 0 Mvmt Flow 5 437 84 96 439 0 25 0 63 2 1 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 439 0 0 520 0 0 1120 1119 478 1077 1161 439 Stage 1 - - - - - - 489 489 - 630 630 - Stage 2 - - - - - - 631 630 - 447 531 - Critical Hdwy 4.3 - - 4.1 - - 7.15 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.15 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.15 5.5 - 6.1 5.5 - Follow-up Hdwy 2.38 - - 2.2 - - 3.545 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1032 - - 1056 - - 181 208 585 198 197 622 Stage 1 - - - - - - 555 553 - 473 478 - Stage 2 - - - - - - 464 478 - 594 529 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1032 - - 1056 - - 161 189 585 160 178 622 Mov Cap-2 Maneuver - - - - - - 286 304 - 160 178 - Stage 1 - - - - - - 552 550 - 430 435 - Stage 2 - - - - - - 417 435 - 527 527 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 1.57 14.87 16.45 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 453 1032 - - 1056 - - 324 HCM Lane V/C Ratio 0.195 0.005 - - 0.091 - - 0.03 HCM Control Delay (s/veh) 14.9 8.5 - - 8.7 - - 16.4 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 0.7 0 - - 0.3 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1522 2906 3107 1282 1409 2826 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1522 2906 3107 1282 1409 2826 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 241 88 188 317 131 226 495 122 104 335 97 RTOR Reduction (vph) 0 0 62 0 12 0 0 0 92 0 25 0 Lane Group Flow (vph) 132 241 26 188 436 0 226 495 30 104 407 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 11.7 28.3 28.3 16.0 32.6 11.7 24.0 24.0 11.9 24.2 Effective Green, g 12.2 28.8 28.8 16.5 33.1 12.2 24.5 24.5 12.4 24.7 Actuated g/C Ratio 0.12 0.29 0.29 0.17 0.34 0.12 0.25 0.25 0.13 0.25 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 194 454 367 261 513 361 775 319 177 710 v/s Ratio Prot 0.08 0.16 c0.12 c0.29 c0.08 c0.16 0.07 0.14 v/s Ratio Perm 0.02 0.02 v/c Ratio 0.68 0.53 0.07 0.72 0.85 0.62 0.63 0.09 0.58 0.57 Uniform Delay, d1 41.1 29.0 25.0 38.6 30.2 40.8 32.8 28.3 40.4 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 0.9 0.0 8.8 12.5 2.9 1.5 0.0 4.0 0.9 Delay 49.7 29.9 25.0 47.4 42.8 43.7 34.4 28.4 44.5 33.0 Level of Service D C C D D D C C D C Approach Delay (s/veh) 34.7 44.2 36.0 35.2 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay (s/veh) 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 98.2 Sum of lost time 16.0 Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 241 0 188 317 120 226 495 75 104 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 172 448 235 363 138 324 847 350 138 634 133 Arrive On Green 0.11 0.28 0.00 0.15 0.33 0.32 0.11 0.27 0.27 0.10 0.26 0.25 Sat Flow, veh/h 1589 1573 1286 1576 1114 422 2956 3143 1298 1433 2474 518 Grp Volume(v), veh/h 132 241 0 188 0 437 226 495 75 104 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 0 1536 1478 1572 1298 1433 1507 1485 Q Serve(g_s), s 6.5 10.4 0.0 9.2 0.0 21.5 5.9 10.9 3.6 5.7 9.2 9.5 Cycle Q Clear(g_c), s 6.5 10.4 0.0 9.2 0.0 21.5 5.9 10.9 3.6 5.7 9.2 9.5 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 172 448 235 0 501 324 847 350 138 386 380 V/C Ratio(X) 0.77 0.54 0.80 0.00 0.87 0.70 0.58 0.21 0.75 0.52 0.54 Avail Cap(c_a), veh/h 258 619 394 0 [PHONE REDACTED] 592 286 725 714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.7 24.2 0.0 32.9 0.0 25.5 34.3 25.3 22.7 35.2 25.6 25.7 Incr Delay (d2), s/veh 5.9 0.7 0.0 4.6 0.0 6.9 2.0 0.5 0.2 6.1 0.8 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 2.7 3.7 0.0 3.7 0.0 8.2 2.1 3.9 1.1 2.1 3.2 3.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 40.7 24.9 0.0 37.5 0.0 32.4 36.4 25.8 22.9 41.3 26.4 26.6 LOS D C D C D C C D C C Approach Vol, veh/h 373 625 796 510 Approach Delay, s/veh 30.5 33.9 28.5 29.5 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.8 24.5 12.7 30.1 11.7 25.6 16.0 26.8 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 13.5 38.0 12.5 38.0 15.5 36.0 19.5 31.0 Max Q Clear Time (g_c+I1), s 7.9 11.5 8.5 23.5 7.7 12.9 11.2 12.4 Green Ext Time s 0.4 4.3 0.1 1.6 0.2 5.8 0.4 0.8 Intersection Summary HCM 7th Control Delay, s/veh 30.5 HCM 7th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 3 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 308 134 17 470 139 28 Future Vol, veh/h 308 134 17 470 139 28 Conflicting Peds, #/hr 0 0 0 0 0 4 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 21 4 0 12 1 7 Mvmt Flow 335 146 18 511 151 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 335 0 883 339 Stage 1 - - - - 335 - Stage 2 - - - - 548 - Critical Hdwy - - 4.1 - 6.41 6.27 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.363 Pot Cap-1 Maneuver - - 1236 - 318 692 Stage 1 - - - - 727 - Stage 2 - - - - 581 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1236 - 311 690 Mov Cap-2 Maneuver - - - - 311 - Stage 1 - - - - 727 - Stage 2 - - - - 569 - Approach EB WB NB HCM Control Delay, s/v 0 0.28 24.24 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 311 690 - - 63 - HCM Lane V/C Ratio 0.486 0.044 - - 0.015 - HCM Control Delay (s/veh) 27 10.5 - - 8 0 HCM Lane LOS D B - - A A HCM 95th %tile Q(veh) 2.5 0.1 - - 0 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 311 15 4 385 2 32 1 1 9 2 67 Future Vol, veh/h 19 311 15 4 385 2 32 1 1 9 2 67 Conflicting Peds, #/hr 0 0 1 1 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 19 0 75 12 0 0 0 0 0 0 0 Mvmt Flow 20 334 16 4 414 2 34 1 1 10 2 72 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 416 0 0 352 0 0 808 809 343 799 816 415 Stage 1 - - - - - - 384 384 - 424 424 - Stage 2 - - - - - - 424 425 - 376 392 - Critical Hdwy 4.1 - - 4.85 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.875 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1154 - - 894 - - 302 317 704 306 314 642 Stage 1 - - - - - - 643 615 - 612 591 - Stage 2 - - - - - - 612 590 - 650 610 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1154 - - 894 - - 259 308 703 296 305 642 Mov Cap-2 Maneuver - - - - - - 259 308 - 418 408 - Stage 1 - - - - - - 628 601 - 609 588 - Stage 2 - - - - - - 539 587 - 633 596 - Approach EB WB NB SB HCM Control Delay, s/v 0.45 0.09 20.73 12.03 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 265 98 - - 894 - - 596 HCM Lane V/C Ratio 0.138 0.018 - - 0.005 - - 0.141 HCM Control Delay (s/veh) 20.7 8.2 0 - 9 - - 12 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.5 0.1 - - 0 - - 0.5 ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 47 275 352 19 24 39 Future Vol, veh/h 47 275 352 19 24 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 19 12 2 2 2 Mvmt Flow 51 296 378 20 26 42 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 399 0 - 0 785 389 Stage 1 - - - - 389 - Stage 2 - - - - 397 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1160 - - - 361 660 Stage 1 - - - - 685 - Stage 2 - - - - 679 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1160 - - - 345 660 Mov Cap-2 Maneuver - - - - 462 - Stage 1 - - - - 655 - Stage 2 - - - - 679 - Approach EB WB SB HCM Control Delay, s/v 1.2 0 12.21 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1160 - - - 567 HCM Lane V/C Ratio 0.044 - - - 0.119 HCM Control Delay (s/veh) 8.2 - - - 12.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.4 ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 6 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 24 274 325 25 12 46 Future Vol, veh/h 24 274 325 25 12 46 Conflicting Peds, #/hr 2 0 0 2 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 6 20 13 33 0 4 Mvmt Flow 26 298 353 27 13 50 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 382 0 - 0 722 372 Stage 1 - - - - 369 - Stage 2 - - - - 353 - Critical Hdwy 4.16 - - - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.254 - - - 3.5 3.336 Pot Cap-1 Maneuver 1154 - - - 397 670 Stage 1 - - - - 704 - Stage 2 - - - - 716 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1152 - - - 386 666 Mov Cap-2 Maneuver - - - - 496 - Stage 1 - - - - 687 - Stage 2 - - - - 714 - Approach EB WB SB HCM Control Delay, s/v 0.66 0 11.44 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1152 - - - 622 HCM Lane V/C Ratio 0.023 - - - 0.101 HCM Control Delay (s/veh) 8.2 - - - 11.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM Page 7 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 266 27 28 277 2 20 2 45 2 2 16 Future Vol, veh/h 3 266 27 28 277 2 20 2 45 2 2 16 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 67 18 32 4 13 0 13 50 0 0 100 50 Mvmt Flow 3 286 29 30 298 2 22 2 48 2 2 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 300 0 0 315 0 0 666 667 301 653 681 299 Stage 1 - - - - - - 307 307 - 359 359 - Stage 2 - - - - - - 359 360 - 294 322 - Critical Hdwy 4.77 - - 4.14 - - 7.23 7 6.2 7.1 7.5 6.7 Critical Hdwy Stg 1 - - - - - - 6.23 6 - 6.1 6.5 - Critical Hdwy Stg 2 - - - - - - 6.23 6 - 6.1 6.5 - Follow-up Hdwy 2.803 - - 2.236 - - 3.617 4.45 3.3 3.5 4.9 3.75 Pot Cap-1 Maneuver 968 - - 1234 - - 358 325 744 383 273 641 Stage 1 - - - - - - 680 583 - 663 486 - Stage 2 - - - - - - 637 550 - 719 508 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 968 - - 1234 - - 336 316 744 347 265 641 Mov Cap-2 Maneuver - - - - - - 442 397 - 347 265 - Stage 1 - - - - - - 678 581 - 647 474 - Stage 2 - - - - - - 602 537 - 667 506 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 0.73 11.75 12.19 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 605 968 - - 1234 - - 522 HCM Lane V/C Ratio 0.119 0.003 - - 0.024 - - 0.041 HCM Control Delay (s/veh) 11.8 8.7 - - 8 - - 12.2 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 403 309 258 324 73 244 406 134 183 759 120 Future Volume (vph) 186 403 309 258 324 73 244 406 134 183 759 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1410 1614 1597 3101 3167 1318 1630 3130 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1410 1614 1597 3101 3167 1318 1630 3130 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 200 433 332 277 348 78 262 437 144 197 816 129 RTOR Reduction (vph) 0 0 183 0 7 0 0 0 106 0 10 0 Lane Group Flow (vph) 200 433 149 277 419 0 262 437 38 197 935 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 16.2 31.5 31.5 21.2 36.5 10.7 30.7 30.7 16.9 36.9 Effective Green, g 16.7 32.0 32.0 21.7 37.0 11.2 31.2 31.2 17.4 37.4 Actuated g/C Ratio 0.14 0.27 0.27 0.18 0.31 0.09 0.26 0.26 0.15 0.32 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 221 450 381 296 499 293 835 347 239 989 v/s Ratio Prot 0.13 c0.26 c0.17 0.26 0.08 0.14 c0.12 c0.30 v/s Ratio Perm 0.11 0.03 v/c Ratio 0.90 0.96 0.39 0.93 0.83 0.89 0.52 0.10 0.82 0.94 Uniform Delay, d1 50.0 42.5 35.1 47.6 37.8 52.9 37.1 33.0 48.9 39.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.5 32.6 0.4 35.3 11.6 27.1 0.4 0.1 19.6 16.8 Delay 85.5 75.2 35.6 82.9 49.5 80.1 37.6 33.1 68.6 56.2 Level of Service F E D F D F D C E E Approach Delay (s/veh) 63.7 62.7 50.0 58.4 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay (s/veh) 58.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length 118.3 Sum of lost time 16.0 Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 403 309 258 324 73 244 406 134 183 759 120 Future Volume (veh/h) 186 403 309 258 324 73 244 406 134 183 759 120 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 0.99 1.00 0.97 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 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 200 433 0 277 348 78 262 437 90 197 816 118 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 226 459 300 411 92 294 860 357 229 889 129 Arrive On Green 0.14 0.27 0.00 0.18 0.31 0.31 0.09 0.27 0.27 0.14 0.31 0.31 Sat Flow, veh/h 1589 1682 1448 1628 1306 293 3132 3195 1326 1641 2823 408 Grp Volume(v), veh/h 200 433 0 277 0 426 262 437 90 197 465 469 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 0 1599 1566 1598 1326 1641 1611 1621 Q Serve(g_s), s 14.7 30.1 0.0 20.0 0.0 29.7 9.9 13.8 6.4 14.0 33.2 33.3 Cycle Q Clear(g_c), s 14.7 30.1 0.0 20.0 0.0 29.7 9.9 13.8 6.4 14.0 33.2 33.3 Prop In Lane 1.00 1.00 1.00 0.18 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 226 459 300 0 503 294 860 357 229 507 510 V/C Ratio(X) 0.88 0.94 0.92 0.00 0.85 0.89 0.51 0.25 0.86 0.92 0.92 Avail Cap(c_a), veh/h 226 459 300 0 504 294 860 357 261 515 519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.2 42.5 0.0 47.9 0.0 38.2 53.5 36.9 34.2 50.2 39.4 39.5 Incr Delay (d2), s/veh 30.7 28.0 0.0 32.5 0.0 12.4 26.6 0.4 0.3 21.3 21.2 21.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 15.8 0.0 10.7 0.0 13.1 4.9 5.4 2.1 7.0 15.8 15.9 Unsig. Movement Delay, s/veh Delay(d), s/veh 80.9 70.5 0.0 80.3 0.0 50.6 80.1 37.3 34.5 71.5 60.6 60.5 LOS F E F D F D C E E E Approach Vol, veh/h 633 [PHONE REDACTED] Approach Delay, s/veh 73.8 62.3 51.2 62.5 Approach LOS E E D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.2 41.6 21.0 41.6 20.7 36.1 26.0 36.6 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 10.7 37.7 16.5 37.1 18.5 29.9 21.5 32.1 Max Q Clear Time (g_c+I1), s 11.9 35.3 16.7 31.7 16.0 15.8 22.0 32.1 Green Ext Time s 0.0 1.7 0.0 0.9 0.2 4.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 61.9 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 7th TWSC 2: Safeway Access & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 3 Intersection Int Delay, s/veh 9.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 509 195 36 507 163 129 Future Vol, veh/h 509 195 36 507 163 129 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 100 - - 0 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 0 0 8 0 2 Mvmt Flow 547 210 39 545 175 139 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 548 0 1171 549 Stage 1 - - - - 548 - Stage 2 - - - - 623 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1031 - 215 535 Stage 1 - - - - 583 - Stage 2 - - - - 539 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1030 - 203 534 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 582 - Stage 2 - - - - 510 - Approach EB WB NB HCM Control Delay, s/v 0 0.57 51.1 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 203 534 - - 119 - HCM Lane V/C Ratio 0.863 0.26 - - 0.038 - HCM Control Delay (s/veh) 80.4 14.1 - - 8.6 0 HCM Lane LOS F B - - A A HCM 95th %tile Q(veh) 6.6 1 - - 0.1 - ---PAGE BREAK--- HCM 7th TWSC 3: June Way/Woodburn Place West & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 4 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 553 42 4 477 6 20 2 5 4 1 30 Future Vol, veh/h 45 553 42 4 477 6 20 2 5 4 1 30 Conflicting Peds, #/hr 2 0 3 3 0 2 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 - - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 6 0 0 8 0 0 0 20 0 0 0 Mvmt Flow 48 588 45 4 507 6 21 2 5 4 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 516 0 0 636 0 0 1226 1234 614 1206 1253 513 Stage 1 - - - - - - 709 709 - 521 521 - Stage 2 - - - - - - 516 524 - 685 732 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.4 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.48 3.5 4 3.3 Pot Cap-1 Maneuver 1060 - - 957 - - 157 178 461 162 174 565 Stage 1 - - - - - - 428 440 - 542 535 - Stage 2 - - - - - - 545 533 - 441 430 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1058 - - 954 - - 136 164 459 146 160 564 Mov Cap-2 Maneuver - - - - - - 136 164 - 274 277 - Stage 1 - - - - - - 397 408 - 539 531 - Stage 2 - - - - - - 511 530 - 403 399 - Approach EB WB NB SB HCM Control Delay, s/v 0.6 0.07 32.6 12.94 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 159 125 - - 954 - - 490 HCM Lane V/C Ratio 0.181 0.045 - - 0.004 - - 0.076 HCM Control Delay (s/veh) 32.6 8.6 0 - 8.8 - - 12.9 HCM Lane LOS D A A - A - - B HCM 95th %tile Q(veh) 0.6 0.1 - - 0 - - 0.2 ---PAGE BREAK--- HCM 7th TWSC 4: Molalla Road (OR 211) & Primary Site Access 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 5 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 40 528 462 9 17 20 Future Vol, veh/h 40 528 462 9 17 20 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 6 8 2 2 2 Mvmt Flow 43 568 497 10 18 22 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 508 0 - 0 1157 504 Stage 1 - - - - 504 - Stage 2 - - - - 654 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1057 - - - 217 568 Stage 1 - - - - 607 - Stage 2 - - - - 517 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1055 - - - 207 567 Mov Cap-2 Maneuver - - - - 344 - Stage 1 - - - - 581 - Stage 2 - - - - 517 - Approach EB WB SB HCM Control Delay, s/v 0.6 0 14.07 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1055 - - - 437 HCM Lane V/C Ratio 0.041 - - - 0.091 HCM Control Delay (s/veh) 8.6 - - - 14.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 ---PAGE BREAK--- HCM 7th TWSC 5: Molalla Road (OR 211) & Woodburn Place East 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 6 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 56 488 448 23 6 22 Future Vol, veh/h 56 488 448 23 6 22 Conflicting Peds, #/hr 3 0 0 3 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 7 8 0 0 0 Mvmt Flow 61 530 487 25 7 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 515 0 - 0 1158 505 Stage 1 - - - - 502 - Stage 2 - - - - 655 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1041 - - - 219 571 Stage 1 - - - - 612 - Stage 2 - - - - 521 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1038 - - - 205 568 Mov Cap-2 Maneuver - - - - 342 - Stage 1 - - - - 574 - Stage 2 - - - - 519 - Approach EB WB SB HCM Control Delay, s/v 0.89 0 12.71 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1038 - - - 497 HCM Lane V/C Ratio 0.059 - - - 0.061 HCM Control Delay (s/veh) 8.7 - - - 12.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.2 ---PAGE BREAK--- HCM 7th TWSC 6: Cooley Road & Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM Page 7 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 408 80 89 409 0 25 0 59 2 1 6 Future Vol, veh/h 5 408 80 89 409 0 25 0 59 2 1 6 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 50 - - 400 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 20 7 3 0 9 0 5 0 3 0 0 0 Mvmt Flow 5 439 86 96 440 0 27 0 63 2 1 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 440 0 0 525 0 0 1124 1124 482 1081 1167 440 Stage 1 - - - - - - 492 492 - 631 631 - Stage 2 - - - - - - 632 631 - 449 535 - Critical Hdwy 4.3 - - 4.1 - - 7.15 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.15 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.15 5.5 - 6.1 5.5 - Follow-up Hdwy 2.38 - - 2.2 - - 3.545 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1031 - - 1052 - - 180 207 582 197 195 622 Stage 1 - - - - - - 553 551 - 472 477 - Stage 2 - - - - - - 464 477 - 593 527 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1031 - - 1052 - - 160 187 582 159 177 622 Mov Cap-2 Maneuver - - - - - - 285 303 - 159 177 - Stage 1 - - - - - - 550 548 - 429 434 - Stage 2 - - - - - - 416 434 - 525 524 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 1.57 15.15 16.5 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 445 1031 - - 1052 - - 323 HCM Lane V/C Ratio 0.203 0.005 - - 0.091 - - 0.03 HCM Control Delay (s/veh) 15.1 8.5 - - 8.8 - - 16.5 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 0.8 0 - - 0.3 - - 0.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Background - AM - Mitigation Option 1 - Dual SB Lefts Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1523 2906 3107 1282 2733 2826 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1523 2906 3107 1282 2733 2826 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 231 88 177 306 124 226 495 111 98 335 97 RTOR Reduction (vph) 0 0 63 0 14 0 0 0 76 0 21 0 Lane Group Flow (vph) 132 231 25 177 416 0 226 495 35 98 411 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 12.5 27.3 27.3 15.9 30.7 11.6 30.1 30.1 6.4 24.9 Effective Green, g 13.0 27.8 27.8 16.4 31.2 12.1 30.6 30.6 6.9 25.4 Actuated g/C Ratio 0.13 0.28 0.28 0.17 0.32 0.12 0.31 0.31 0.07 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 208 440 356 260 486 359 973 401 193 734 v/s Ratio Prot 0.08 0.15 c0.11 c0.27 c0.08 0.16 0.04 c0.15 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.63 0.53 0.07 0.68 0.86 0.63 0.51 0.09 0.51 0.56 Uniform Delay, d1 40.1 29.4 25.5 38.2 31.2 40.7 27.4 23.7 43.8 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.4 0.9 0.1 6.6 13.7 3.0 0.3 0.1 1.5 0.7 Delay 45.5 30.3 25.6 44.7 44.9 43.6 27.7 23.8 45.3 32.0 Level of Service D C C D D D C C D C Approach Delay (s/veh) 33.8 44.8 31.5 34.5 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay (s/veh) 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 97.7 Sum of lost time 16.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Background - AM - Mitigation Option 1 - Dual SB Lefts Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 231 0 177 306 113 226 495 64 98 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 173 446 226 357 132 326 862 356 267 643 135 Arrive On Green 0.11 0.28 0.00 0.14 0.32 0.31 0.11 0.27 0.27 0.10 0.26 0.25 Sat Flow, veh/h 1589 1573 1286 1576 1122 415 2956 3143 1298 2779 2474 518 Grp Volume(v), veh/h 132 231 0 177 0 419 226 495 64 98 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 0 1537 1478 1572 1298 1390 1507 1485 Q Serve(g_s), s 6.4 9.7 0.0 8.5 0.0 20.2 5.8 10.7 3.0 2.6 9.1 9.3 Cycle Q Clear(g_c), s 6.4 9.7 0.0 8.5 0.0 20.2 5.8 10.7 3.0 2.6 9.1 9.3 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 173 446 226 0 488 326 862 356 267 392 386 V/C Ratio(X) 0.76 0.52 0.78 0.00 0.86 0.69 0.57 0.18 0.37 0.52 0.53 Avail Cap(c_a), veh/h 322 758 499 0 [PHONE REDACTED] 527 317 516 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.1 23.7 0.0 32.6 0.0 25.3 33.8 24.7 21.8 33.4 25.0 25.1 Incr Delay (d2), s/veh 5.1 0.7 0.0 4.4 0.0 3.4 2.0 0.5 0.2 0.6 0.8 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 2.6 3.5 0.0 3.4 0.0 7.3 2.1 3.8 0.9 0.9 3.1 3.2 Unsig. Movement Delay, s/veh Delay(d), s/veh 39.2 24.4 0.0 37.0 0.0 28.7 35.8 25.1 22.0 34.0 25.7 25.9 LOS D C D C D C C C C C Approach Vol, veh/h 363 596 785 504 Approach Delay, s/veh 29.8 31.1 27.9 27.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 24.5 12.6 29.1 11.6 25.6 15.3 26.3 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 13.5 26.5 15.5 46.5 8.5 31.5 24.5 37.5 Max Q Clear Time (g_c+I1), s 7.8 11.3 8.4 22.2 4.6 12.7 10.5 11.7 Green Ext Time s 0.4 3.4 0.2 1.8 0.1 5.3 0.5 0.8 Intersection Summary HCM 7th Control Delay, s/veh 29.0 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Background - AM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (vph) 125 219 84 168 291 118 215 470 105 93 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1591 1356 2906 3107 1282 1409 2827 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1591 1356 2906 3107 1282 1409 2827 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 231 88 177 306 124 226 495 111 98 335 97 RTOR Reduction (vph) 0 0 68 0 0 93 0 0 77 0 24 0 Lane Group Flow (vph) 132 231 20 177 306 31 226 495 34 98 408 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 Actuated Green, G 11.8 19.3 19.3 14.7 22.2 22.2 11.4 26.9 26.9 9.4 24.9 Effective Green, g 12.3 19.8 19.8 15.2 22.7 22.2 11.9 27.4 27.4 9.9 25.4 Actuated g/C Ratio 0.14 0.22 0.22 0.17 0.26 0.25 0.13 0.31 0.31 0.11 0.29 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 218 347 280 267 409 340 391 964 397 157 813 v/s Ratio Prot 0.08 0.15 c0.11 c0.19 c0.08 c0.16 0.07 0.14 v/s Ratio Perm 0.02 0.02 0.03 v/c Ratio 0.61 0.67 0.07 0.66 0.75 0.09 0.58 0.51 0.09 0.62 0.50 Uniform Delay, d1 35.7 31.2 27.0 34.2 30.2 25.3 35.8 25.0 21.6 37.4 26.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 4.3 0.1 5.5 6.9 0.1 1.7 0.3 0.1 6.5 0.4 Delay 39.7 35.5 27.1 39.6 37.1 25.4 37.5 25.3 21.7 44.0 26.5 Level of Service D D C D D C D C C D C Approach Delay (s/veh) 35.1 35.5 28.2 29.8 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay (s/veh) 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 88.3 Sum of lost time 16.0 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Background - AM - Mitigation Option 2 - WB Right-Turn Lane Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 Future Volume (veh/h) 125 219 84 168 291 118 215 470 105 93 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 231 0 177 306 71 226 495 64 98 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 179 338 228 399 332 354 967 399 149 723 151 Arrive On Green 0.11 0.21 0.00 0.14 0.25 0.24 0.12 0.31 0.31 0.10 0.29 0.29 Sat Flow, veh/h 1589 1573 1286 1576 1614 1384 2956 3143 1298 1433 2474 518 Grp Volume(v), veh/h 132 231 0 177 306 71 226 495 64 98 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 1614 1384 1478 1572 1298 1433 1507 1485 Q Serve(g_s), s 5.6 9.5 0.0 7.6 12.4 2.9 5.1 9.1 2.5 4.6 7.7 7.9 Cycle Q Clear(g_c), s 5.6 9.5 0.0 7.6 12.4 2.9 5.1 9.1 2.5 4.6 7.7 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 179 338 228 399 332 354 967 399 149 440 434 V/C Ratio(X) 0.74 0.68 0.78 0.77 0.21 0.64 0.51 0.16 0.66 0.46 0.47 Avail Cap(c_a), veh/h 317 717 427 851 [PHONE REDACTED] 666 347 838 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.1 25.3 0.0 28.9 24.5 21.3 29.4 19.9 17.7 30.2 20.3 20.4 Incr Delay (d2), s/veh 4.4 1.8 0.0 4.2 2.3 0.2 1.4 0.3 0.1 3.6 0.6 0.6 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 2.3 3.5 0.0 3.0 4.6 0.9 1.8 3.1 0.7 1.7 2.6 2.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 34.5 27.2 0.0 33.1 26.8 21.6 30.8 20.3 17.8 33.8 20.8 21.0 LOS C C C C C C C B C C C Approach Vol, veh/h 363 554 785 504 Approach Delay, s/veh 29.8 28.2 23.1 23.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.4 24.5 11.9 21.3 11.3 25.6 14.2 19.1 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 13.5 38.5 13.5 36.5 16.5 35.5 18.5 31.5 Max Q Clear Time (g_c+I1), s 7.1 9.9 7.6 14.4 6.6 11.1 9.6 11.5 Green Ext Time s 0.5 4.4 0.2 1.3 0.2 5.9 0.4 0.8 Intersection Summary HCM 7th Control Delay, s/veh 25.6 HCM 7th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/12/2023 2115 Molalla Road 12 Report 2025 Background - PM - Mitigation Option 1 - Dual SB Lefts Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1410 1614 1598 3101 3167 1332 3162 3130 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1410 1614 1598 3101 3167 1332 3162 3130 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 200 430 332 273 345 76 262 437 137 196 816 129 RTOR Reduction (vph) 0 0 182 0 7 0 0 0 96 0 10 0 Lane Group Flow (vph) 200 430 150 273 414 0 262 437 41 196 935 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 16.1 31.5 31.5 21.5 36.9 10.5 34.9 34.9 11.6 36.0 Effective Green, g 16.6 32.0 32.0 22.0 37.4 11.0 35.4 35.4 12.1 36.5 Actuated g/C Ratio 0.14 0.27 0.27 0.19 0.32 0.09 0.30 0.30 0.10 0.31 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 221 453 384 302 508 290 954 401 325 972 v/s Ratio Prot 0.13 c0.26 c0.17 0.26 c0.08 0.14 0.06 c0.30 v/s Ratio Perm 0.11 0.03 v/c Ratio 0.90 0.95 0.39 0.90 0.82 0.90 0.46 0.10 0.60 0.96 Uniform Delay, d1 49.7 42.0 34.8 46.7 36.9 52.7 33.3 29.6 50.4 39.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.6 29.4 0.5 28.4 9.5 29.2 0.3 0.1 2.7 20.1 Delay 85.2 71.3 35.3 75.1 46.4 81.9 33.5 29.7 53.1 59.9 Level of Service F E D E D F C C D E Approach Delay (s/veh) 61.8 57.7 48.1 58.7 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay (s/veh) 56.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 117.5 Sum of lost time 16.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/12/2023 2115 Molalla Road 12 Report 2025 Background - PM - Mitigation Option 1 - Dual SB Lefts Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 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 0.99 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 1668 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 200 430 0 273 345 76 262 437 83 196 816 118 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 229 459 303 413 91 293 1026 431 267 879 127 Arrive On Green 0.14 0.27 0.00 0.19 0.31 0.31 0.09 0.32 0.32 0.08 0.31 0.31 Sat Flow, veh/h 1589 1682 1448 1628 1311 289 3132 3195 1344 3183 2823 408 Grp Volume(v), veh/h 200 430 0 273 0 421 262 437 83 196 465 469 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 0 1599 1566 1598 1344 1591 1611 1621 Q Serve(g_s), s 14.5 29.4 0.0 19.3 0.0 28.8 9.7 12.7 5.3 7.1 32.9 33.0 Cycle Q Clear(g_c), s 14.5 29.4 0.0 19.3 0.0 28.8 9.7 12.7 5.3 7.1 32.9 33.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 229 459 303 0 [PHONE REDACTED] 431 267 501 505 V/C Ratio(X) 0.87 0.94 0.90 0.00 0.84 0.89 0.43 0.19 0.74 0.93 0.93 Avail Cap(c_a), veh/h 230 472 318 0 [PHONE REDACTED] 431 379 506 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.3 41.8 0.0 46.8 0.0 37.5 52.8 31.4 28.9 52.6 39.3 39.3 Incr Delay (d2), s/veh 28.2 25.9 0.0 25.9 0.0 10.4 27.3 0.2 0.2 3.5 23.3 23.3 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 7.5 15.2 0.0 9.9 0.0 12.5 4.9 4.9 1.7 2.9 16.0 16.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 77.5 67.7 0.0 72.7 0.0 47.9 80.0 31.6 29.1 56.1 62.6 62.6 LOS E E E D F C C E E E Approach Vol, veh/h 630 [PHONE REDACTED] Approach Delay, s/veh 70.8 57.7 47.6 61.5 Approach LOS E E D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 40.6 21.0 41.1 13.9 41.8 25.9 36.1 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 10.5 36.5 16.5 38.5 13.5 33.5 22.5 32.5 Max Q Clear Time (g_c+I1), s 11.7 35.0 16.5 30.8 9.1 14.7 21.3 31.4 Green Ext Time s 0.0 1.1 0.0 1.1 0.3 4.7 0.1 0.2 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. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Backgroud - PM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (vph) 186 400 309 254 321 71 244 406 127 182 759 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1410 1614 1636 1422 3101 3167 1318 1630 3130 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1410 1614 1636 1422 3101 3167 1318 1630 3130 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 200 430 332 273 345 76 262 437 137 196 816 129 RTOR Reduction (vph) 0 0 184 0 0 53 0 0 102 0 10 0 Lane Group Flow (vph) 200 430 148 273 345 23 262 437 35 196 935 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 Actuated Green, G 17.6 31.5 31.5 21.5 35.4 35.4 10.5 29.8 29.8 17.3 36.6 Effective Green, g 18.1 32.0 32.0 22.0 35.9 35.4 11.0 30.3 30.3 17.8 37.1 Actuated g/C Ratio 0.15 0.27 0.27 0.19 0.30 0.30 0.09 0.26 0.26 0.15 0.31 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 240 451 382 300 497 426 288 812 338 245 983 v/s Ratio Prot 0.13 c0.26 c0.17 c0.21 c0.08 0.14 c0.12 c0.30 v/s Ratio Perm 0.10 0.02 0.03 v/c Ratio 0.83 0.95 0.39 0.91 0.69 0.05 0.91 0.54 0.10 0.80 0.95 Uniform Delay, d1 48.5 42.3 35.1 47.1 36.3 29.4 53.1 37.9 33.5 48.4 39.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.9 30.6 0.5 29.9 3.9 0.0 30.3 0.5 0.1 16.4 18.0 Delay 69.5 72.9 35.5 77.0 40.1 29.5 83.4 38.4 33.6 64.8 57.6 Level of Service E E D E D C F D C E E Approach Delay (s/veh) 59.3 53.4 51.7 58.8 Approach LOS E D D E Intersection Summary HCM 2000 Control Delay (s/veh) 56.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 118.1 Sum of lost time 16.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 10/11/2023 2115 Molalla Road 12 Report 2025 Backgroud - PM - Mitigation Option 2 - WB Right-Turn Lane Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 Future Volume (veh/h) 186 400 309 254 321 71 244 406 127 182 759 120 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 0.99 1.00 0.97 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 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 200 430 0 273 345 38 262 437 83 196 816 118 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 232 459 303 519 444 293 847 351 229 879 127 Arrive On Green 0.15 0.27 0.00 0.19 0.31 0.31 0.09 0.27 0.27 0.14 0.31 0.31 Sat Flow, veh/h 1589 1682 1448 1628 1654 1436 3132 3195 1325 1641 2823 408 Grp Volume(v), veh/h 200 430 0 273 345 38 262 437 83 196 465 469 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 1654 1436 1566 1598 1325 1641 1611 1621 Q Serve(g_s), s 14.5 29.4 0.0 19.3 21.3 2.2 9.7 13.7 5.8 13.7 32.9 33.0 Cycle Q Clear(g_c), s 14.5 29.4 0.0 19.3 21.3 2.2 9.7 13.7 5.8 13.7 32.9 33.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 232 459 303 519 444 293 847 351 229 501 505 V/C Ratio(X) 0.86 0.94 0.90 0.67 0.09 0.89 0.52 0.24 0.86 0.93 0.93 Avail Cap(c_a), veh/h 270 472 318 519 444 293 847 351 279 506 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.1 41.8 0.0 46.8 35.0 28.8 52.8 36.8 33.9 49.5 39.3 39.3 Incr Delay (d2), s/veh 20.8 25.9 0.0 25.9 3.0 0.1 27.3 0.4 0.3 18.2 23.3 23.3 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 7.0 15.2 0.0 9.9 8.9 0.8 4.9 5.3 1.9 6.7 16.0 16.1 Unsig. Movement Delay, s/veh Delay(d), s/veh 69.9 67.7 0.0 72.7 38.0 28.9 80.0 37.2 34.2 67.6 62.6 62.6 LOS E E E D C F D C E E E Approach Vol, veh/h 630 [PHONE REDACTED] Approach Delay, s/veh 68.4 51.9 51.3 63.5 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 40.6 21.2 40.9 20.4 35.2 25.9 36.1 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 10.5 36.5 19.5 35.5 19.5 27.5 22.5 32.5 Max Q Clear Time (g_c+I1), s 11.7 35.0 16.5 23.3 15.7 15.7 21.3 31.4 Green Ext Time s 0.0 1.1 0.2 1.2 0.2 3.6 0.1 0.2 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. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM - Mitigation Option 1 - Dual SB Lefts Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1522 2906 3107 1282 2733 2826 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1522 2906 3107 1282 2733 2826 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 241 88 188 317 131 226 495 122 104 335 97 RTOR Reduction (vph) 0 0 63 0 13 0 0 0 84 0 22 0 Lane Group Flow (vph) 132 241 25 188 435 0 226 495 38 104 410 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 12.5 27.9 27.9 16.5 31.9 11.7 30.2 30.2 6.4 24.9 Effective Green, g 13.0 28.4 28.4 17.0 32.4 12.2 30.7 30.7 6.9 25.4 Actuated g/C Ratio 0.13 0.29 0.29 0.17 0.33 0.12 0.31 0.31 0.07 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 205 444 359 266 498 358 963 397 190 725 v/s Ratio Prot 0.08 0.16 c0.12 c0.29 c0.08 0.16 0.04 c0.15 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.64 0.54 0.07 0.70 0.87 0.63 0.51 0.09 0.54 0.56 Uniform Delay, d1 40.8 29.8 25.6 38.6 31.3 41.2 28.0 24.2 44.5 32.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 1.0 0.0 7.7 15.3 3.1 0.3 0.0 2.5 0.8 Delay 46.8 30.8 25.7 46.3 46.7 44.4 28.3 24.3 47.0 32.8 Level of Service D C C D D D C C D C Approach Delay (s/veh) 34.4 46.6 32.0 35.5 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay (s/veh) 37.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 99.0 Sum of lost time 16.0 Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM - Mitigation Option 1 - Dual SB Lefts Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 241 0 188 317 120 226 495 75 104 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 173 450 237 365 138 324 844 349 267 631 132 Arrive On Green 0.11 0.29 0.00 0.15 0.33 0.32 0.11 0.27 0.27 0.10 0.25 0.25 Sat Flow, veh/h 1589 1573 1286 1576 1114 422 2956 3143 1298 2779 2474 518 Grp Volume(v), veh/h 132 241 0 188 0 437 226 495 75 104 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 0 1536 1478 1572 1298 1390 1507 1485 Q Serve(g_s), s 6.5 10.4 0.0 9.3 0.0 21.5 5.9 11.0 3.6 2.8 9.3 9.5 Cycle Q Clear(g_c), s 6.5 10.4 0.0 9.3 0.0 21.5 5.9 11.0 3.6 2.8 9.3 9.5 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 173 450 237 0 503 324 844 349 267 384 378 V/C Ratio(X) 0.76 0.54 0.79 0.00 0.87 0.70 0.59 0.22 0.39 0.53 0.54 Avail Cap(c_a), veh/h 316 743 490 0 [PHONE REDACTED] 516 311 506 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.8 24.2 0.0 33.0 0.0 25.5 34.5 25.5 22.8 34.2 25.8 26.0 Incr Delay (d2), s/veh 5.1 0.7 0.0 4.4 0.0 3.6 2.0 0.5 0.2 0.7 0.8 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 2.7 3.7 0.0 3.7 0.0 7.8 2.1 3.9 1.1 0.9 3.3 3.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 40.0 24.9 0.0 37.4 0.0 29.0 36.6 26.0 23.1 34.8 26.6 26.9 LOS D C D C D C C C C C Approach Vol, veh/h 373 625 796 510 Approach Delay, s/veh 30.3 31.5 28.7 28.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.8 24.5 12.8 30.4 11.7 25.6 16.1 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 26.5 15.5 46.5 8.5 31.5 24.5 37.5 Max Q Clear Time (g_c+I1), s 7.9 11.5 8.5 23.5 4.8 13.0 11.3 12.4 Green Ext Time s 0.4 3.4 0.2 1.9 0.1 5.3 0.5 0.9 Intersection Summary HCM 7th Control Delay, s/veh 29.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (vph) 125 229 84 179 301 124 215 470 116 99 318 92 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1549 1252 1554 1591 1356 2906 3107 1282 1409 2827 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1549 1252 1554 1591 1356 2906 3107 1282 1409 2827 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 132 241 88 188 317 131 226 495 122 104 335 97 RTOR Reduction (vph) 0 0 68 0 0 97 0 0 84 0 24 0 Lane Group Flow (vph) 132 241 20 188 317 34 226 495 38 104 408 0 Confl. Peds. 4 3 3 4 Confl. Bikes 1 Heavy Vehicles 6% 13% 17% 7% 10% 8% 11% 7% 16% 18% 12% 18% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 Actuated Green, G 11.8 19.4 19.4 15.2 22.8 22.8 11.4 26.9 26.9 9.6 25.1 Effective Green, g 12.3 19.9 19.9 15.7 23.3 22.8 11.9 27.4 27.4 10.1 25.6 Actuated g/C Ratio 0.14 0.22 0.22 0.18 0.26 0.26 0.13 0.31 0.31 0.11 0.29 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 216 345 279 273 416 346 388 955 394 159 812 v/s Ratio Prot 0.08 0.16 c0.12 c0.20 c0.08 c0.16 0.07 0.14 v/s Ratio Perm 0.02 0.02 0.03 v/c Ratio 0.61 0.69 0.07 0.68 0.76 0.09 0.58 0.51 0.09 0.65 0.50 Uniform Delay, d1 36.1 31.8 27.3 34.4 30.3 25.2 36.2 25.4 22.0 37.8 26.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 5.5 0.0 6.4 7.7 0.0 1.8 0.3 0.0 8.3 0.3 Delay 40.4 37.4 27.3 40.8 38.0 25.3 38.1 25.7 22.0 46.1 26.8 Level of Service D D C D D C D C C D C Approach Delay (s/veh) 36.3 36.2 28.5 30.5 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay (s/veh) 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 89.1 Sum of lost time 16.0 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - AM - Mitigation Option 2 - WB Right-Turn Lane Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 Future Volume (veh/h) 125 229 84 179 301 124 215 470 116 99 318 92 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1573 1518 1654 1614 1641 1600 1654 1532 1504 1586 1504 Adj Flow Rate, veh/h 132 241 0 188 317 78 226 495 75 104 335 71 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 13 17 7 10 8 11 7 16 18 12 18 Cap, veh/h 177 335 240 409 341 351 953 393 151 717 150 Arrive On Green 0.11 0.21 0.00 0.15 0.25 0.25 0.12 0.30 0.30 0.11 0.29 0.28 Sat Flow, veh/h 1589 1573 1286 1576 1614 1384 2956 3143 1298 1433 2474 518 Grp Volume(v), veh/h 132 241 0 188 317 78 226 495 75 104 202 204 Grp Sat Flow(s),veh/h/ln 1589 1573 1286 1576 1614 1384 1478 1572 1298 1433 1507 1485 Q Serve(g_s), s 5.7 10.1 0.0 8.1 12.9 3.2 5.2 9.2 3.0 5.0 7.8 8.0 Cycle Q Clear(g_c), s 5.7 10.1 0.0 8.1 12.9 3.2 5.2 9.2 3.0 5.0 7.8 8.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 177 335 240 409 341 351 953 393 151 437 430 V/C Ratio(X) 0.74 0.72 0.78 0.78 0.23 0.64 0.52 0.19 0.69 0.46 0.47 Avail Cap(c_a), veh/h 314 711 423 844 [PHONE REDACTED] 661 344 831 819 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 30.4 25.9 0.0 28.9 24.5 21.3 29.7 20.4 18.2 30.5 20.6 20.8 Incr Delay (d2), s/veh 4.5 2.2 0.0 4.2 2.4 0.3 1.5 0.3 0.2 4.1 0.6 0.6 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 2.3 3.7 0.0 3.2 4.8 1.0 1.8 3.2 0.9 1.8 2.6 2.6 Unsig. Movement Delay, s/veh Delay(d), s/veh 35.0 28.1 0.0 33.0 26.9 21.5 31.2 20.7 18.4 34.6 21.2 21.4 LOS C C C C C C C B C C C Approach Vol, veh/h 373 583 796 510 Approach Delay, s/veh 30.5 28.2 23.5 24.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.4 24.5 11.9 21.9 11.5 25.4 14.8 19.1 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 13.5 38.5 13.5 36.5 16.5 35.5 18.5 31.5 Max Q Clear Time (g_c+I1), s 7.2 10.0 7.7 14.9 7.0 11.2 10.1 12.1 Green Ext Time s 0.5 4.4 0.2 1.4 0.2 5.9 0.4 0.8 Intersection Summary HCM 7th Control Delay, s/veh 26.0 HCM 7th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM - Mitigation Option 1 - Dual SB Lefts Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 403 309 258 324 73 244 406 134 183 759 120 Future Volume (vph) 186 403 309 258 324 73 244 406 134 183 759 120 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1568 1667 1410 1614 1597 3101 3167 1332 3162 3130 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1568 1667 1410 1614 1597 3101 3167 1332 3162 3130 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 200 433 332 277 348 78 262 437 144 197 816 129 RTOR Reduction (vph) 0 0 176 0 7 0 0 0 99 0 10 0 Lane Group Flow (vph) 200 433 156 277 419 0 262 437 45 197 935 0 Confl. Peds. 3 9 9 3 5 2 2 2 Confl. Bikes 1 Heavy Vehicles 6% 5% 3% 3% 7% 3% 4% 5% 10% 2% 4% 3% Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 Actuated Green, G 16.2 31.5 31.5 21.2 36.5 10.7 36.0 36.0 11.2 36.5 Effective Green, g 16.7 32.0 32.0 21.7 37.0 11.2 36.5 36.5 11.7 37.0 Actuated g/C Ratio 0.14 0.27 0.27 0.18 0.31 0.09 0.31 0.31 0.10 0.31 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 222 452 382 297 501 294 980 412 313 982 v/s Ratio Prot 0.13 c0.26 c0.17 0.26 c0.08 0.14 0.06 c0.30 v/s Ratio Perm 0.11 0.03 v/c Ratio 0.90 0.95 0.40 0.93 0.83 0.89 0.44 0.10 0.62 0.95 Uniform Delay, d1 49.7 42.2 35.1 47.3 37.6 52.7 32.6 29.0 51.0 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.7 31.3 0.5 34.7 11.3 26.6 0.2 0.0 3.4 18.1 Delay 84.5 73.6 35.7 82.1 49.0 79.4 32.8 29.1 54.4 57.7 Level of Service F E D F D E C C D E Approach Delay (s/veh) 62.8 62.0 46.6 57.1 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay (s/veh) 57.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length 117.9 Sum of lost time 16.0 Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) 03/19/2024 2115 Molalla Road 12 Report 2025 Buildout - PM - Mitigation Option 1 - Dual SB Lefts Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 403 309 258 324 73 244 406 134 183 759 120 Future Volume (veh/h) 186 403 309 258 324 73 244 406 134 183 759 120 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 0.99 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 1668 1682 1709 1709 1654 1709 1695 1682 1614 1723 1695 1709 Adj Flow Rate, veh/h 200 433 0 277 348 67 262 437 96 197 816 102 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 5 3 3 7 3 4 5 10 2 4 3 Cap, veh/h 227 460 301 424 82 295 1035 435 265 902 113 Arrive On Green 0.14 0.27 0.00 0.18 0.32 0.31 0.09 0.32 0.32 0.08 0.31 0.31 Sat Flow, veh/h 1589 1682 1448 1628 1346 259 3132 3195 1344 3183 2880 360 Grp Volume(v), veh/h 200 433 0 277 0 415 262 437 96 197 456 462 Grp Sat Flow(s),veh/h/ln 1589 1682 1448 1628 0 1605 1566 1598 1344 1591 1611 1630 Q Serve(g_s), s 14.7 30.0 0.0 19.9 0.0 28.4 9.8 12.7 6.2 7.2 32.3 32.3 Cycle Q Clear(g_c), s 14.7 30.0 0.0 19.9 0.0 28.4 9.8 12.7 6.2 7.2 32.3 32.3 Prop In Lane 1.00 1.00 1.00 0.16 1.00 1.00 1.00 0.22 Lane Grp Cap(c), veh/h 227 460 301 0 [PHONE REDACTED] 435 265 504 510 V/C Ratio(X) 0.88 0.94 0.92 0.00 0.82 0.89 0.42 0.22 0.74 0.90 0.90 Avail Cap(c_a), veh/h 227 461 301 0 [PHONE REDACTED] 435 348 517 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 50.0 42.3 0.0 47.6 0.0 37.7 53.3 31.5 29.3 53.3 39.1 39.2 Incr Delay (d2), s/veh 30.1 27.8 0.0 31.7 0.0 10.0 26.0 0.2 0.2 5.1 18.8 18.7 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 7.7 15.7 0.0 10.6 0.0 12.3 4.9 4.9 2.0 3.0 15.1 15.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 80.1 70.1 0.0 79.4 0.0 47.7 79.3 31.7 29.5 58.4 58.0 57.9 LOS F E E D E C C E E E Approach Vol, veh/h 633 [PHONE REDACTED] Approach Delay, s/veh 73.2 60.4 47.1 58.0 Approach LOS E E D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.2 41.3 21.0 41.5 13.9 42.5 26.0 36.5 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 10.7 37.7 16.5 37.1 12.5 35.9 21.5 32.1 Max Q Clear Time (g_c+I1), s 11.8 34.3 16.7 30.4 9.2 14.7 21.9 32.0 Green Ext Time s 0.0 2.3 0.0 1.0 0.2 5.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 58.8 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Signalized Intersection V/C Calculation Summary 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) MORNING PEAK HOUR Year 2023 Existing Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.53 Critical Intersection V/C: 0.67 Adjusted Flow Rate: 128 217 153 361 194 473 55 86 392 Cycle Length (seconds): 73.7 Saturated Flow: 1589 1573 1576 1543 2956 3143 1298 1433 2991 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.14 0.10 0.23 0.07 0.15 0.04 0.06 0.13 Number of Phases 4 Year 2025 Background Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.58 Critical Intersection V/C: 0.73 Adjusted Flow Rate: 132 231 177 419 226 495 64 98 406 Cycle Length (seconds): 78.5 Saturated Flow: 1589 1573 1576 1537 2956 3143 1298 1433 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.11 0.27 0.08 0.16 0.05 0.07 0.14 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.60 Critical Intersection V/C: 0.75 Adjusted Flow Rate: 132 241 188 437 226 495 75 104 406 Cycle Length (seconds): 80.1 Saturated Flow: 1589 1573 1576 1536 2956 3143 1298 1433 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.12 0.28 0.08 0.16 0.06 0.07 0.14 Number of Phases 4 EVENING PEAK HOUR Year 2023 Existing Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.75 Critical Intersection V/C: 0.87 Adjusted Flow Rate: 196 397 256 383 238 420 62 175 902 Cycle Length (seconds): 113.4 Saturated Flow: 1589 1682 1628 1607 3132 3195 1327 1641 3231 Lost Time per phase (seconds) 4 Flow Ratio: 0.12 0.24 0.16 0.24 0.08 0.13 0.05 0.11 0.28 Number of Phases 4 Year 2025 Background Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 430 273 416 262 437 83 196 934 Cycle Length (seconds): 116.8 Saturated Flow: 1589 1682 1628 1602 3132 3195 1327 1641 3231 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.26 0.08 0.14 0.06 0.12 0.29 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 433 277 426 262 437 90 197 934 Cycle Length (seconds): 119.4 Saturated Flow: 1589 1682 1628 1599 3132 3195 1327 1641 3232 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.27 0.08 0.14 0.07 0.12 0.29 Number of Phases 4 Notes: Since EB and WB left-turn phases are protected, critical ring is either EBL+WBT or WBL+EBT Since NB and SB left-turn phases are protected, critical ring is either NBL+SBT or SBL+NBT 0.43 0.37 Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing 0.42 0.37 0.36 0.37 0.23 0.23 0.39 0.36 Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing 0.31 0.21 ---PAGE BREAK--- Signalized Intersection V/C Calculation Summary 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) MITIGATION OPTION 1 - TSP - DUAL SOUTHBOUND LEFT-TURN LANES MORNING PEAK HOUR Year 2025 Background Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.57 Critical Intersection V/C: 0.71 Adjusted Flow Rate: 132 231 177 419 226 495 64 98 406 Cycle Length (seconds): 78.9 Saturated Flow: 1589 1573 1576 1537 2956 3143 1298 2779 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.11 0.27 0.08 0.16 0.05 0.04 0.14 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.58 Critical Intersection V/C: 0.72 Adjusted Flow Rate: 132 241 188 437 226 495 75 104 406 Cycle Length (seconds): 80.5 Saturated Flow: 1589 1573 1576 1536 2956 3143 1298 2779 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.12 0.28 0.08 0.16 0.06 0.04 0.14 Number of Phases 4 EVENING PEAK HOUR Year 2025 Background Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 430 273 416 262 437 83 196 934 Cycle Length (seconds): 117.7 Saturated Flow: 1589 1682 1628 1602 3132 3195 1327 3183 3231 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.26 0.08 0.14 0.06 0.06 0.29 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBTR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 433 277 426 262 437 90 197 934 Cycle Length (seconds): 119 Saturated Flow: 1589 1682 1628 1599 3132 3195 1327 3183 3232 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.27 0.08 0.14 0.07 0.06 0.29 Number of Phases 4 Notes: Since EB and WB left-turn phases are protected, critical ring is either EBL+WBT or WBL+EBT Since NB and SB left-turn phases are protected, critical ring is either NBL+SBT or SBL+NBT Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing 0.36 0.21 Protected Left-Turn Phasing Protected Left-Turn Phasing 0.37 0.21 0.42 0.37 Protected Left-Turn Phasing Protected Left-Turn Phasing 0.43 0.37 ---PAGE BREAK--- Signalized Intersection V/C Calculation Summary 1. Molalla Road (OR 211)/Mt. Hood Avenue (OR 214) & N Pacific Highway (OR 99E) MITIGATION OPTION 2 - WOODBURN PLACE TIAS - WESTBOUND RIGHT-TURN LANE MORNING PEAK HOUR Year 2025 Background Critical Movement: EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.50 Critical Intersection V/C: 0.65 Adjusted Flow Rate: 132 231 177 306 71 226 495 64 98 406 Cycle Length (seconds): 70.1 Saturated Flow: 1589 1573 1576 1614 1384 2956 3143 1298 1433 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.11 0.19 0.05 0.08 0.16 0.05 0.07 0.14 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.51 Critical Intersection V/C: 0.66 Adjusted Flow Rate: 132 241 188 317 78 226 495 75 104 406 Cycle Length (seconds): 70.7 Saturated Flow: 1589 1573 1576 1614 1384 2956 3143 1298 1433 2992 Lost Time per phase (seconds) 4 Flow Ratio: 0.08 0.15 0.12 0.20 0.06 0.08 0.16 0.06 0.07 0.14 Number of Phases 4 EVENING PEAK HOUR Year 2025 Background Critical Movement: EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 430 273 345 38 262 437 83 196 934 Cycle Length (seconds): 117.7 Saturated Flow: 1589 1682 1628 1654 1436 3132 3195 1327 1641 3231 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.21 0.03 0.08 0.14 0.06 0.12 0.29 Number of Phases 4 Year 2025 Buildout Critical Movement: EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTR Sum of Critical Flow Ratios: 0.80 Critical Intersection V/C: 0.92 Adjusted Flow Rate: 200 433 277 348 35 262 437 90 197 934 Cycle Length (seconds): 119.7 Saturated Flow: 1589 1682 1628 1654 1436 3132 3195 1325 1641 3232 Lost Time per phase (seconds) 4 Flow Ratio: 0.13 0.26 0.17 0.21 0.02 0.08 0.14 0.07 0.12 0.29 Number of Phases 4 Notes: Since EB and WB left-turn phases are protected, critical ring is either EBL+WBT or WBL+EBT Since NB and SB left-turn phases are protected, critical ring is either NBL+SBT or SBL+NBT Protected Left-Turn Phasing Protected Left-Turn Phasing 0.27 0.23 Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing Protected Left-Turn Phasing 0.43 0.37 0.28 0.23 Protected Left-Turn Phasing Protected Left-Turn Phasing 0.42 0.37 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - AM Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB WB WB NB NB NB NB NB SB SB SB Directions Served L T L TR L L T T R L T TR Maximum Queue (ft) 175 272 186 308 184 228 225 154 71 161 206 178 Average Queue (ft) 82 131 99 204 58 112 108 76 16 57 102 65 95th Queue (ft) 153 225 168 313 154 191 186 153 50 123 185 145 Link Distance (ft) 915 295 295 743 743 524 524 Upstream Blk Time 2 Queuing Penalty (veh) 7 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 36 10 138 106 58 Average Queue (ft) 1 0 17 49 19 95th Queue (ft) 16 7 79 86 47 Link Distance (ft) 295 723 327 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 3: June Way/Woodburn Place West & Molalla Road (OR 211) Movement EB WB NB SB Directions Served LTR L LTR LTR Maximum Queue (ft) 50 40 35 72 Average Queue (ft) 6 3 16 34 95th Queue (ft) 30 24 33 57 Link Distance (ft) 723 501 173 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - AM Page 2 Intersection: 4: Molalla Road (OR 211) & Primary Site Access Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Molalla Road (OR 211) & Woodburn Place East Movement EB EB WB SB Directions Served L T TR LR Maximum Queue (ft) 31 26 20 55 Average Queue (ft) 4 1 1 20 95th Queue (ft) 21 12 10 47 Link Distance (ft) 122 396 278 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 6: Cooley Road & Molalla Road (OR 211) Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 13 30 66 74 Average Queue (ft) 1 5 31 22 95th Queue (ft) 14 21 59 65 Link Distance (ft) 510 271 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 400 Storage Blk Time 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 7 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - PM Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L L T T R L T Maximum Queue (ft) 450 675 221 309 310 204 242 237 191 100 219 345 Average Queue (ft) 203 349 38 208 224 105 151 112 89 28 105 222 95th Queue (ft) 428 623 151 330 339 199 216 195 166 78 187 326 Link Distance (ft) 915 915 295 295 743 743 524 Upstream Blk Time 6 4 Queuing Penalty (veh) 21 13 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 1 19 0 0 Queuing Penalty (veh) 3 35 0 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 303 Average Queue (ft) 202 95th Queue (ft) 304 Link Distance (ft) 524 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 31 41 329 336 250 Average Queue (ft) 1 4 75 130 70 95th Queue (ft) 22 24 239 279 195 Link Distance (ft) 295 723 327 Upstream Blk Time 6 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 0 20 Queuing Penalty (veh) 0 26 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - PM Page 2 Intersection: 3: June Way/Woodburn Place West & Molalla Road (OR 211) Movement EB WB NB SB Directions Served LTR L LTR LTR Maximum Queue (ft) 104 28 58 54 Average Queue (ft) 27 2 18 25 95th Queue (ft) 78 15 44 50 Link Distance (ft) 723 501 173 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) Intersection: 4: Molalla Road (OR 211) & Primary Site Access Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: Molalla Road (OR 211) & Woodburn Place East Movement EB EB WB SB Directions Served L T TR LR Maximum Queue (ft) 58 51 44 31 Average Queue (ft) 21 4 2 14 95th Queue (ft) 48 28 17 39 Link Distance (ft) 122 396 278 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time 0 0 Queuing Penalty (veh) 1 0 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - PM Page 3 Intersection: 6: Cooley Road & Molalla Road (OR 211) Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 25 60 74 31 Average Queue (ft) 1 23 34 9 95th Queue (ft) 12 49 63 31 Link Distance (ft) 510 271 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 400 Storage Blk Time 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 101 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - AM Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L L T T R L T Maximum Queue (ft) 192 274 35 258 307 199 235 229 195 99 195 208 Average Queue (ft) 88 140 2 125 231 67 129 126 95 23 73 99 95th Queue (ft) 164 237 27 217 339 169 205 201 176 69 151 174 Link Distance (ft) 915 915 295 295 743 743 524 Upstream Blk Time 0 4 Queuing Penalty (veh) 1 12 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 190 Average Queue (ft) 75 95th Queue (ft) 156 Link Distance (ft) 524 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 20 18 228 226 101 Average Queue (ft) 1 1 35 74 24 95th Queue (ft) 11 9 140 165 76 Link Distance (ft) 295 723 327 Upstream Blk Time 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 3 Queuing Penalty (veh) 1 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - AM Page 2 Intersection: 3: June Way/Woodburn Place West & Molalla Road (OR 211) Movement EB WB NB SB Directions Served LTR L LTR LTR Maximum Queue (ft) 96 47 45 59 Average Queue (ft) 8 2 16 31 95th Queue (ft) 48 17 37 53 Link Distance (ft) 723 501 173 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) Intersection: 4: Molalla Road (OR 211) & Primary Site Access Movement EB SB Directions Served L LR Maximum Queue (ft) 54 72 Average Queue (ft) 17 32 95th Queue (ft) 45 55 Link Distance (ft) 277 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) Intersection: 5: Molalla Road (OR 211) & Woodburn Place East Movement EB EB WB SB Directions Served L T TR LR Maximum Queue (ft) 57 28 29 54 Average Queue (ft) 10 1 1 30 95th Queue (ft) 38 13 15 51 Link Distance (ft) 122 396 278 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time 0 0 Queuing Penalty (veh) 1 0 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - AM Page 3 Intersection: 6: Cooley Road & Molalla Road (OR 211) Movement EB EB WB NB SB Directions Served L TR L LTR LTR Maximum Queue (ft) 26 4 34 96 81 Average Queue (ft) 1 0 7 37 22 95th Queue (ft) 11 3 26 71 67 Link Distance (ft) 396 510 271 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 400 Storage Blk Time 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 15 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - PM Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L L T T R L T Maximum Queue (ft) 410 652 512 306 308 229 261 218 192 109 276 411 Average Queue (ft) 216 372 113 208 237 113 158 121 92 33 125 251 95th Queue (ft) 430 664 401 328 343 218 244 196 172 81 228 375 Link Distance (ft) 915 915 293 293 743 743 518 Upstream Blk Time 0 0 4 5 Queuing Penalty (veh) 0 0 15 18 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 2 17 0 0 2 Queuing Penalty (veh) 7 35 0 1 4 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 390 Average Queue (ft) 240 95th Queue (ft) 367 Link Distance (ft) 518 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB WB NB NB Directions Served R LT L R Maximum Queue (ft) 29 325 300 199 Average Queue (ft) 2 76 137 68 95th Queue (ft) 19 224 282 179 Link Distance (ft) 723 328 Upstream Blk Time 4 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 20 0 Queuing Penalty (veh) 26 1 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - PM Page 2 Intersection: 3: June Way/Woodburn Place West & Molalla Road (OR 211) Movement EB WB NB SB Directions Served LTR L LTR LTR Maximum Queue (ft) 126 16 57 54 Average Queue (ft) 30 1 19 23 95th Queue (ft) 92 9 44 50 Link Distance (ft) 723 501 173 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) Intersection: 4: Molalla Road (OR 211) & Primary Site Access Movement EB SB Directions Served L LR Maximum Queue (ft) 48 66 Average Queue (ft) 17 26 95th Queue (ft) 46 54 Link Distance (ft) 277 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) Intersection: 5: Molalla Road (OR 211) & Woodburn Place East Movement EB EB WB SB Directions Served L T TR LR Maximum Queue (ft) 68 37 34 57 Average Queue (ft) 21 2 1 22 95th Queue (ft) 52 21 13 50 Link Distance (ft) 122 396 278 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time 0 0 Queuing Penalty (veh) 2 0 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - PM Page 3 Intersection: 6: Cooley Road & Molalla Road (OR 211) Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 38 60 89 32 Average Queue (ft) 3 24 40 9 95th Queue (ft) 19 51 70 31 Link Distance (ft) 510 271 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 50 400 Storage Blk Time 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 109 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - AM - Mitigation Option 1 - Dual SB Lefts Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB WB WB NB NB NB NB NB SB SB SB Directions Served L T L TR L L T T R L L T Maximum Queue (ft) 190 262 212 297 161 204 225 190 65 134 101 192 Average Queue (ft) 81 116 102 196 54 113 115 88 11 46 17 95 95th Queue (ft) 151 214 179 303 145 185 191 168 43 104 60 171 Link Distance (ft) 915 295 295 743 743 523 Upstream Blk Time 0 1 Queuing Penalty (veh) 0 4 Storage Bay Dist (ft) 350 325 325 185 350 350 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 166 Average Queue (ft) 65 95th Queue (ft) 145 Link Distance (ft) 523 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 41 24 124 125 52 Average Queue (ft) 2 1 14 56 20 95th Queue (ft) 20 13 79 100 46 Link Distance (ft) 295 316 315 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 4 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - AM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L T L T R L L T T R L T Maximum Queue (ft) 155 282 250 294 92 162 214 209 179 103 170 179 Average Queue (ft) 77 137 117 155 44 48 111 112 82 21 61 82 95th Queue (ft) 138 235 203 261 78 137 186 186 158 62 136 159 Link Distance (ft) 915 288 288 288 743 743 509 Upstream Blk Time 0 0 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 182 Average Queue (ft) 56 95th Queue (ft) 144 Link Distance (ft) 509 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB WB NB NB Directions Served T LT L R Maximum Queue (ft) 36 82 122 54 Average Queue (ft) 1 8 53 21 95th Queue (ft) 17 40 96 47 Link Distance (ft) 288 723 327 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Zone Summary Zone wide Queuing Penalty: 1 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Background - AM - Mitigation Option 1 - Dual SB Lefts Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L L T T R L L Maximum Queue (ft) 448 636 292 298 307 199 236 192 159 57 156 131 Average Queue (ft) 188 312 54 190 223 106 148 105 77 13 78 38 95th Queue (ft) 380 578 205 304 330 195 212 176 143 40 141 99 Link Distance (ft) 915 915 295 295 743 743 Upstream Blk Time 2 2 Queuing Penalty (veh) 7 7 Storage Bay Dist (ft) 350 325 325 185 350 350 Storage Blk Time 1 12 0 Queuing Penalty (veh) 3 23 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB SB Directions Served T TR Maximum Queue (ft) 458 402 Average Queue (ft) 245 230 95th Queue (ft) 387 366 Link Distance (ft) 523 523 Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time 2 Queuing Penalty (veh) 4 Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 21 43 285 269 179 Average Queue (ft) 1 3 62 114 48 95th Queue (ft) 16 24 200 235 145 Link Distance (ft) 295 316 315 Upstream Blk Time 0 2 Queuing Penalty (veh) 2 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 14 Queuing Penalty (veh) 18 Zone Summary Zone wide Queuing Penalty: 64 ---PAGE BREAK--- Queuing and Blocking Report 11/28/2023 2115 Molalla Road SimTraffic Report 2025 Backgroud - PM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB WB NB NB NB NB NB SB Directions Served L T R L T R L L T T R L Maximum Queue (ft) 406 637 383 286 286 55 201 244 199 177 104 198 Average Queue (ft) 160 299 66 160 181 25 115 156 113 89 32 98 95th Queue (ft) 336 540 241 254 279 49 202 230 175 158 84 176 Link Distance (ft) 915 915 286 286 286 743 743 Upstream Blk Time 0 1 1 Queuing Penalty (veh) 0 2 2 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 11 0 Queuing Penalty (veh) 22 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB SB Directions Served T TR Maximum Queue (ft) 379 386 Average Queue (ft) 222 210 95th Queue (ft) 329 327 Link Distance (ft) 503 503 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time 1 Queuing Penalty (veh) 1 Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 6 53 184 222 137 Average Queue (ft) 0 3 27 82 48 95th Queue (ft) 4 21 101 170 102 Link Distance (ft) 286 724 326 Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 4 0 Queuing Penalty (veh) 5 0 Zone Summary Zone wide Queuing Penalty: 33 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - AM - Mitigation Option 1 - Dual SB Lefts Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB WB WB NB NB NB NB NB SB SB SB Directions Served L T L TR L L T T R L L T Maximum Queue (ft) 183 280 235 304 180 210 234 200 80 169 150 203 Average Queue (ft) 82 133 118 210 68 122 118 91 15 56 23 103 95th Queue (ft) 145 236 203 304 167 194 197 177 51 128 81 182 Link Distance (ft) 915 295 295 743 743 523 Upstream Blk Time 1 Queuing Penalty (veh) 3 Storage Bay Dist (ft) 350 325 325 185 350 350 Storage Blk Time 1 Queuing Penalty (veh) 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB Directions Served TR Maximum Queue (ft) 218 Average Queue (ft) 83 95th Queue (ft) 174 Link Distance (ft) 523 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 12 7 111 195 135 Average Queue (ft) 0 0 16 63 23 95th Queue (ft) 6 5 65 132 75 Link Distance (ft) 295 316 315 Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 2 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 4 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - AM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB WB NB NB NB NB NB SB Directions Served L T R L T R L L T T R L Maximum Queue (ft) 159 309 34 231 294 82 162 200 227 183 81 154 Average Queue (ft) 84 147 2 111 164 38 61 117 118 85 20 57 95th Queue (ft) 149 252 34 193 265 70 156 192 195 164 61 120 Link Distance (ft) 915 915 288 288 288 743 743 Upstream Blk Time 0 1 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB SB Directions Served T TR Maximum Queue (ft) 179 156 Average Queue (ft) 81 52 95th Queue (ft) 152 127 Link Distance (ft) 509 509 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB WB NB NB Directions Served R LT L R Maximum Queue (ft) 8 93 111 70 Average Queue (ft) 0 12 54 21 95th Queue (ft) 6 57 91 52 Link Distance (ft) 723 327 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 2 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - PM - Mitigation Option 1 - Dual SB Lefts Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L L T T R L L Maximum Queue (ft) 400 694 581 302 310 200 236 232 192 79 175 290 Average Queue (ft) 223 392 151 204 236 105 147 122 93 19 90 58 95th Queue (ft) 448 768 492 318 341 195 214 208 180 54 159 166 Link Distance (ft) 915 915 295 295 743 743 Upstream Blk Time 2 0 3 5 Queuing Penalty (veh) 0 0 12 19 Storage Bay Dist (ft) 350 325 325 185 350 350 Storage Blk Time 1 21 0 Queuing Penalty (veh) 5 40 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB SB Directions Served T TR Maximum Queue (ft) 444 442 Average Queue (ft) 262 256 95th Queue (ft) 385 386 Link Distance (ft) 523 523 Upstream Blk Time 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time 2 Queuing Penalty (veh) 4 Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB EB WB NB NB Directions Served T R LT L R Maximum Queue (ft) 20 54 264 283 178 Average Queue (ft) 1 4 70 134 58 95th Queue (ft) 15 28 201 275 170 Link Distance (ft) 295 316 315 Upstream Blk Time 0 3 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 24 Queuing Penalty (veh) 33 Zone Summary Zone wide Queuing Penalty: 115 ---PAGE BREAK--- Queuing and Blocking Report 03/19/2024 2115 Molalla Road SimTraffic Report 2025 Buildout - PM - Mitigation Option 2 - WB Right-Turn Lane Page 1 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement EB EB EB WB WB WB NB NB NB NB NB SB Directions Served L T R L T R L L T T R L Maximum Queue (ft) 450 744 610 295 298 89 239 275 206 190 156 261 Average Queue (ft) 234 419 145 207 176 31 132 172 122 99 40 121 95th Queue (ft) 461 741 472 322 289 67 234 259 189 175 106 213 Link Distance (ft) 915 915 286 286 286 743 743 Upstream Blk Time 1 0 5 2 Queuing Penalty (veh) 0 0 12 6 Storage Bay Dist (ft) 350 325 325 185 350 Storage Blk Time 25 0 0 0 Queuing Penalty (veh) 49 0 0 0 Intersection: 1: N Pacific Hwy(99E) & Mt Hood Ave (OR 214)/Molalla Road (OR 211) Movement SB SB Directions Served T TR Maximum Queue (ft) 406 447 Average Queue (ft) 249 239 95th Queue (ft) 386 385 Link Distance (ft) 503 503 Upstream Blk Time 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time 2 Queuing Penalty (veh) 3 Intersection: 2: Safeway Access & Molalla Road (OR 211) Movement EB WB NB NB Directions Served R LT L R Maximum Queue (ft) 26 254 319 215 Average Queue (ft) 1 55 134 76 95th Queue (ft) 11 185 293 198 Link Distance (ft) 724 326 Upstream Blk Time 6 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 150 Storage Blk Time 19 0 Queuing Penalty (veh) 26 0 Zone Summary Zone wide Queuing Penalty: 96