Document Woodburn_doc_2674953101

Brighton Pointe Subdivision Transportation Impact Analysis Woodburn, Oregon Date: August 10, 2022 Prepared for: Lennar Northwest, LLC Prepared by: Jennifer Danziger, PE Ken Kim, PE OREGON RENEWS: 16168 12/31/2023 Digitally signed by Jennifer Danziger Date: 2022.08.10 20:37:52-07'00' ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 1 of 44 Executive Summary 3 Project Description 5 Introduction 5 Location Description 5 Transit 9 Site Trips 11 Trip Generation 11 Trip Distribution 11 Trip Assignment 12 Traffic Volumes 15 Existing Conditions 15 Background Conditions 19 Buildout Conditions 19 Safety Analysis 25 Crash History Review 25 Sight Distance Evaluation 30 Warrant Analysis 31 Operational Analysis 33 Intersection Capacity Analysis 33 Queuing Analysis 37 Potential Mitigation 42 Conclusions 43 List of Appendices Appendix A – Site Information Appendix B – Volumes Appendix C - Safety Appendix D - Operations ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 2 of 44 List of Figures Figure 1: Project Location and Access (Marion County GIS) 6 Figure 2: Vicinity Map 10 Figure 3: Trip Distribution & Assignment – AM Peak Hour 13 Figure 4: Trip Distribution & Assignment – PM Peak Hour 14 Figure 5: Year 2022 Existing Traffic Volumes – AM Peak Hour 17 Figure 6: Year 2022 Existing Traffic Volumes – PM Peak Hour 18 Figure 7: Year 2028 Background Conditions – AM Peak Hour 21 Figure 8: Year 2028 Background Conditions – PM Peak Hour 22 Figure 9: Year 2028 Buildout Conditions – AM Peak Hour 23 Figure 10: Year 2028 Buildout Conditions – PM Peak Hour 24 List of Tables Table 1: Vicinity Roadway Descriptions 6 Table 2: Study Intersection Descriptions 7 Table 3: Trip Generation Summary 11 Table 4: ATR Seasonal Trend Method 16 Table 5: Collision Type Summary 26 Table 6: Crash Severity and Rate Summary 26 Table 7: Signal Warrant Evaluation Summary 32 Table 8: Capacity Analysis Summary 34 Table 9: 95th Percentile Queueing Analysis Summary 37 Table 10: Potential Mitigation 42 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 3 of 44 Executive Summary 1. The proposed Brighton Pointe Subdivision located at 8708 Parr Road intends to develop the subject property with 107 detached single-family homes and 112 attached single-family homes for a total of 219 housing units in Woodburn, Oregon. The subdivision will be constructed over a period of three years with construction of all development expected to be completed by the end of year 2028. 2. The development will have two access points that connect into the existing transportation system. Street A will connect northward to Parr Road, forming a intersection approximately 500 feet west of Stubb Road and approximately 800 feet east of the future Evergreen Road extension. Street H will connect westward to connect with Parr Road at the existing southern 90-degree bend in the roadway, forming a intersection with future potential to add a four leg on the south side of the intersection. 3. Trip generation for the Brighton Pointe Subdivision is estimated at 132 morning peak hour, 169 evening peak hour, and 1,876 weekday trips 4. Based on a review of the most recent five years of available crash data, eight of the study intersections have crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. Potential intersection improvements have been identified in the Woodburn and Marion County TSPs at some intersections; others could require improvements not currently identified in a TSP. 5. At the other eight intersections, no significant trends or crash patterns were identified, and no safety mitigation is recommended per the crash data analysis. 6. Based on the sight distance analysis, all site accesses are expected to have adequate sight lines. 7. Left-turn lane warrants were not assessed at the site accesses because the proposed project will provide left-turn lanes at both site accesses. 8. The Parr Road & Butteville Road intersection will meet left-turn lane warrants under both background and buildout conditions; however, due to the proximity of the I-5 overpass, widening the roadway for a left-turn lane is not feasible without relocating the intersection southward. 9. Two intersections were identified as meeting preliminary traffic signal warrants: o Stacy Allison Way & Evergreen Road will meet warrants for both background and buildout conditions. o Hayes Street & Evergreen Road will meet warrants for both background and buildout conditions. 10. Three intersections are anticipated to exceed the mobility targets: o The signalized intersection of OR 214 & Settlemier Avenue will exceed mobility standards under year 2028 background conditions. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in overall delay. o The all-way stop-controlled intersection of Hayes Street & Evergreen Road will exceed mobility standards during both the morning and evening peak hours under year 2028 background conditions. The proposed development will increase the critical v/c ratios during both the morning and evening peak hours. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 4 of 44 o The stop-controlled intersection of Evergreen Road & Harvard Drive will exceed mobility standards during the evening peak hour under year 2028 background conditions. The proposed development will not add traffic to the critical movement but will increase the critical v/c ratio by increasing the traffic volumes Evergreen Road. 11. In general, changes in 95th percentile queuing between the year 2028 background and buildout conditions are anticipated to be small, one vehicle or two vehicles. Larger increases in queues are anticipated on Evergreen Road due to congestion at the two intersections with OR 214 and Hayes Street. 12. The proposed development will add traffic to eight intersections with high crash rates as well as worsening operations at three intersections where mobility standards will not be met under background conditions. Proportionate share contributions for potential mitigation will vary depending on projects for the intersections of Stacy Allison Way & Evergreen Road and Hayes Street & Evergreen Road, which do not currently have a TSP project assigned, and the Parr Road & Butteville Road intersection, which does not currently identify the specific project needed in the Marion County TSP. As such, mitigation is likely to involve a comprehensive discussion in the context of all the eight intersections with identify safety or operational concerns. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 5 of 44 Project Description Introduction The proposed Brighton Pointe Subdivision located at 8708 Parr Road intends to develop the subject property with 107 detached single-family homes and 112 attached single-family homes for a total of 219 housing units in Woodburn, Oregon. The subdivision will be constructed over a period of three years with construction of all development expected to be completed by the end of year 2028. This report examines the impacts of the proposed development on the transportation system in the vicinity of the project site. The purpose of this report is to ensure safe and efficient performance of the transportation facilities that will be impacted by the proposed development. The study area includes intersections that are under the jurisdiction of the City of Woodburn, ODOT, and Marion County, including: 1. OR 219 & Butteville Road 2. OR 214/219 & I-5 SB Ramps 3. OR 214/219 & I-5 NB Ramps 4. OR 214 & Evergreen Road 5. OR 214 & Settlemier Avenue 6. Stacy Allison Way & Evergreen Road 7. Hayes Street & Evergreen Road 8. Hayes Street North & Settlemier Avenue 9. Hayes Street & Settlemier Avenue 10. Evergreen Road & Harvard Drive 11. Parr Road & Butteville Road 12. Parr Road & Street H (Future Site Access) 13. Parr Road & Evergreen Road (Future) 14. Parr Road & Street A (Future Site Access) 15. Parr Road & Stubb Road 16. Parr Road & Settlemier Avenue All supporting data and calculations are included in the appendices to this report. Location Description The site address is 8708 Parr Road. It is located south and east of Parr Road on tax lot 052W130001001 (listed as 38.45 acres), of which 37.75 acres is proposed to be annexed into Woodburn, Oregon following a Property Line Adjustment (PLA) with the adjacent parcel (8702 Parr Road). A vicinity m ap is shown in Figure 1 with the subject site outlined in red. A site plan is included in Appendix A. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 6 of 44 Figure 1: Project Location and Access (Marion County GIS) The development will have two access points that connect into the existing transportation system as indicated by the blue arrows in Figure 1. Street A will connect northward to Parr Road, forming a intersection approximately 500 feet west of Stubb Road and approximately 800 feet east of the future Evergreen Road extension. Street H will connect westward to connect with Parr Road at the existing southern 90-degree bend in the roadway, forming a intersection with future potential to add a four leg on the south side of the intersection. 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 Interstate 5 (I-5) Freeway 6 65 No No No OR 219 District Hwy Major Arterial (City) 2-5 35-55 Partial Prohibited Partial OR 214 District Hwy Major Arterial (City) 2-5 30-35 Both Sides Prohibited Yes ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 7 of 44 Table 1: Vicinity Roadway Descriptions Street Name Functional Classification Travel Lanes Speed (mph) Curbs & Sidewalks On-Street Parking Bicycle Facilities Jurisdiction: Marion County Butteville Rd Major Collector (County) Minor Arterial (City) 2 Not Posted (55 Statutory) None Prohibited None Parr Rd Major/Minor Collector (County) 2 Not Posted (55 Statutory) None Prohibited None Jurisdiction: City of Woodburn Evergreen Rd Minor Arterial 2-3 25-30 Partial Generally Prohibited Partial Harvard Dr Access Street 2 Not Posted (25 Statutory) Yes Permitted None Hayes St Service Collector 2 25 Partial Generally Prohibited Partial South Side Parr Rd Minor Arterial/Service Collector 2-3 25 Partial Prohibited None Settlemier Ave (Boones Ferry Rd) Minor Arterial 2-3 25-35 Partial Prohibited None Stacy Allison Way Service Collector 3 25 Partial Prohibited None Stubb Rd Access Street 2 Not Posted (25 Statutory) None Prohibited None Study Intersections Based on coordination with agency staff, 13 existing intersections and three future intersections 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 OR 219 & Butteville Rd Three Legs Stop- Controlled NB Stop Future Roundabout 2 OR 214/219 & I-5 SB Ramps Four Legs Signalized Protected SB Free EB/WB Right Turns 3 OR 214/219 & I-5 NB Ramps Three Legs Signalized Protected NB Approach Free EB/WB Right Turns 4 OR 214 & Evergreen Rd Four Legs Signalized Protected/Permitted EB/WB Lefts Split Phasing NB/SB Yield-Controlled EB/NB/SB Rights ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 8 of 44 Table 2: Study Intersection Descriptions Intersection Geometry Traffic Control Phasing/Stopped Approaches 5 OR 214 & Settlemier Ave Four Legs Signalized Protected Lefts with Right-Turn Overlaps All Approaches 6 Stacy Allison Way & Evergreen Rd Four Legs Stop- Controlled EB/WB Stop 7 Hayes St & Evergreen Rd Four Legs Stop- Controlled All-Way Stop 8 Hayes St North & Settlemier Ave Three Legs Stop- Controlled EB Left Stop 9 Hayes Street & Settlemier Ave Four Legs Stop- Controlled EB/WB Stop 10 Evergreen Rd & Harvard Dr Four Legs Stop- Controlled NB/SB Stop 11 Parr Rd & Butteville Rd Three Legs Stop- Controlled WB Stop 12 Parr Rd & Street H (Future Site Access) Three Legs1 Stop- Controlled All-Way Stop 13 Parr Rd & Evergreen Rd (Future Intersection) Four Legs2 Stop- Controlled All-Way Stop 14 Parr Rd & Street A (Future Site Access) Three Legs3 Stop- Controlled NB Stop 15 Parr Rd & Stubb Rd Four Legs4 Stop- Controlled NB/SB Stop 16 Parr Rd & Settlemier Ave Four Legs Stop- Controlled All-Way Stop Table Notes: 1. The third leg, Street H, will be constructed by the Project and the intersection will be all-way stop-controlled. 2. The Specht project on the northwest corner of the intersection will extend Evergreen Road southward to connect with Parr Road and construct a new local industrial street that will connect from the west. The intersection will be all-way stop-controlled. 3. The third leg, Street A, will be constructed by the Project and the intersection will be stop-controlled on the new approach. 4. The fourth leg will be an extension of Stubb Road constructed with development to the south. A vicinity map showing the project site, vicinity streets, and study intersection configurations is shown in Figure 2. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 9 of 44 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 the intersection of Parr Rd & Settlemier Avenue, approximately 4,000 feet east of the site, and at Hayes Street & Harvard Drive, nearly 5,000 feet north of the site. At this time, all WTS fixed routes are suspended due to the pandemic. Thus, the study area has no transit service except for the Dial-a-Ride Program. ---PAGE BREAK--- VICINITY MAP Figure 2 8/10/2022 8708 Parr Road ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 11 of 44 Site Trips Trip Generation To estimate trips that will be generated by the proposed development, trip equations from the Trip Generation Manual1 were used. Equations for land use codes 210, Single-Family Detached Housing, and 215, Single-Family Attached Housing, were used to estimate trip generation based on the number of dwelling units. As shown in Table 3, trip generation for the Brighton Pointe Subdivision is estimated at 132 morning peak hour, 169 evening peak hour, and 1,876 weekday trips when all phases are completed. Detailed trip generation calculations are included in Appendix A. Table 3: Trip Generation Summary ITE Code Intensity (DU) Morning Peak Hour Evening Peak Hour Daily Trips In Out Total In Out Total 210 - Single-Family Detached Housing 107 21 58 79 67 39 106 1074 215 - Single-Family Attached Housing 112 16 37 53 36 27 63 802 TOTAL 219 37 95 132 103 66 169 1876 Trip Distribution The trip distribution from the site is expected to be largely similar to the distribution for the Smith Creek Development with 45 percent traveling to/from the north, 30 percent traveling to/from the south, 20 percent traveling to/from the east, and 5 percent traveling to/from the west. However, given the location of the site south of Parr Road NE, the travel routes are anticipated to be different. The anticipated distribution of site traffic is assumed to be: • 40 percent to/from the west on Parr Road o 5 percent to/from the south on Butteville Road o 20 percent to/from the north on I-5 via Butteville Road & OR 219 o 10 percent to/from the south on 1-5 via Butteville Road & OR 219 o 5 percent to/from destinations west of I-5 via Butteville Road • 20 percent to/from the east on Parr Road o 5 percent to/from the north on Settlemier Avenue o 15 percent to/from the north on Front Street • 35 percent to/from the north on Evergreen Road and 5 percent to/from the north on Stubb Road o 20 percent to/from the north on I-5 o 15 percent to/from the south on I-5 o 5 percent to/from local areas 1 Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 12 of 44 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 and Figure 4, respectively. ---PAGE BREAK--- SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips AM Peak Hour Figure 3 8/10/2022 8708 Parr Road ---PAGE BREAK--- Figure 4 8/10/2022 SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips PM Peak Hour 8708 Parr Road ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 15 of 44 Traffic Volumes Existing Conditions Turning movement counts were collected at the study intersections on the following dates: • OR 219 & Butteville Road – 6/1/2022 • OR 214/219 & I-5 SB Ramps – 6/1/2022 • OR 214/219 & I-5 NB Ramps – 6/1/2022 • OR 214 & Evergreen Road – 5/25/2021 • OR 214 & Settlemier Avenue – 6/1/2022 • Stacy Allison Way & Evergreen Road – 2/9/2022 • Hayes Street & Evergreen Road – 2/9/2022 • Hayes Street & Settlemier Avenue – 6/1/2022 • Evergreen Road & Harvard Drive – 4/12/2022 • Parr Road & Butteville Road – 4/12/2022 • Parr Road & Stubb Road – 1/19/2022 • Parr Road & Settlemier Avenue – 1/19/2022 All traffic counts were collected in 2022 except for the intersection of OR 214 & Evergreen Road. The May 2021 count adjusted for one year of growth was found to correspond significantly better with the other counts along OR 214 than a count from January 2022 after seasonal adjustments. All traffic counts are included in Appendix B. Peak Hours The morning peak hour for the study intersections was selected from the period between 7:00 and 9:00 AM, which corresponds to the ITE trip generation rates for the peak of the adjacent roadway. Although some of the approved industrial developments show peak trip generation that will occur earlier in the morning, residential trip generation rates are only 65 to 75 percent of the peak rates prior to 7:00 AM.2 For most intersections, the peak hour began sometime between 7:00 and 7:15 AM and ended sometime between 8:00 and 8:15 AM. The evening peak hour for the study intersections was selected from the period between 4:00 and 6:00 PM, which corresponds to the ITE trip generation rates for the peak of the adjacent roadway. Although some of the approved industrial developments show peak trip generation that will occur later in the evening, residential trip generation rates are 90 percent of the peak rates after 6:00 PM. The peak hour timing varied more during the evening. The highest volumes were used at each intersection. 2 Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use, Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 16 of 44 Pandemic Adjustments Although the COVID-19 pandemic caused a statewide depression in traffic volumes, as the economy has recovered and children have returned to school, traffic volumes have increased near to or above pre-pandemic levels. The TIAs for the Amazon Warehouse project (DR 21-07) compared pre-pandemic volumes with the 2021 counts used in their study and concluded that no adjustments were needed for the disruptive event. The Phased Specht Development (DR 22-02) also used volumes with no adjustment for the pandemic. A comparison of the year 2022 count volumes with counts collected in 2021 showed growth of 1 to 9 percent along OR 214 and OR 219 in the morning volumes and 20 to 25 percent at the Parr Road & Butteville Road intersection. Evening volumes varied with some higher and some lower but all within a few percent of the prior year. Therefore, consistent with other recent projects, no pandemic-related adjustments were made. Seasonal Adjustments Volumes on the state highways, I-5, OR 219, and OR 214, were seasonally adjusted following the procedures in ODOT’s Analysis Procedures Manual (APM). Consistent with the Amazon and Specht traffic studies, the adjustment factor for the highway intersections was assumed to be the average of the “commuter” and “summer” trends from the seasonal trend table. The counts along the highway were all collected on June 1, 2022, except for the intersection with Evergreen Road, which was counted on May 25, 2021. However, the closest data in the seasonal trend table is June 1; therefore, all adjustment factors were based on the June 1 data. The resulting calculations are shown in Table 4. Table 4: ATR Seasonal Trend Method Trend Count Month (June 1) Peak Month Adjustment Factor Commuter 0.9503 0.9355 1.016 Summer 0.8976 0.8299 1.082 Average 1.049 After the volumes along OR 219/OR 214 were seasonally adjusted, they were balanced where appropriate. Traffic Volumes The year 2022 existing traffic volumes for the morning and evening peak hours are shown in Figure 5 and Figure 6, respectively. ---PAGE BREAK--- TRAFFIC VOLUMES AM Peak Hour Figure 5 8/10/2022 Year 2022 Existing Conditions 8708 Parr Road ---PAGE BREAK--- Figure 6 8/10/2022 TRAFFIC VOLUMES PM Peak Hour Year 2022 Existing Conditions 8708 Parr Road ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 19 of 44 Background Conditions To provide analysis of the impact of the proposed development on the nearby transportation facilities, an estimate of future traffic volumes is required. To account for general background growth through the year 2028, an annual 1 percent growth rate was applied to the year 2022 existing conditons baseline volumes for six years. In addition to the general growth, traffic from the following developments was added to the network volumes: • 9008 Parr Road • Allison Way Apartments • Amazon Warehouse (Project Basie) • Dove Landing • Molalla Apartments • Port of Willamette • Smith Creek (Assumed to be approximately 45 percent build out to date) • Woodburn Senior Living • Woodland Crossing • Weisz Property – Specht Phased Industrial Figure 7 and Figure 8 present the year 2028 background volumes for the morning and evening peak hours, respectively. Planned Improvements Several significant improvements to the study area will be constructed with projects included in the background conditions: • The intersection of OR 219 & Butteville Road will be relocated to the east of Senecal Creek and constructed with a double lane roundabout as part of the mitigation for the Amazon Warehouse. • Evergreen Road will be extended southward from its current terminus to Parr Road and a new industrial road will be constructed westward from the intersection as part of the Specht Phase Industrial development of the Weisz property. The four-leg intersection will be all-way stop-controlled until all four quadrants have been redeveloped and the roadways are built out to their ultimate alignment. • Stubb Road will be improved to Access Road standards and connected to Harvard drive as part of the network for the Smith Creek development. 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 9 and Figure 10 present the year 2028 buildout volumes for the morning and evening peak hours, respectively. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 20 of 44 Planned Improvements The development will have two access points that connect into the existing transportation system: • Street A will connect northward to Parr Road, forming a intersection approximately 500 feet west of Stubb Road and approximately 800 feet east of the future Evergreen Road extension. The northbound approach will be stop-controlled. Parr Road will be widened to a Service Collector standard, including center refuge lane. • Street H will connect westward to connect with Parr Road at the existing southern 90-degree bend in the roadway, forming a intersection with future potential to add a fourth leg on the south side of the intersection. The three-leg intersection will be all-way stop-controlled until all quadrants have been redeveloped and the roadways are built out to their ultimate alignment. ---PAGE BREAK--- Figure 7 8/10/2022 TRAFFIC VOLUMES Year 2028 Background Conditions AM Peak Hour 8708 Parr Road ---PAGE BREAK--- Figure 8 8/10/2022 TRAFFIC VOLUMES Year 2028 Background Conditions PM Peak Hour 8708 Parr Road ---PAGE BREAK--- Figure 9 8/10/2022 TRAFFIC VOLUMES Year 2028 Buildout Conditions AM Peak Hour 8708 Parr Road ---PAGE BREAK--- Figure 10 8/10/2022 TRAFFIC VOLUMES Year 2028 Buildout Conditions PM Peak Hour 8708 Parr Road ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 25 of 44 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 2016 through December 2020) 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; and • 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 5 provides a summary of crash types while Table 6 summarizes crash severities and rates for each of the study intersections. Detailed crash data is provided in Appendix C. Crash Severity None of the crashes reported in the five-year analysis period resulted in a fatality but three of the crashes resulted in an incapacitating injury (Injury • At the intersection of OR 219/OR 214 & I-5 SB Ramps, a southbound vehicle making a left turn was struck by a westbound vehicle. The drive of the turning vehicle sustained injuries classified as Injury A and the driver of the striking vehicles sustained injuries classified as Injury B. The striking driver was reported as disregarding the traffic signal. The collision occurred under clear, dry, daytime conditions. • At the intersection of OR 214 & Evergreen Road, a vehicle traveling eastbound disregarded the signal and struck a vehicle traveling southbound. The drive and two passengers in the striking vehicle sustained injuries classified as Injury A. The driver of the struck vehicle sustained injuries classifed as Injury C. Three other vehicles were involved in the collision but no one sustained any injuries. The collision occurred under cloudy, dry, daytime conditions. • A vehicle traveling southbound at the intersection of Parr Road & Butteville Road ran off the road into a ditch. The driver sustained injuries classified as Injury A. No other vehicles were involved in the collisio but the driver action was report as an avoiding maneuver which may indicate the presence of another vehicle. The collision occurred under clear, dry, nighttime (3:00 AM) conditions. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 26 of 44 Table 5: Collision Type Summary Intersection Crash Type Total Crashes Turn Rear End Angle Side swipe Fixed Object Ped Bike 1 OR 219 & Butteville Rd 1 2 0 1 5 0 0 9 2 OR 214/219 & I-5 SB 6 28 0 1 0 0 0 35 3 OR 214/219 & I-5 NB 25 15 0 2 2 0 0 44 4 OR 214 & Evergreen Rd 43 15 7 5 3 0 0 73 5 OR 214 & Settlemier Ave 2 16 0 1 0 1 0 20 6 Stacy Allison Way & Evergreen Rd 7 2 0 0 0 1 0 10 7 Hayes St & Evergreen Rd 2 0 1 0 1 0 0 4 8&9 Hayes St N & Settlemier Ave 0 4 1 0 1 1 1 8 10 Evergreen Rd & Harvard Dr 3 0 2 0 1 0 0 6 11 Parr Rd & Butteville Rd 5 2 0 0 3 0 0 10 15 Parr Rd & Stubb Rd 0 0 0 0 0 0 0 0 16 Parr Rd & Settlemier Ave 3 1 1 0 1 0 0 6 Table 6: Crash Severity and Rate Summary Intersection Severity Total Crashes ADT Crash Rate 90th % Rate PDO C B A Fatal 1 OR 219 & Butteville Rd 5 3 1 0 0 9 11,260 0.44 0.293 2 OR 214/219 & I-5 SB 7 23 4 1 0 35 31,340 0.61 0.509 3 OR 214/219 & I-5 NB 22 21 1 0 0 44 32,500 0.74 0.509 4 OR 214 & Evergreen Rd 27 37 8 1 0 73 28,090 1.42 0.860 5 OR 214 & Settlemier Ave 9 8 3 0 0 20 27,690 0.40 0.860 6 Stacy Allison Way & Evergreen Rd 6 3 1 0 0 10 8,640 0.63 0.408 7 Hayes St & Evergreen Rd 3 1 0 0 0 4 9,580 0.23 0.408 8&9 Hayes St N & Settlemier Ave 4 3 1 0 0 8 11,210 0.39 0.408 10 Evergreen Rd & Harvard Dr 2 3 1 0 0 6 5,850 0.56 0.408 11 Parr Rd & Butteville Rd 2 5 2 1 0 10 4,490 1.22 0.475 15 Parr Rd & Stubb Rd 0 0 0 0 0 0 1,590 0.00 0.293 16 Parr Rd & Settlemier Ave 3 3 0 0 0 6 6,590 0.50 0.408 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 27 of 44 Pedestrian and Bicycle Collisions One of the reported crashes involved a bicyclist and three of the reported crashes involved a pedestrian: • At the intersection of Hayes Street & Settlemier Avenue, a northbound passenger vehicle on Settlemier Avenue struck a bicyclist traveling westbound on Hayes Street. The bicyclist sustained injuries classified as Injury C; no injuries were sustained by the driver of the vehicle. The bicylist was reported as not have the right of way when entering the intersection. The collision occurred under clear, dry, dawn conditions. • At the intersection of OR 214 & Settlemier Avenue, a vehicle making an eastbound right turn struck a pedestrian walking in the south 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 foggy, dry, dawn conditions. • At the intersection of Stacy Allision Way & Evergreen Road, a vehicle making an eastbound left turn struck a pedestrian walking in the north crosswalk. The pedestrian sustained injuries classified as Injury C; 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. The collision occurred under clear, dry, daytime conditions. • At the intersection of Hayes Street (north connection) & Settlemier Avenue, a vehicle making an northbound left turn struck a pedestrian walking in the west crosswalk. The pedestrian sustained injuries classified as Injury C; 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 due to inattention. 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”. Eight of the study area intersection were calculated to have a crash rate that exceeds the 90th percentile crash rates for similar unsignalized intersections: OR 219 & Butteville Road The OR 219 & Butteville Road intersection had 9 reported crashes over the most recent five-year analysis period. The Amazon Warehouse project will be relocating this intersection to the east of Senecal Creek and constructing with a double lane roundabout. This improvement will address the historical patterns; therefore, no detailed review was conducted. OR 219/OR 214 & I-5 SB Ramps The OR 219/OR 214 & I-5 SB Ramps had 35 reported crashes over the five-year analysis period. Twenty-eight (28) of these crashes were reported as rear-end collisions and 25 occurred on the southbound off-ramp. The cause or error was generally failure to avoid a stopped vehicle ahead or following too closely. Nine of the crashes were reported as northeast-to-southwest movements, which correspond to the southbound right-turn ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 28 of 44 lanes while 6 crashes were reported as northwest-to-southeast movements, which correspond to the southbound left-turn movements. Ten (10) were report as north-to-south; thus, the movement cannot be determined. The Woodburn TSP identifies corridor signal timing and coordination adjustments (Project R8) as a medium priority project for capacity but does not identify specific safety improvements at the intersection. The City has suggested that a proportionate share contribution from the proposed development may be required for this intersection. The proposed project is estimated to generate 82 evening peak hour trips which is 1.9 percent of the total year 2028 buildout volume of 4,240 trips through the intersection. OR 219/OR 214 & I-5 NB Ramps The OR 219/OR 214 & I-5 NB Ramps had 44 reported crashes over the five-year analysis period. Twenty-five (25) of these crashes were reported as turning collisions and 15 were reported as rear-end collisions. Of the turning collisions, 18 involved a northbound left turn from the ramp, 4 involved a northbound right turn from the ramp and 3 could not be determined from the description. The primary cause identified for the turning collisions was disregarding the traffic signal. Of the rear-end collisions, 10 occurred on the northbound ramp, 3 occurred in the westbound direction, 1 occurred in the eastbound direction, and one occurred on the eastbound-to-northbound loop ramp. The cause was generally failure to avoid a stopped vehicle ahead or following too closely. The Woodburn TSP identifies corridor signal timing and coordination adjustments (Project R9) as a medium priority project for capacity but does not identify any safety improvements at the intersection. The City has suggested that a proportionate share contribution from the proposed development may be required for this intersection. The proposed project is estimated to generate 82 evening peak hour trips which is 1.8 percent of the total year 2028 buildout volume of 4,465 trips through the intersection. OR 214 & Evergreen Road The intersection of OR 214 & Evergreen Road had 73 reported crashes over the five-year analysis period. Forty- three (43) of the crashes were reported as turning collisions and 15 were reported as rear-end collisions. Of the turning collisions, 24 involved a westbound left turn and 13 involved an eastbound U turn or left-turn. In general, the drivers at fault failed to yield the right of way to the through movements. The rear-end collisions were dispersed on the eastbound, westbound, and northbound approaches. The traffic signal timing allows for permitted left-turn and U-turn movements in the east-west direction. Changing to protected movements only could potentially reduce the frequency of these collisions but would likely reduce the capacity of the intersection. The Woodburn TSP identifies corridor signal timing and coordination adjustments (Project R10) for capacity as a medium priority project for capacity but does not identify any safety improvements at the intersection. The proposed project is estimated to generate 59 evening peak hour trips which is 1.4 percent of the total year 2028 buildout volume of 4,129 trips through the intersection. Stacy Allison Way & Evergreen Road The intersection of Stacy Allison Way & Evergreen Road had 10 reported crashes over the five-year analysis period. Seven of the crashes were reported as turning collisions. Six involved an eastbound left-turn from Stacy Allison with 4 involving a southbound through vehicle on Evergreen and 2 involving a northbound ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 29 of 44 through vehicle. The other turning collision was an illegal U turn. Previous studies have shown increasing congestion on Stacy Allison Way as demand on Evergreen Road grows. The Woodburn TSP does not include any safety or capacity projects at this intersection. Other studies have suggested a future traffic signal or roundabout. Either improvement would need to consider the congestion on Evergreen Road at OR 214 and coordination with other potential intersection control changes at Evergreen Road at Hayes Street and Evergreen Road at Harvard Drive. The proposed project is estimated to generate 69 evening peak hour trips which is 4.2 percent of the total year 2028 buildout volume of 1,652 trips through the intersection. Evergreen Road & Harvard Drive The intersection of Evergreen Road & Harvard Drive had 6 reported crashes over the five-year analysis period. Three of the crashes were turning collisions and 2 were angle collisions. A review of the data shows no clear pattern of crashes. Volumes on this approach are growing as the Smith Creek project continues to develop. The Woodburn TSP does not include any safety or capacity projects at this intersection. Any change in traffic control would need to coordinate with other potential intersection control changes at Evergreen Road at Stacy Allison Way and Evergreen Road at Hayes Street. The proposed project is estimated to generate 69 evening peak hour trips which is 5.3 percent of the total year 2028 buildout volume of 1,303 trips through the intersection. Parr Road & Butteville Road The intersection of Parr Road & Butteville Road had 10 reported crashes over the five-year analysis period. Five of the crashes at the intersection were turning collisions, 3 were collisions with fixed objects, and 2 were rear end collisions. Half the of the crashes involved a vehicle making a southbound left turn including 3 of the turning collisions and the 2 rear-end collisions. Four of the crashes involved a westbound vehicle; 2 were turn collisions involving a westbound left-turning vehicle and 2 were collisions with a fixed object during a westbound right-turn movement. Half of the crashes occurred at night, including a southbound vehicle collision with a fixed object that resulted in a severe injury. The Port of Willamette project recommended safety countermeasures that include installing “STOP AHEAD” pavement markings along the stop-controlled leg of intersection and installing yellow flashing beacons as advanced warning on the existing W2-2 signs along Butteville Road. A southbound left-turn lane would potentially reduce the collision rate and would also address the growing demand left-turn demand from a number of approved projects as well as the proposed development; however, due to the proximity of the intersection to the I-5 overpass, widening the roadway to include a southbound left-turn lane may not be feasible. Marion County has identified the need for future improvement at this intersection in their TSP, but a specific project has not been identified. They have been collecting some proportionate share contributions from developers towards a future project. Relocating the intersection further to the south to allow for the construction of a southbound left-turn lane requires acquisition of private property. A roundabout has also been suggested as a long-term solution that can potentially be constructed within the existing right of way. The proposed project is estimated to generate 67 evening peak hour trips which is 8.5 percent of the total year 2028 buildout volume of 791 trips through the intersection. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 30 of 44 Parr Road & Settlemier Avenue The intersection of Parr Road & Settlemier Avenue had 6 reported crashes over the five-year analysis period. Three crashes were turning collisions but were different combinations of vehicle movements. No crash patterns were discernible, and the high rate is largely attributable to the relatively low intersection volume. The Woodburn TSP identifies intersection capacity improvement such as traffic signal (if warranted), turn lanes, or roundabout (Project R10) at the intersection. Given the low volumes, changes to the traffic control do not appear necessary in the near future. The proposed project is estimated to generate 33 evening peak hour trips which is 3.7 percent of the total year 2028 buildout volume of 897 trips through the intersection. 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 percent3 of SPIS list: • OR 214 & Evergreen Road – 95th percentile • Parr Road & Butteville Road – 90th 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. Conclusion Based on a review of the most recent five years of available crash data, eight of the study intersections have crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. The Woodburn TSP or the Marion County TSP have projects identified at some of these locations. A proportionate share contribution or other mutually-agreeable mitigation may be warranted. At the other eight 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 manual4. 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. At the future intersection of Street H & Parr Road, all-way stop-control is proposed; therefore, intersection sight distance is not relevant since all vehicles will be stopped. However, sight lines were reviewed in the field. Looking to the west, clear sight lines are available for at least 1,000 feet. Looking to the north, clear sight lines are available for at least 900 feet. The sight lines exceed the recommended intersection sight distance of 610 feet for a roadway with a statutory speed limit of 55 mph. 3 Oregon Department of Transportation, Safety Priority Index System, 2020 - On-State, Top 15% Groups - By Score 4 American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 31 of 44 At the future intersection of Street A & Parr Road, the existing roadway will be widened to a three-lane cross section. Assuming the statutory speed limit of 55 mph were to remain on Parr Road, the recommended intersection sight distance is 650 feet, and the required stopping sight distance is 495 feet. Available sight lines of more than 700 feet appear achievable in both directions. Warrant Analysis Left-Turn Lane Warrants A left-turn refuge is primarily a safety consideration for the major-street approach, removing left-turning vehicles from the through traffic stream. Warrants were based on the methodology outlined in the National Cooperative Highway Research Program Report Number 4575. This methodology evaluates the need for a left-turn lane based on the number of left-turning vehicles, the number of travel lanes, the number of advancing and opposing vehicles, and the roadway travel speed. Detailed information on the warrant analysis is included in Appendix C. Left-turn lane warrants were not assessed at the site accesses because the proposed project will provide left- turn lanes at both site accesses. The only existing intersection without left-turn lanes is Parr Road & Butteville Road. Left-turn lane warrants were examined for the applicable intersections under year 2028 background and buildout conditions. For both the morning and evening peak hours under both background and buildout conditions, a left-turn lane is warranted on southbound Butteville Road at Parr Road. However, due to the proximity of the intersection to the I-5 overpass, widening the roadway to include a southbound left-turn lane is not feasible without relocating the intersection to the south. 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. Preliminary traffic signal warrants were conducted at all existing unsignalized intersections. Table 7 summarizes the warrant evaluation based on volumes from the morning and evening peak hours. Detailed information on the warrant analysis is included in Appendix C. 5 Bonneson, James A. and Michael D. Fontaine, Report 457: An Engineering Study Guide for Evaluating Intersection Improvements, Transportation Research Board, 2001. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 32 of 44 Table 7: Signal Warrant Evaluation Summary Intersection Warrant Met? 2028 Background Condition 2028 Buildout Condition Based on AM Based on PM Based on AM Based on PM 6 Stacy Allision Way at Evergreen Road No Yes No Yes 7 Hayes Street at Evergreen Road No Yes No Yes 8&9 Hayes Street at Settlemier Avenue No No No No 10 Harvard Drive at Evergreen Road No No No No 11 Parr Road at Butteville Road No No No No 15 Stubb Road at Parr Road No No No No 16 Parr Road at Settlemier Avenue No No No No Two intersections were identified as meeting traffic signal warrants under both background and buildout conditions based on the evening peak hour volumes: • The intersection of Stacy Allison Way & Evergreen Road will meet the preliminary traffic signal warrants under both background and buildout conditions. The Woodburn TSP does not identify a future traffic signal at this location; however, other projects (Allison Way Apartments, Specht Phased Industrial Development) have also identified the potential need for the signal. The proposed development may add a small amount of right-turning traffic to the side street (Stacy Allison Way) but will primarily add traffic on Evergreen Road. • The intersection of Hayes Street & Evergreen Road will meet the preliminary traffic signal warrants under both background and buildout conditions. The Woodburn TSP does not identify a future traffic signal at this location; however, other projects have suggested the potential need for a signal at this intersection. The proposed development is not expected to add any traffic to the side street (Hayes Street) but will add traffic on Evergreen Road. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 33 of 44 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)6. 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 the (version 10) 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:7 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. • Marion County has the following mobility standards per the Marion County TSP:8 o All signalized and all-way-stop controlled intersections shall operate at LOS D or better (all individual movements shall operate at LOS E or better) with a v/c ratio of 0.85 or less. o Other unsignalized intersections (including unsignalized private accesses) shall operate LOS E or better, although LOS F may be allowed if the movement has a relatively low volume (as determined by County staff) and there is no indication that a safety problem will be created. o Intersections within the Urban Growth Boundary of a city shall also meet the intersection performance standards of that city. Intersections near state highways shall also meet the standards of the Oregon Department of Transportation. 6 Transportation Research Board, Highway Capacity Manual 6th Edition, 2016. 7 City of Woodburn, Woodburn Development Ordinance, Amended by Ordinance 2603 effective June 30, 2022 (LA 21-02). 8 Marion County, Transportation System Plan, Chapter 10 – Policies, December 21, 2005. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 34 of 44 • ODOT has the following mobility targets in the study area per the Oregon Highway Plan:9 o OR 219 is a district highway inside an urban growth boundary but not within a Metropolitan Planning Organization (MPO). West of the city limits, the posted speed is 55 mph, and the target v/c ratio is 0.90 or less. Within the city limits, the posted speed is 35 mph, and the target v/c ratio is 0.95 or less. o OR 214 is a district highway inside an urban growth boundary but not an MPO. Within the city limits, the posted speed is 30 mph, and the target v/c ratio is 0.95 or less. o The I-5 ramp terminals have a target v/c ratio of 0.80 or less inside an urban growth boundary but not an MPO. Delay & Capacity Analysis The LOS, delay, and v/c results of the capacity analysis are shown in Table 8 for the morning and evening peak hours. The detailed calculations are attached in Appendix D. Table 8: Capacity Analysis Summary Intersection & Condition Mobility Standard AM Peak Hour PM Peak Hour V/C LOS Delay V/C LOS Delay 1. OR 219 & Butteville Road1 2020 Existing Condition 0.90 0.41 C 15 0.83 F 50 2028 Background Condition 0.40 A 5 0.61 A 7 2028 Buildout Condition 0.41 A 5 0.63 A 7 2. OR 214/219 & I-5 SB Ramps2 2020 Existing Condition 0.80 0.23 B 16 0.43 B 16 2028 Background Condition3 0.42 B 13 0.57 B 18 2028 Buildout Condition3 0.43 B 13 0.57 B 19 3. OR 214/219 & I-5 NB Ramps2 2020 Existing Condition 0.80 0.40 B 13 0.57 A 8 2028 Background Condition3 0.60 B 14 0.71 B 14 2028 Buildout Condition3 0.61 B 14 0.72 B 15 4. OR 214 & Evergreen Road2 2020 Existing Condition 0.95 0.56 B 15 0.70 B 18 2028 Background Condition3 0.77 C 25 0.92 C 32 2028 Buildout Condition3 0.78 C 26 0.93 C 33 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--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 35 of 44 Table 8: Capacity Analysis Summary Intersection & Condition Mobility Standard AM Peak Hour PM Peak Hour V/C LOS Delay V/C LOS Delay 5. OR 214 & Settlemier Avenue21 2020 Existing Condition 0.95 0.73 C 32 0.83 D 42 2028 Background Condition 0.85 D 46 0.96 E 68 2028 Buildout Condition 0.85 D 46 0.96 E 69 6. Stacy Allison Way & Evergreen Road 2020 Existing Condition 0.95 0.26 B 14 0.38 C 17 2028 Background Condition 0.65 E 40 0.83 F 63 2028 Buildout Condition 0.70 E 47 0.89. F 76 7. Hayes Street & Evergreen Road 2020 Existing Condition LOS E 0.40 B 11 0.55 B 13 2028 Background Condition 1.16 F 64 1.22 F 80 2028 Buildout Condition 1.25 F 81 1.33 F 177 8. Hayes Street North & Settlemier Avenue 2020 Existing Condition 0.95 0.08 C 19 0.31 E 37 2028 Background Condition 0.14 D 26 0.53 F 76 2028 Buildout Condition 0.14 D 26 0.54 F 77 9. Hayes Street & Settlemier Avenue 2020 Existing Condition 0.95 0.07 B 12 0.42 C 18 2028 Background Condition 0.11 B 13 0.58 D 26 2028 Buildout Condition 0.11 B 13 0.59 D 27 10. Evergreen Road & Harvard Drive 2020 Existing Condition 0.95 0.21 B 12 0.26 B 14 2028 Background Condition 0.67 D 30 1.27 F 209 2028 Buildout Condition 0.71 D 27 1.45 F 288 11. Parr Road & Butteville Road 2020 Existing Condition LOS E 0.14 B 11 0.15 B 12 2028 Background Condition 0.48 C 16 0.46 C 18 2028 Buildout Condition 0.56 C 19 0.57 C 22 12. Parr Road & Street H (Future Site Access) 2028 Buildout Condition 0.954 0.36 B 11 0.45 B 11 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 36 of 44 Table 8: Capacity Analysis Summary Intersection & Condition Mobility Standard AM Peak Hour PM Peak Hour V/C LOS Delay V/C LOS Delay 13. Parr Road & Evergreen Road (Future) 2028 Background Condition 0.954 0.33 A 10 0.36 B 10 2028 Buildout Condition 0.38 B 11 0.42 B 11 14. Parr Road & Street A (Future Site Access) 2028 Buildout Condition 0.954 0.07 B 10 0.05 B 10 15. Parr Road & Stubb Road 2020 Existing Condition 0.95 0.02 B 10 0.01 A 9 2028 Background Condition 0.12 B 13 0.06 B 11 2028 Buildout Condition 0.13 B 14 0.07 B 11 16. Parr Road & Settlemier Avenue 2020 Existing Condition LOS E 0.26 A 9 0.28 A 10 2028 Background Condition 0.34 B 11 0.39 B 11 2028 Buildout Condition 0.34 B 11 0.40 B 12 Table Notes: 1. The existing intersection is stop-controlled on the northbound approach. A roundabout is assumed for the background and buildout conditions. 2. The overall signalized v/c ratio for this intersection was calculated following the methodologies in Chapter 16 of the ODOT APM for the critical intersection v/c ratio. 3. The peak hour factor for this intersection was increased to a minimum of 0.95 due to the substantial increase in background traffic. 4. This intersection is assumed to follow City of Woodburn Standards after annexation and jurisdictional transfer of Parr Road adjacent to the site. Findings As shown in Table 8, three intersections are anticipated to exceed the mobility targets: • The signalized intersection of OR 214 & Settlemier Avenue is expected to operate with a v/c ratio of 0.96 during the evening peak hour under year 2028 background conditions, which exceeds the ODOT mobility target of 0.95. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in overall delay. The Woodburn TSP includes Project R3, which would widen the highway to include two lanes in each direction and a two-way left-turn lane from Cascade Drive to OR 99E. This improvement would address the operational concerns for both the year 2028 background and buildout conditions. • The all-way stop-controlled intersection of Hayes Street & Evergreen Road is expected to operate with a v/c ratio over 1.0 during both the morning and evening peak hours under year 2028 background conditions, which exceeds the City of Woodburn standard. The critical movement in the morning is the northbound through movement on Evergreen Road. The critical movement in the evening is the southbound through movement on Evergreen Road although the northbound movement is also ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 37 of 44 expected to exceed capacity. The proposed development will increase the critical v/c ratios during both the morning and evening peak hours. Traffic signal warrants are met at this intersection under year 2028 background and buildout conditions. A traffic signal or a roundabout would address the capacity issues associated with all-way stop control at this intersection. • The stop-controlled intersection of Evergreen Road & Harvard Drive is expected to operate with a v/c ratio over 1.0 during the evening peak hour under year 2028 background conditions, which exceeds the City of Woodburn standard. The critical movement is the southbound approach. The proposed development will not add traffic to the critical movement but will increase the critical v/c ratio by increasing the traffic volumes Evergreen Road. A traffic signal or a roundabout would address the capacity issues associated with all-way stop control at this intersection; however, traffic control changes at the Hayes Street & Evergreen Road intersection might change traffic patterns and alleviate some of the congestion on the northbound and southbound approaches. 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 9 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 9: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2028 Background Queue (ft) 2028 Buildout Queue (ft) Morning Evening Morning Evening 1. OR 219 & Butteville Road EB Through >1,000 100 300 100 625 EB Right 210 50 175 75 225 WB Left 430 75 50 75 50 WB Left-Through 415 50 25 50 25 NB Left >1,000 50 50 50 75 2. OR 214/219 & I-5 SB Ramps EB Through 950 200 450 200 425 WB Through 620 175 325 200 275 SB Left 650 250 300 225 350 SB Right 420 100 150 125 175 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 38 of 44 Table 9: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2028 Background Queue (ft) 2028 Buildout Queue (ft) Morning Evening Morning Evening 3. OR 214/219 & I-5 NB Ramps EB Through 585 275 550 275 600 WB Through 800 450 600 450 525 NB Left 600 475 475 450 475 NB Left-Right 850 625 750 675 750 NB Right 270 425 350 425 400 4. OR 214 & Evergreen Road EB Left 200 200 378 175 425 EB Through >1000 450 [PHONE REDACTED] EB Right 300 225 525 225 550 WB Left 370 300 425 325 500 WB Through-Right 510 650 825 775 850 NB Left-Through 680 800 825 800 850 NB Right 320 625 625 650 625 SB Left 170 50 100 50 100 SB Through 375 50 100 50 100 SB Right 75 25 75 25 75 5. OR 214 & Settlemier Avenue EB Left 340 475 500 450 475 EB Through 425 1350 1325 1400 1400 EB Right 200 475 475 475 475 WB Left 325 250 500 275 500 WB Through 1325 625 1300 625 1200 WB Right 150 225 275 250 325 NB Left 165 325 350 350 325 NB Through 185 1250 1475 1100 1400 NB Right 185 125 150 150 125 SB Left 360 150 625 150 575 SB Through 1200 200 1675 200 1525 SB Right [PHONE REDACTED] 125 875 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 39 of 44 Table 9: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2028 Background Queue (ft) 2028 Buildout Queue (ft) Morning Evening Morning Evening 6. Stacy Allison Way & Evergreen Road EB Left1 135 250 225 250 225 EB Through-Right1 400 1000 950 1000 900 WB Left-Through-Right 50 25 25 25 25 NB Left 85 100 100 125 75 NB Through-Right2 490 600 475 600 500 SB Left 270 25 25 25 25 SB Through-Right3 680 25 150 25 250 7. Hayes Street & Evergreen Road EB Left-Through-Right 290 100 100 100 100 WB Left-Through-Right 350 250 325 225 350 NB Left 155 25 50 25 50 NB Through-Right 485 1200 775 1450 900 SB Left 125 75 200 75 250 SB Through-Right 475 125 375 125 525 8. Hayes Street North & Settlemier Avenue EB Left 475 75 175 50 225 NB Left-Through 75 75 100 75 100 9. Hayes Street & Settlemier Avenue EB Through-Right 130 50 125 75 125 WB Right 260 25 75 25 75 SB Left-Through 65 25 50 25 50 10. Evergreen Road & Harvard Drive EB Left 300 75 25 125 25 WB Left 150 50 75 75 75 NB Left-Through-Right 125 500 175 775 175 SB Left-Through-Right 510 100 175 200 200 11. Parr Road & Butteville Road WB Left-Through-Right >1000 125 100 150 125 SB Left-Through >1000 75 75 100 75 12. Parr Road & Street H (Future Site Access) EB Left-Through >1000 - - 75 75 WB Through-Right 110 - - 50 50 SB Left-Right 950 - - 100 75 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 40 of 44 Table 9: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2028 Background Queue (ft) 2028 Buildout Queue (ft) Morning Evening Morning Evening 13. Parr Road & Evergreen Road (Future) EB Left-Through-Right >100 75 75 75 75 WB Left-Through-Right 800 75 50 75 75 NB Left-Through-Right 950 75 75 75 75 SB Left-Through-Right >1000 75 75 75 75 14. Parr Road & Street A (Future Site Access) WB Left 100 - - 25 25 NB Left-Right 100 - - 50 50 15. Parr Road & Stubb Road EB Left TBD 25 25 25 25 WB Left TBD 25 25 25 25 NB Left-Through-Right 80 50 50 50 50 SB Left-Through-Right >1000 75 50 75 50 16. Parr Road & Settlemier Avenue EB Left 185 75 75 75 100 EB Through-Right 550 100 100 100 75 WB Left 80 50 50 50 50 WB Through-Right 900 75 75 75 75 NB Left-Through 275 75 100 75 100 NB Right 75 25 50 25 50 SB Left-Through 515 75 75 75 75 SB Right 130 50 50 50 50 Table Notes: 1. SimTraffic cannot simulate a two-stage left-turn movement; therefore, the queuing for the left-turn lane is substantially worse the results imply. 2. The queues for the northbound approach of Evergreen Road at Stacy Allison Way reflect congestion extending southward from the intersection with OR 214. 3. The queues for the southbound approach of Evergreen Road at Stacy Allison Way refect congestion extending northward from the intersection with Hayes Street. In general, changes in 95th percentile queuing between the year 2028 background and buildout conditions are anticipated to be small, one vehicle or two vehicles. Larger increases in queues are anticipated on Evergreen Road due to congestion at two intersections. Queues on the northbound approach of Evergreen Road at OR 214 are expected to extend through the intersection with Stacy Allison Road during both the morning and evening peak hours. Queues on the southbound approach of Evergreen Road at Hayes Street are expected to extend northward through the intersection with Stacy Allison Road during the evening peak hour. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 41 of 44 ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 42 of 44 Potential Mitigation The proposed development will add traffic to eight intersections with high crash rates as well as worsening operations at three intersections where mobility standards will not be met under background conditions. Table 10 summarizes potential mitigation and proportionate share contributions. Table 10: Potential Mitigation Intersection & Improvement Estimated Cost Total Volume Project Volume Project Percent 2. OR 214/219 & I-5 SB Ramps Woodburn TSP Project R8 - Corridor signal timing and coordination adjustments $15,000 4,240 82 1.9% 3. OR 214/219 & I-5 NB Ramps Woodburn TSP Project R9 - Corridor signal timing and coordination adjustments $15,000 4,465 82 1.8% 4. OR 214 & Evergreen Road Woodburn TSP Project R10 - Corridor signal timing and coordination adjustments $15,000 4,129 59 1.4% 5. OR 214 & Settlemier Avenue Woodburn TSP Project R3 - Widen OR 214 from Cascade Avenue to OR 99E to five- lanes with bicycle facilities $20,300,000 NA1 NA1 NA1 6. Stacy Allison Way & Evergreen Road Potential new TSP project – Install a traffic signal or roundabout $500,000 - $1,000,000 1,652 69 4.2% 7. Hayes Street & Evergreen Road Potential new TSP project – Install a traffic signal or roundabout $500,000 - $1,000,000 1,720 69 4.0% 10. Evergreen Road & Harvard Drive No Improvement Recommended2 $0 1,303 69 5.3% 11. Parr Road & Butteville Road Potential replacement TSP project – Relocate intersection or install a roundabout To be determined 791 67 8.5% Table Notes: 1. The improvement project involves widening the highway for approximately 1.8 miles. The proposed development is not expected to add traffic to the corridor; therefore no prortionate share is calculated. 2. Traffic control changes at the Hayes Street & Evergreen Road intersection might change traffic patterns and alleviate some of the congestion on the northbound and southbound approaches. ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 43 of 44 Conclusions Key findings of this study include: • Based on a review of the most recent five years of available crash data, eight of the study intersections have crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. Potential intersection improvements have been identified in the Woodburn and Marion County TSPs at some intersections; others could require improvements not currently identified in a TSP. • At the other eight 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, all site accesses are expected to have adequate sight lines. • Left-turn lane warrants were not assessed at the site accesses because the proposed project will provide left-turn lanes at both site accesses. • The Parr Road & Butteville Road intersection will meet left-turn lane warrants under both background and buildout conditions; however, due to the proximity of the I-5 overpass, widening the roadway for a left-turn lane is not feasible without relocating the intersection southward. • Two intersections were identified as meeting preliminary traffic signal warrants: o Stacy Allison Way & Evergreen Road will meet warrants for both background and buildout conditions. o Hayes Street & Evergreen Road will meet warrants for both background and buildout conditions. • Three intersections are anticipated to exceed the mobility targets: o The signalized intersection of OR 214 & Settlemier Avenue will exceed mobility standards under year 2028 background conditions. The proposed development will not change the overall intersection v/c ratio but will result in a small increase in overall delay. o The all-way stop-controlled intersection of Hayes Street & Evergreen Road will exceed mobility standards during both the morning and evening peak hours under year 2028 background conditions. The proposed development will increase the critical v/c ratios during both the morning and evening peak hours. o The stop-controlled intersection of Evergreen Road & Harvard Drive will exceed mobility standards during the evening peak hour under year 2028 background conditions. The proposed development will not add traffic to the critical movement but will increase the critical v/c ratio by increasing the traffic volumes Evergreen Road. • In general, changes in 95th percentile queuing between the year 2028 background and buildout conditions are anticipated to be small, one vehicle or two vehicles. Larger increases in queues are anticipated on Evergreen Road due to congestion at the two intersections with OR 214 and Hayes Street. • The proposed development will add traffic to eight intersections with high crash rates as well as worsening operations at three intersections where mobility standards will not be met under background conditions. Proportionate share contributions for potential mitigation will vary depending on projects for the ---PAGE BREAK--- Brighton Pointe Subdivision August 10, 2022 Transportation Impact Analysis Page 44 of 44 intersections of Stacy Allison Way & Evergreen Road and Hayes Street & Evergreen Road, which do not currently have a TSP project assigned, and the Parr Road & Butteville Road intersection, which does not currently identify the specific project needed in the Marion County TSP. As such, mitigation is likely to involve a comprehensive discussion in the context of all the eight intersections with identify safety or operational concerns. ---PAGE BREAK--- Brighton Pointe Subdivision 8/10/2022 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: =EXP(0.91*LN($X2)+0.12) Trip Rate: =EXP(0.94*LN($X2)+0.27) Enter Exit Total Enter Exit Total Directional Split 26% 74% Directional Split 63% 37% Trip Ends 21 58 79 Trip Ends 67 39 106 Trip Rate: =EXP(0.92*LN($X2)+2.68) Trip Rate: =EXP(0.97*LN($X2)+2.4) Enter Exit Total Enter Exit Total Directional Split 50% 50% Directional Split 50% 50% Trip Ends 537 537 1,074 Trip Ends 513 513 1,026 WEEKDAY SATURDAY TRIP GENERATION CALCULATIONS AM PEAK HOUR PM PEAK HOUR Single-Family Detached Housing All Sites 107 Source: Trip Generation Manual, 11th Edition 210 General Urban/Suburban Dwelling Units Vehicle Equation ---PAGE BREAK--- Land Use: Land Use Code: Land Use Subcategory: Setting/Location Variable: Trip Type: Formula Type: Variable Quantity: 3 Trip Rate: =0.52*($X3)-5.7 Trip Rate: =0.6*($X3)-3.93 Enter Exit Total Enter Exit Total Directional Split 31% 69% Directional Split 57% 43% Trip Ends 16 37 53 Trip Ends 36 27 63 Trip Rate: =7.62*($X3)-50.48 Trip Rate: =13.21*($X3)-444.34 Enter Exit Total Enter Exit Total Directional Split 50% 50% Directional Split 50% 50% Trip Ends 401 401 802 Trip Ends 518 518 1,036 WEEKDAY SATURDAY Dwelling Units Vehicle Equation 112 AM PEAK HOUR PM PEAK HOUR General Urban/Suburban TRIP GENERATION CALCULATIONS Source: Trip Generation Manual, 11th Edition Single-Family Attached Housing 215 All Sites ---PAGE BREAK--- Brighton Pointe Subdivision 8/10/2022 Transportation Impact Analysis Appendix B – Volumes Traffic Counts In-Process Trips ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 5 BUTTEVILLE RD NE & HWY 219 AM Wednesday, June 1, 2022 Date: BUTTEVILLE RD NE BUTTEVILLE RD NE HWY 219 HWY 219 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 0 0 298 267 214 136 179 288 0.90 N S E W 0.00 0.87 0.82 0.85 (480) (469) (455) (324) (341) (221) 0 0 0 0 210 88 48 131 0 0 0 0 78 0 136 0 HWY 219 HWY 219 BUTTEVILLE RD NE BUTTEVILLE RD NE 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 0 0 7 4 5 12 0 0 0 11 16 9 9 17 12 N S E W 0 0 0 5 0 4 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 691 0 0 8 0 10 21 0 6 0 0 0 0 58 2 0 11 0 7:05 AM 678 0 0 11 0 6 22 0 10 0 0 0 0 63 3 0 11 0 7:10 AM 658 0 0 12 0 7 20 0 12 0 0 0 0 70 4 0 15 0 7:15 AM 616 0 0 7 0 4 21 0 3 0 0 0 0 50 9 0 6 0 7:20 AM 604 0 0 9 0 13 17 0 5 0 0 0 0 65 6 0 15 0 7:25 AM 566 0 0 16 0 13 14 0 2 0 0 0 0 63 7 0 11 0 7:30 AM 546 0 0 8 0 5 14 0 8 0 0 0 0 53 2 0 16 0 7:35 AM 528 0 0 11 0 4 15 0 7 0 0 0 0 53 3 0 13 0 7:40 AM 513 0 0 7 0 5 19 0 4 0 0 0 0 52 2 0 15 0 7:45 AM 498 0 0 19 0 6 17 0 9 0 0 0 0 64 3 0 10 0 7:50 AM 470 0 0 10 0 7 17 0 7 0 0 0 0 48 1 0 6 0 7:55 AM 460 0 0 13 0 8 13 0 5 0 0 0 0 52 6 0 7 0 8:00 AM 454 0 0 11 0 4 10 0 4 0 0 0 0 45 3 0 13 0 8:05 AM 0 0 10 0 6 12 0 5 0 0 0 0 43 1 0 9 0 8:10 AM 0 0 6 0 4 9 0 6 0 0 0 0 28 2 0 1 0 8:15 AM 0 0 13 0 2 15 0 3 0 0 0 0 38 2 0 3 0 8:20 AM 0 0 8 0 3 7 0 2 0 0 0 0 27 2 0 5 0 8:25 AM 0 0 14 0 7 11 0 3 0 0 0 0 43 1 0 7 0 8:30 AM 0 0 8 0 2 11 0 2 0 0 0 0 35 5 0 7 0 8:35 AM 0 0 12 0 4 12 0 3 0 0 0 0 38 0 0 7 0 8:40 AM 0 0 9 0 7 6 0 4 0 0 0 0 37 4 0 7 0 8:45 AM 0 0 5 0 6 13 0 3 0 0 0 0 36 2 0 7 0 8:50 AM 0 0 6 0 5 11 0 2 0 0 0 0 38 4 0 10 0 8:55 AM 0 0 14 0 6 9 0 4 0 0 0 0 46 3 0 10 0 Count Total 0 0 247 0 144 336 0 119 0 0 0 0 1,145 77 0 222 0 Peak Hour 0 0 131 0 88 210 0 78 0 0 0 0 691 48 0 136 0 HV% PHF 0.85 0.87 0.82 0.00 9.5% 3.7% 4.2% 0.0% 5.4% 0.90 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 2 0 0 0 2 7:05 AM 0 0 2 0 2 7:10 AM 1 1 1 0 3 7:15 AM 3 0 1 0 4 7:20 AM 1 2 0 0 3 7:25 AM 3 0 1 0 4 7:30 AM 1 1 0 0 2 7:35 AM 1 3 1 0 5 7:40 AM 1 0 2 0 3 7:45 AM 2 1 0 0 3 7:50 AM 0 1 3 0 4 7:55 AM 2 0 0 0 2 8:00 AM 2 1 1 0 4 8:05 AM 1 1 1 0 3 8:10 AM 1 0 3 0 4 8:15 AM 1 1 3 0 5 8:20 AM 0 0 0 0 0 8:25 AM 3 1 1 0 5 8:30 AM 1 1 2 0 4 8:35 AM 1 0 1 0 2 8:40 AM 2 1 2 0 5 8:45 AM 1 1 2 0 4 8:50 AM 1 1 1 0 3 8:55 AM 3 0 2 0 5 Count Total 34 17 30 0 81 Peak Hour 17 9 11 0 37 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 1 0 1 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 1 0 1 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: 2 I-5 SB RAMPS & HWY 214 AM Wednesday, June 1, 2022 Date: I-5 SB RAMPS I-5 SB RAMPS HWY 214 HWY 214 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: 07:40 AM - 07:55 AM 330 374 747 603 0 133 534 501 0.96 N S E W 0.90 0.91 0.00 0.93 (623) (628) (1,305) (1,063) (934) (937) (250) 128 0 202 374 373 0 133 401 0 0 0 0 0 0 0 0 HWY 214 HWY 214 I-5 SB RAMPS I-5 SB RAMPS 2 0 0 0 N S E W 0 0 0 0 2 0 0 0 10 0 26 40 26 0 18 21 0 36 40 66 47 0 18 39 36 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 1,611 0 0 28 0 0 34 0 0 0 0 22 0 137 11 32 0 10 7:05 AM 1,563 0 0 30 0 0 31 0 0 0 0 15 0 127 9 33 0 9 7:10 AM 1,561 0 0 31 0 0 30 0 0 0 0 13 0 121 13 21 0 13 7:15 AM 1,550 0 0 38 0 0 35 0 0 0 0 17 0 152 14 37 0 11 7:20 AM 1,498 0 0 31 0 0 29 0 0 0 0 16 0 122 7 26 0 13 7:25 AM 1,476 0 0 38 0 0 25 0 0 0 0 23 0 136 13 25 0 12 7:30 AM 1,433 0 0 41 0 0 28 0 0 0 0 9 0 137 10 39 0 10 7:35 AM 1,409 0 0 32 0 0 30 0 0 0 0 19 0 130 10 34 0 5 7:40 AM 1,381 0 0 40 0 0 25 0 0 0 0 20 0 150 10 43 0 12 7:45 AM 1,347 0 0 33 0 0 43 0 0 0 0 19 0 139 7 31 0 6 7:50 AM 1,319 0 0 32 0 0 30 0 0 0 0 13 0 132 22 24 0 11 7:55 AM 1,294 0 0 27 0 0 33 0 0 0 0 16 0 128 7 29 0 16 8:00 AM 1,259 0 0 20 0 0 21 0 0 0 0 8 0 89 6 23 0 11 8:05 AM 0 0 32 0 0 25 0 0 0 0 16 0 125 12 31 0 9 8:10 AM 0 0 23 0 0 27 0 0 0 0 14 0 110 11 27 0 8 8:15 AM 0 0 23 0 0 29 0 0 0 0 13 0 100 6 17 0 12 8:20 AM 0 0 27 0 0 24 0 0 0 0 16 0 100 11 13 0 9 8:25 AM 0 0 21 0 0 18 0 0 0 0 16 0 93 10 22 0 6 8:30 AM 0 0 31 0 0 31 0 0 0 0 12 0 113 11 17 0 11 8:35 AM 0 0 21 0 0 26 0 0 0 0 18 0 102 9 20 0 8 8:40 AM 0 0 29 0 0 24 0 0 0 0 16 0 116 10 20 0 17 8:45 AM 0 0 26 0 0 24 0 0 0 0 16 0 111 13 22 0 10 8:50 AM 0 0 18 0 0 34 0 0 0 0 16 0 107 11 22 0 6 8:55 AM 0 0 15 0 0 26 0 0 0 0 13 0 93 7 15 0 17 Count Total 0 0 687 0 0 682 0 0 0 0 376 0 2,870 250 623 0 252 Peak Hour 0 0 401 0 0 373 0 0 0 0 202 0 1,611 133 374 0 128 HV% PHF 0.93 0.91 0.00 0.90 7.3% 8.8% 0.0% 10.9% 8.8% 0.96 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 5 4 10 7:05 AM 3 0 10 6 19 7:10 AM 0 0 3 1 4 7:15 AM 3 0 7 1 11 7:20 AM 3 0 3 4 10 7:25 AM 7 0 1 4 12 7:30 AM 4 0 7 3 14 7:35 AM 3 0 5 4 12 7:40 AM 6 0 6 1 13 7:45 AM 1 0 9 2 12 7:50 AM 4 0 4 3 11 7:55 AM 4 0 6 3 13 8:00 AM 3 0 1 2 6 8:05 AM 0 0 4 3 7 8:10 AM 0 0 8 1 9 8:15 AM 1 0 9 0 10 8:20 AM 5 0 4 1 10 8:25 AM 1 0 3 2 6 8:30 AM 4 0 6 5 15 8:35 AM 1 0 3 3 7 8:40 AM 2 0 7 3 12 8:45 AM 4 0 7 4 15 8:50 AM 6 0 6 0 12 8:55 AM 2 0 2 5 9 Count Total 68 0 126 65 259 Peak Hour 39 0 66 36 141 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 1 0 0 0 1 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 0 1 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 1 1 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 1 1 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 2 0 0 0 2 8:10 AM 2 0 0 0 2 8:15 AM 0 0 0 0 0 8:20 AM 1 0 0 0 1 8:25 AM 0 0 0 0 0 8:30 AM 2 0 0 0 2 8:35 AM 0 0 0 0 0 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 2 2 8:50 AM 0 0 0 0 0 8:55 AM 1 0 0 0 1 Count Total 8 0 0 4 12 Peak Hour 0 0 0 2 2 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 I-5 NB RAMPS & HWY 214 AM Wednesday, June 1, 2022 Date: I-5 NB RAMPS I-5 NB RAMPS HWY 214 HWY 214 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: 07:15 AM - 07:30 AM 0 509 1,094 966 718 179 590 748 0.95 N S E W 0.00 0.90 0.88 0.89 (847) (1,878) (1,661) (1,322) (1,051) (1,176) (275) 0 0 0 509 585 0 179 411 0 0 0 0 163 0 555 0 HWY 214 HWY 214 I-5 NB RAMPS I-5 NB RAMPS 1 0 0 0 N S E W 0 0 0 0 1 0 0 0 0 0 0 9 50 0 10 31 0 0 9 59 69 57 10 41 69 N S E W 0 0 0 19 0 38 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 2,402 0 0 32 0 0 49 0 14 0 0 0 0 196 9 47 45 0 7:05 AM 2,331 0 0 34 0 0 49 0 19 0 0 0 0 217 16 54 45 0 7:10 AM 2,272 0 0 25 0 0 38 0 15 0 0 0 0 181 19 43 41 0 7:15 AM 2,247 0 0 37 0 0 55 0 17 0 0 0 0 219 16 43 51 0 7:20 AM 2,182 0 0 29 0 0 38 0 16 0 0 0 0 202 9 47 63 0 7:25 AM 2,130 0 0 43 0 0 44 0 7 0 0 0 0 209 20 50 45 0 7:30 AM 2,044 0 0 35 0 0 58 0 9 0 0 0 0 209 15 56 36 0 7:35 AM 1,980 0 0 26 0 0 54 0 13 0 0 0 0 188 18 38 39 0 7:40 AM 1,932 0 0 43 0 0 62 0 9 0 0 0 0 218 20 37 47 0 7:45 AM 1,862 0 0 34 0 0 52 0 18 0 0 0 0 213 20 33 56 0 7:50 AM 1,803 0 0 39 0 0 44 0 10 0 0 0 0 185 9 35 48 0 7:55 AM 1,746 0 0 34 0 0 42 0 16 0 0 0 0 165 8 26 39 0 8:00 AM 1,703 0 0 19 0 0 38 0 3 0 0 0 0 125 10 33 22 0 8:05 AM 0 0 37 0 0 42 0 14 0 0 0 0 158 9 35 21 0 8:10 AM 0 0 27 0 0 41 0 13 0 0 0 0 156 10 27 38 0 8:15 AM 0 0 28 0 0 43 0 11 0 0 0 0 154 7 32 33 0 8:20 AM 0 0 33 0 0 38 0 10 0 0 0 0 150 10 25 34 0 8:25 AM 0 0 27 0 0 27 0 8 0 0 0 0 123 9 27 25 0 8:30 AM 0 0 38 0 0 36 0 12 0 0 0 0 145 9 28 22 0 8:35 AM 0 0 33 0 0 38 0 7 0 0 0 0 140 6 37 19 0 8:40 AM 0 0 34 0 0 36 0 13 0 0 0 0 148 7 34 24 0 8:45 AM 0 0 37 0 0 31 0 14 0 0 0 0 154 10 20 42 0 8:50 AM 0 0 29 0 0 38 0 12 0 0 0 0 128 5 18 26 0 8:55 AM 0 0 23 0 0 38 0 11 0 0 0 0 122 4 22 24 0 Count Total 0 0 776 0 0 1,031 0 291 0 0 0 0 4,105 275 847 885 0 Peak Hour 0 0 411 0 0 585 0 163 0 0 0 0 2,402 179 509 555 0 HV% PHF 0.89 0.90 0.88 0.00 6.9% 5.4% 7.9% 0.0% 6.5% 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 4 3 4 0 11 7:05 AM 4 8 7 0 19 7:10 AM 2 4 3 0 9 7:15 AM 2 5 5 0 12 7:20 AM 2 5 1 0 8 7:25 AM 5 8 2 0 15 7:30 AM 5 1 7 0 13 7:35 AM 0 4 6 0 10 7:40 AM 7 6 7 0 20 7:45 AM 2 3 8 0 13 7:50 AM 4 5 4 0 13 7:55 AM 4 5 5 0 14 8:00 AM 2 3 3 0 8 8:05 AM 3 2 4 0 9 8:10 AM 1 4 7 0 12 8:15 AM 1 4 7 0 12 8:20 AM 1 4 12 0 17 8:25 AM 3 1 2 0 6 8:30 AM 6 6 5 0 17 8:35 AM 3 2 4 0 9 8:40 AM 3 5 11 0 19 8:45 AM 7 5 5 0 17 8:50 AM 2 3 5 0 10 8:55 AM 3 4 4 0 11 Count Total 76 100 128 0 304 Peak Hour 41 57 59 0 157 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 1 0 0 0 1 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 1 0 0 0 1 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 1 1 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 2 0 0 2 8:10 AM 0 0 0 0 0 8:15 AM 0 2 0 0 2 8:20 AM 0 0 0 0 0 8:25 AM 0 1 0 0 1 8:30 AM 0 1 0 0 1 8:35 AM 0 2 0 0 2 8:40 AM 0 0 0 1 1 8:45 AM 0 0 0 0 0 8:50 AM 0 1 0 1 2 8:55 AM 0 0 0 0 0 Count Total 0 9 0 3 12 Peak Hour 0 0 0 1 1 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd OR 214 QC JOB 15462405 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 53 80 28 15 10 937 86 12 687 684 0.93 572 819 49 103 818 300 19 119 162 438 Peak-Hour: 7:05 AM 8:05 AM Peak 15-Min: 7:45 AM 8:00 AM 11.3 5 17.9 6.7 0 9.5 2.3 0 10.8 10.8 11.5 10.4 18.4 7.8 10.3 6 10.5 8.4 11.1 6.8 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 26 0 5 0 1 0 1 0 2 37 4 2 5 51 0 0 134 6:05 AM 26 1 4 0 0 1 4 0 4 29 2 5 4 37 2 1 120 6:10 AM 19 0 3 0 2 0 2 0 2 22 0 3 6 53 1 0 113 6:15 AM 19 0 6 0 0 0 2 1 6 30 2 3 4 50 2 0 125 6:20 AM 24 0 5 0 2 2 4 0 2 37 1 4 7 50 2 0 140 6:25 AM 31 1 8 0 1 2 2 0 2 37 0 4 0 56 0 1 145 6:30 AM 32 0 6 0 0 0 1 0 2 46 1 4 3 52 3 1 151 6:35 AM 23 0 5 0 2 1 2 0 0 41 2 4 3 45 2 1 131 6:40 AM 23 0 5 0 1 0 1 0 3 51 2 3 11 63 2 0 165 6:45 AM 24 1 8 0 0 0 3 0 1 59 2 1 5 51 1 1 157 6:50 AM 29 0 10 0 1 1 1 0 1 55 3 0 5 42 2 0 150 6:55 AM 24 4 4 0 1 0 1 0 2 62 4 3 7 46 1 1 160 1691 7:00 AM 24 0 6 0 0 3 0 0 1 51 4 1 3 46 0 0 139 1696 7:05 AM 22 1 11 0 0 2 3 0 1 63 3 2 8 45 1 1 163 1739 7:10 AM 32 0 13 0 1 2 1 0 2 56 6 3 4 48 2 0 170 1796 7:15 AM 22 1 10 0 0 1 2 0 3 58 3 4 11 54 2 1 172 1843 7:20 AM 25 2 9 0 1 1 3 0 5 53 2 3 5 38 0 0 147 1850 7:25 AM 19 1 6 0 1 3 1 0 3 61 5 6 5 54 1 0 166 1871 7:30 AM 23 2 10 0 2 0 0 0 1 45 1 4 8 63 2 0 161 1881 7:35 AM 35 0 13 0 1 2 2 0 3 50 1 1 6 50 0 0 164 1914 7:40 AM 17 2 10 0 1 1 3 0 4 65 7 4 9 46 1 1 171 1920 7:45 AM 34 2 13 0 0 2 3 0 10 67 3 2 3 45 0 0 184 1947 7:50 AM 22 3 7 0 0 0 0 0 5 69 5 2 15 33 0 2 163 1960 7:55 AM 23 1 8 0 1 1 5 0 9 65 10 2 12 50 1 0 188 1988 8:00 AM 26 4 9 0 2 0 5 0 3 32 3 4 12 46 2 0 148 1997 8:05 AM 22 0 7 0 1 2 6 0 2 50 4 5 8 32 2 0 141 1975 8:10 AM 20 1 11 0 0 2 4 0 3 40 1 0 6 49 1 0 138 1943 8:15 AM 17 2 6 0 0 2 6 0 3 36 4 4 2 47 0 0 129 1900 8:20 AM 15 3 11 0 0 0 3 0 3 54 5 5 7 45 1 1 153 1906 8:25 AM 17 1 3 0 0 0 1 0 2 34 9 2 9 35 2 1 116 1856 8:30 AM 20 0 10 0 1 0 5 0 5 35 7 4 14 33 1 0 135 1830 8:35 AM 25 1 12 0 0 0 3 0 7 40 2 1 7 40 1 1 140 1806 8:40 AM 21 0 12 0 0 0 4 0 5 43 3 4 12 41 2 1 148 1783 8:45 AM 16 1 9 0 2 2 1 0 8 37 6 3 6 41 1 0 133 1732 8:50 AM 22 4 6 0 1 1 6 0 2 39 6 2 11 31 2 0 133 1702 8:55 AM 19 1 11 0 1 0 2 0 6 36 3 1 13 25 4 1 123 1637 9:00 AM 13 4 3 0 0 0 2 0 4 48 3 1 7 36 2 0 123 1612 9:05 AM 18 1 5 0 2 0 1 0 2 28 6 2 10 39 1 1 116 1587 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 16 1 12 0 1 5 3 0 4 36 2 4 7 41 0 0 132 1581 9:15 AM 7 3 6 0 1 0 3 0 0 30 3 1 13 27 1 0 95 1547 9:20 AM 11 1 6 0 1 1 0 0 1 36 5 1 13 61 1 0 138 1532 9:25 AM 22 2 10 0 2 1 1 0 2 32 4 3 7 31 0 0 117 1533 9:30 AM 23 1 8 0 4 3 5 0 1 42 7 4 5 37 1 0 141 1539 9:35 AM 14 1 9 0 1 3 4 0 11 40 2 2 11 36 1 0 135 1534 9:40 AM 24 0 11 0 3 3 6 0 4 54 4 4 6 46 2 0 167 1553 9:45 AM 22 1 9 0 2 3 2 0 5 33 1 0 7 32 0 1 118 1538 9:50 AM 10 3 9 0 2 0 3 0 4 49 4 2 13 36 0 1 136 1541 9:55 AM 13 2 14 0 1 3 3 0 5 44 3 2 10 44 1 0 145 1563 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 316 24 112 0 4 12 32 0 96 804 72 24 120 512 4 8 2140 Heavy Trucks 36 4 8 0 0 12 4 72 12 8 72 0 228 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/8/2022 12:04 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 3 N SETTLEMIER AVE & HWY 214 AM Wednesday, June 1, 2022 Date: N SETTLEMIER AVE N SETTLEMIER AVE HWY 214 HWY 214 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: 07:20 AM - 07:35 AM 198 293 411 554 530 328 773 737 0.95 N S E W 0.70 0.90 0.93 0.89 (537) (474) (801) (1,039) (1,365) (1,329) (923) (586) 75 0 41 46 328 37 209 460 104 0 0 82 334 143 53 0 HWY 214 HWY 214 N SETTLEMIER AVE N SETTLEMIER AVE 0 0 2 8 N S E W 0 0 2 0 0 0 4 4 0 0 1 0 44 1 6 44 5 1 7 45 45 2 7 55 44 N S E W 0 0 0 0 2 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 1,912 0 7 27 0 1 19 0 33 11 0 2 3 134 17 1 7 6 7:05 AM 1,910 0 9 26 0 5 36 0 31 12 0 2 7 157 17 4 4 4 7:10 AM 1,875 0 4 46 0 8 30 0 26 12 0 8 7 170 15 3 3 8 7:15 AM 1,835 0 7 36 0 6 25 0 27 12 0 4 5 158 20 2 6 8 7:20 AM 1,799 0 14 39 0 4 21 0 24 19 0 2 12 171 27 1 3 5 7:25 AM 1,732 0 12 34 0 2 30 0 34 14 0 0 11 173 20 4 4 8 7:30 AM 1,689 0 13 43 0 3 27 0 23 10 0 3 10 161 15 3 5 6 7:35 AM 1,650 0 4 43 0 0 31 0 33 14 0 9 5 168 12 6 4 7 7:40 AM 1,619 0 7 38 0 1 29 0 19 4 0 3 8 126 8 0 6 3 7:45 AM 1,632 0 12 47 0 3 37 0 19 6 0 3 6 178 28 8 4 5 7:50 AM 1,588 0 10 38 0 3 15 0 32 18 0 2 5 153 13 5 3 9 7:55 AM 1,606 0 5 43 0 1 28 0 33 11 0 3 3 163 17 9 4 6 8:00 AM 1,615 0 2 33 0 4 29 0 16 7 0 4 7 132 13 5 8 4 8:05 AM 0 8 30 0 2 25 0 15 7 0 7 8 122 4 2 6 8 8:10 AM 0 7 29 0 1 23 0 20 5 0 4 9 130 16 4 4 8 8:15 AM 0 3 28 0 1 26 0 21 10 0 3 3 122 9 7 3 8 8:20 AM 0 4 24 0 5 22 0 19 4 0 6 6 104 7 2 1 4 8:25 AM 0 7 31 0 3 17 0 22 12 0 4 6 130 17 4 4 3 8:30 AM 0 2 25 0 2 33 0 16 11 0 6 3 122 14 3 3 4 8:35 AM 0 8 26 0 2 22 0 23 9 0 14 5 137 12 4 3 9 8:40 AM 0 6 19 0 0 24 0 19 16 0 12 14 139 16 4 1 8 8:45 AM 0 7 30 0 0 26 0 18 11 0 11 11 134 6 4 4 6 8:50 AM 0 14 41 0 3 43 0 8 13 0 4 8 171 12 9 5 11 8:55 AM 0 6 27 0 1 22 0 33 11 0 20 15 172 13 6 5 13 Count Total 0 178 803 0 61 640 0 564 259 0 136 177 3,527 348 100 100 161 Peak Hour 0 104 460 0 37 328 0 334 143 0 41 82 1,912 209 46 53 75 HV% PHF 0.89 0.90 0.93 0.70 7.1% 10.9% 0.4% 0.5% 5.4% 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 4 0 1 0 5 7:05 AM 4 0 5 0 9 7:10 AM 6 0 3 1 10 7:15 AM 3 1 4 0 8 7:20 AM 3 0 0 0 3 7:25 AM 5 1 5 0 11 7:30 AM 7 0 1 0 8 7:35 AM 4 0 5 0 9 7:40 AM 6 0 7 0 13 7:45 AM 9 0 5 0 14 7:50 AM 1 0 4 0 5 7:55 AM 3 0 5 0 8 8:00 AM 4 1 2 1 8 8:05 AM 2 2 6 1 11 8:10 AM 4 0 7 0 11 8:15 AM 3 3 6 0 12 8:20 AM 3 1 8 2 14 8:25 AM 6 0 4 0 10 8:30 AM 7 0 5 0 12 8:35 AM 7 1 3 0 11 8:40 AM 3 3 8 2 16 8:45 AM 1 1 8 0 10 8:50 AM 10 2 6 5 23 8:55 AM 0 2 4 2 8 Count Total 105 18 112 14 249 Peak Hour 55 2 45 1 103 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 1 1 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 0 0 7:40 AM 1 0 0 0 1 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 1 0 0 1 2 Peak Hour 1 0 0 1 2 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 7:00 AM 0 0 0 0 0 7:05 AM 1 0 0 0 1 7:10 AM 1 0 0 0 1 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 3 2 0 0 5 7:35 AM 0 0 0 0 0 7:40 AM 1 0 0 0 1 7:45 AM 0 0 0 0 0 7:50 AM 2 0 0 0 2 7:55 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:05 AM 0 1 0 0 1 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 1 0 0 1 8:45 AM 3 2 1 0 6 8:50 AM 0 0 1 1 2 8:55 AM 5 0 1 0 6 Count Total 16 6 3 1 26 Peak Hour 8 2 0 0 10 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd Stacy Allison Wy QC JOB 15702405 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 172 356 92 77 3 116 115 1 3 1 0.85 0 135 19 2 4 24 240 0 98 264 Peak-Hour: 9:00 AM 10:00 AM Peak 15-Min: 9:25 AM 9:40 AM 6.4 7.9 7.6 3.9 33.3 6.9 14.8 0 0 0 0 13.3 5.3 0 25 4.2 4.6 0 4.1 4.5 3 3 0 1 0 1 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 1 11 0 0 1 4 2 0 2 0 0 0 0 0 0 0 21 6:05 AM 2 13 0 0 1 3 1 0 4 0 1 0 0 0 0 0 25 6:10 AM 1 13 0 0 0 2 0 0 2 1 0 0 0 0 0 0 19 6:15 AM 1 24 0 0 0 2 0 0 2 0 0 0 0 0 0 0 29 6:20 AM 0 24 0 0 0 5 2 0 4 0 0 0 1 0 1 0 37 6:25 AM 1 22 0 0 0 1 1 0 4 0 2 0 0 0 1 0 32 6:30 AM 1 36 0 0 0 3 3 0 3 0 0 0 1 0 0 0 47 6:35 AM 2 29 0 0 0 5 2 0 1 0 0 0 0 0 0 0 39 6:40 AM 1 26 0 0 0 3 1 0 9 0 2 0 0 0 0 0 42 6:45 AM 0 31 1 0 0 7 0 0 6 0 1 0 0 0 0 0 46 6:50 AM 0 19 0 0 0 6 4 0 5 1 0 0 0 1 0 0 36 6:55 AM 0 21 0 0 0 11 2 0 8 0 2 0 0 0 0 0 44 417 7:00 AM 2 29 0 0 0 3 3 0 6 0 1 0 0 0 0 0 44 440 7:05 AM 4 26 0 0 0 2 1 0 9 1 1 0 0 0 1 0 45 460 7:10 AM 1 24 0 0 0 12 1 0 6 0 2 0 0 0 1 0 47 488 7:15 AM 2 24 0 0 0 11 1 0 5 0 2 0 0 0 1 0 46 505 7:20 AM 0 26 0 0 0 4 0 0 5 1 2 0 0 0 1 0 39 507 7:25 AM 1 30 0 0 0 5 0 0 6 0 0 0 0 0 0 0 42 517 7:30 AM 2 28 0 0 0 8 2 0 6 0 0 0 0 0 0 0 46 516 7:35 AM 1 36 0 0 0 3 1 0 6 0 1 0 0 0 0 0 48 525 7:40 AM 1 24 0 0 0 4 4 0 6 1 2 0 1 0 0 0 43 526 7:45 AM 1 31 0 0 0 8 1 0 3 0 2 0 0 0 1 0 47 527 7:50 AM 1 21 2 0 0 5 2 0 8 0 1 0 0 0 0 0 40 531 7:55 AM 1 16 0 0 0 7 6 0 4 0 2 0 0 0 0 0 36 523 8:00 AM 1 18 0 0 0 5 3 0 7 0 1 0 0 0 0 0 35 514 8:05 AM 3 18 0 0 0 3 4 0 4 0 0 0 0 0 0 0 32 501 8:10 AM 1 22 0 0 0 5 4 0 7 0 2 0 0 0 0 0 41 495 8:15 AM 2 12 0 0 0 1 0 0 7 0 1 0 0 0 0 0 23 472 8:20 AM 2 11 0 0 0 4 5 0 12 0 0 0 0 0 1 0 35 468 8:25 AM 1 12 0 0 0 1 4 0 5 0 1 0 0 0 0 0 24 450 8:30 AM 2 16 0 0 0 1 4 0 9 0 1 0 1 0 0 0 34 438 8:35 AM 0 17 0 0 0 4 2 0 10 0 0 0 0 0 1 0 34 424 8:40 AM 2 16 0 0 0 5 2 0 4 0 1 0 0 0 0 0 30 411 8:45 AM 1 12 0 0 1 5 5 0 2 0 2 0 1 0 0 0 29 393 8:50 AM 3 12 0 0 0 6 6 0 6 0 1 0 0 0 0 0 34 387 8:55 AM 3 18 0 0 0 9 1 0 2 0 0 0 0 0 0 0 33 384 9:00 AM 2 28 0 0 0 4 6 0 3 0 1 0 0 0 0 0 44 393 9:05 AM 2 21 0 0 0 5 9 0 5 0 1 0 1 0 0 0 44 405 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 5 27 0 0 0 11 10 0 5 0 1 0 0 0 0 0 59 423 9:15 AM 0 21 0 0 0 4 6 0 10 0 3 0 0 0 0 0 44 444 9:20 AM 1 13 0 0 0 2 6 0 2 0 1 0 0 0 0 0 25 434 9:25 AM 5 24 0 0 0 5 4 0 13 0 3 0 0 0 0 0 54 464 9:30 AM 2 26 0 0 1 10 10 0 12 0 1 0 0 0 1 0 63 493 9:35 AM 2 16 0 0 1 8 12 0 12 0 1 0 0 0 0 0 52 511 9:40 AM 2 19 0 0 0 8 6 0 18 0 0 0 1 0 0 0 54 535 9:45 AM 3 17 0 0 0 9 8 0 12 1 1 0 0 0 0 0 51 557 9:50 AM 0 11 0 0 1 4 7 0 14 0 1 0 0 0 0 0 38 561 9:55 AM 0 17 0 0 0 7 8 0 9 0 5 0 0 0 0 0 46 574 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 36 264 0 0 8 92 104 0 148 0 20 0 0 0 4 0 676 Heavy Trucks 0 8 0 4 4 8 32 0 0 0 0 0 56 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/27/2022 1:05 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd W Hayes St QC JOB 15702407 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 86 266 4 38 44 60 6 113 238 19 0.84 56 27 2 69 144 0 147 81 109 228 Peak-Hour: 8:50 AM 9:50 AM Peak 15-Min: 9:00 AM 9:15 AM 5.8 5.6 25 5.3 4.5 1.7 33.3 0.9 2.1 15.8 0 18.5 0 5.8 6.3 0 8.2 4.9 5.5 7 0 0 0 2 0 0 1 0 0 0 1 0 0 0 0 1 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 11 1 0 1 4 0 0 0 0 0 0 2 1 4 0 24 6:05 AM 0 7 3 0 2 4 0 0 0 1 0 0 1 1 5 0 24 6:10 AM 0 10 3 0 1 0 0 0 0 1 0 0 5 0 7 0 27 6:15 AM 0 17 1 0 0 1 0 0 0 0 0 0 1 0 6 0 26 6:20 AM 0 17 3 0 4 1 1 0 1 1 0 0 0 2 8 0 38 6:25 AM 0 13 1 0 3 0 0 0 1 0 0 0 1 0 6 0 25 6:30 AM 0 27 2 0 2 2 0 0 1 1 0 0 2 4 9 0 50 6:35 AM 0 19 4 0 1 4 0 0 0 1 0 0 3 2 10 0 44 6:40 AM 0 19 4 0 0 5 0 0 1 0 0 0 2 0 8 0 39 6:45 AM 0 27 6 0 3 2 1 0 1 2 0 0 0 2 4 0 48 6:50 AM 0 14 4 0 2 4 0 0 1 0 0 0 3 1 3 0 32 6:55 AM 0 14 5 0 4 7 1 0 0 2 0 0 3 0 8 0 44 421 7:00 AM 0 22 2 0 3 4 0 0 0 0 0 0 4 1 8 0 44 441 7:05 AM 0 14 5 0 1 1 1 0 2 0 0 0 3 0 13 0 40 457 7:10 AM 0 18 6 0 6 7 0 0 3 0 0 0 1 2 3 0 46 476 7:15 AM 0 17 6 0 7 3 1 0 0 0 0 0 1 2 9 0 46 496 7:20 AM 0 15 7 0 7 2 0 0 1 1 0 0 0 3 10 0 46 504 7:25 AM 0 20 4 0 0 3 0 0 0 2 0 0 0 3 13 0 45 524 7:30 AM 0 19 6 0 0 8 0 0 1 0 0 0 6 0 11 0 51 525 7:35 AM 0 23 6 0 1 3 0 0 0 2 0 0 3 1 12 0 51 532 7:40 AM 0 17 8 0 4 0 1 0 2 1 0 0 4 1 7 0 45 538 7:45 AM 0 25 7 0 6 3 0 0 2 0 0 0 3 4 4 0 54 544 7:50 AM 0 14 0 0 2 2 0 0 0 0 0 0 4 3 12 0 37 549 7:55 AM 0 7 0 0 3 3 0 0 2 3 0 0 0 1 8 0 27 532 8:00 AM 0 8 7 0 3 2 0 0 0 2 0 0 5 2 10 0 39 527 8:05 AM 0 9 1 0 1 1 0 0 0 3 0 0 3 4 13 0 35 522 8:10 AM 0 16 6 0 3 2 0 0 2 0 0 0 4 2 5 0 40 516 8:15 AM 0 4 4 0 1 0 0 0 0 0 0 0 4 2 8 0 23 493 8:20 AM 0 8 4 0 1 2 1 0 0 2 0 0 1 1 5 0 25 472 8:25 AM 0 9 1 0 1 2 0 0 1 2 0 0 2 3 6 0 27 454 8:30 AM 0 5 1 0 1 2 0 0 1 0 0 0 4 1 8 0 23 426 8:35 AM 0 10 3 0 1 2 1 0 1 1 0 0 0 1 5 0 25 400 8:40 AM 0 8 0 0 3 2 1 0 0 3 0 0 4 2 12 0 35 390 8:45 AM 0 8 4 0 4 4 0 0 0 0 0 0 3 2 3 0 28 364 8:50 AM 0 5 11 0 2 1 2 0 0 2 0 0 5 2 11 0 41 368 8:55 AM 0 12 9 0 5 0 0 0 1 2 0 0 7 6 9 0 51 392 9:00 AM 0 14 12 0 3 3 0 0 0 1 0 0 10 4 15 0 62 415 9:05 AM 0 10 7 0 3 4 0 0 2 2 0 0 9 4 10 0 51 431 Page 1 of 2 ---PAGE BREAK--- 9:10 AM 0 17 8 0 5 4 0 0 0 0 0 0 8 3 14 0 59 450 9:15 AM 0 14 15 0 6 0 0 0 0 3 0 0 5 4 6 0 53 480 9:20 AM 0 7 4 0 2 0 0 0 1 3 1 0 10 10 6 0 44 499 9:25 AM 0 13 2 0 4 3 0 0 1 0 0 0 1 6 14 0 44 516 9:30 AM 0 17 3 0 5 6 0 0 0 2 1 0 6 4 9 0 53 546 9:35 AM 0 12 2 0 3 3 1 0 0 1 0 0 2 4 5 0 33 554 9:40 AM 0 15 5 0 4 8 0 0 1 2 0 0 3 3 6 0 47 566 9:45 AM 0 11 3 0 2 6 1 0 0 1 0 0 3 6 8 0 41 579 9:50 AM 0 7 1 0 3 2 0 0 0 2 1 0 7 3 5 0 31 569 9:55 AM 0 10 4 0 5 6 1 0 0 2 0 0 9 4 7 0 48 566 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 164 108 0 44 44 0 0 8 12 0 0 108 44 156 0 688 Heavy Trucks 0 12 0 0 4 0 4 4 0 4 0 4 32 Buses Pedestrians 8 0 0 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4 Scooters Comments: Report generated on 5/27/2022 1:05 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 N SETTLEMIER AVE & W HAYES ST AM Wednesday, June 1, 2022 Date: N SETTLEMIER AVE N SETTLEMIER AVE W HAYES ST W HAYES ST 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: 07:05 AM - 07:20 AM 231 393 21 15 418 233 55 84 0.82 N S E W 0.78 0.66 0.85 0.53 (720) (413) (25) (22) (125) (90) (757) (418) 20 0 7 9 12 0 29 7 19 0 0 204 52 365 1 0 W HAYES ST W HAYES ST N SETTLEMIER AVE N SETTLEMIER AVE 0 1 0 1 N S E W 1 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 1 8 2 0 2 3 5 1 3 N S E W 0 0 5 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 725 0 0 0 0 0 0 0 2 35 0 0 17 58 4 0 0 0 7:05 AM 713 0 1 1 0 0 2 0 7 36 0 1 20 79 5 2 0 4 7:10 AM 678 0 2 4 0 0 2 0 6 37 0 0 22 83 3 2 0 5 7:15 AM 642 0 5 0 0 0 0 0 4 29 0 0 14 60 5 0 1 2 7:20 AM 627 0 3 0 0 0 0 0 3 34 0 0 28 73 1 1 0 3 7:25 AM 599 0 1 0 0 0 2 0 9 27 0 1 14 57 1 2 0 0 7:30 AM 594 0 0 0 0 0 2 0 3 28 0 0 14 49 2 0 0 0 7:35 AM 584 0 2 0 0 0 0 0 6 18 0 1 11 41 2 0 0 1 7:40 AM 581 0 2 0 0 0 1 0 5 31 0 0 15 59 4 0 0 1 7:45 AM 574 0 1 1 0 0 1 0 2 32 0 2 16 57 0 0 0 2 7:50 AM 572 0 1 0 0 0 1 0 2 30 0 0 8 46 2 1 0 1 7:55 AM 575 0 1 1 0 0 1 0 3 28 0 2 25 63 0 1 0 1 8:00 AM 560 0 0 0 0 0 0 0 2 32 0 0 9 46 2 0 0 1 8:05 AM 0 0 0 0 0 0 0 2 19 0 0 22 44 0 0 0 1 8:10 AM 0 0 0 0 0 0 0 0 23 0 1 18 47 5 0 0 0 8:15 AM 0 0 0 0 0 0 0 4 23 0 2 12 45 3 0 0 1 8:20 AM 0 0 0 0 0 0 0 1 29 0 0 14 45 0 0 0 1 8:25 AM 0 0 0 0 0 0 0 5 30 0 1 14 52 1 0 1 0 8:30 AM 0 3 0 0 0 0 0 0 25 0 0 9 39 1 0 0 1 8:35 AM 0 1 0 0 0 0 0 1 21 0 0 13 38 1 0 0 1 8:40 AM 0 2 0 0 0 0 0 2 22 0 1 21 52 3 0 0 1 8:45 AM 0 2 0 0 0 2 0 2 35 0 0 11 55 1 1 0 1 8:50 AM 0 2 0 0 0 0 0 4 24 0 0 13 49 3 0 0 3 8:55 AM 0 4 1 0 0 0 0 4 28 0 0 9 48 0 1 0 1 Count Total 0 33 8 0 0 14 0 79 676 0 12 369 1,285 49 11 2 32 Peak Hour 0 19 7 0 0 12 0 52 365 0 7 204 725 29 9 1 20 HV% PHF 0.53 0.66 0.85 0.78 1.8% 0.0% 0.7% 3.5% 1.7% 0.82 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 0 0 0 3 3 7:05 AM 0 0 0 1 1 7:10 AM 0 0 0 0 0 7:15 AM 0 1 0 0 1 7:20 AM 1 0 0 1 2 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 2 2 7:50 AM 0 1 0 0 1 7:55 AM 0 1 0 0 1 8:00 AM 0 1 0 1 2 8:05 AM 0 1 0 0 1 8:10 AM 0 1 0 1 2 8:15 AM 1 1 0 2 4 8:20 AM 0 0 0 1 1 8:25 AM 0 1 0 1 2 8:30 AM 0 1 0 0 1 8:35 AM 0 1 0 2 3 8:40 AM 0 1 0 0 1 8:45 AM 0 4 0 0 4 8:50 AM 0 1 0 0 1 8:55 AM 0 1 1 1 3 Count Total 2 17 1 17 37 Peak Hour 1 3 0 8 12 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 1 1 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 1 1 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 0 0 0 0 7:40 AM 0 0 1 0 1 7:45 AM 1 0 0 0 1 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 1 0 1 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 1 0 0 0 1 8:30 AM 0 1 2 0 3 8:35 AM 0 0 0 0 0 8:40 AM 0 1 0 0 1 8:45 AM 0 0 0 0 0 8:50 AM 0 1 0 0 1 8:55 AM 0 1 0 0 1 Count Total 2 4 4 0 10 Peak Hour 1 0 1 0 2 ---PAGE BREAK--- Location: 3 Harvard Dr & Evergreen Rd AM (303) 216-2439 www.alltrafficdata.net Location: 3 Harvard Dr & Evergreen Rd AM Tuesday, April 12, 2022 Date: Harvard Dr Harvard Dr Evergreen Rd Evergreen Rd 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: 07:35 AM - 07:50 AM 63 50 94 252 129 93 188 79 0.86 N S E W 0.75 0.70 0.77 0.73 (93) (102) (154) (405) (133) (303) (207) (135) 16 0 2 2 58 34 14 155 19 0 0 45 5 29 95 0 Evergreen Rd Evergreen Rd Harvard Dr Harvard Dr 1 1 14 1 N S E W 1 0 11 3 0 1 1 0 2 0 1 0 2 3 1 8 1 4 1 5 11 3 5 10 5 N S E W 0 0 1 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 459 0 5 10 0 4 2 0 0 1 0 0 1 30 0 0 6 1 7:05 AM 463 0 0 10 0 0 5 0 0 2 0 0 3 28 1 0 6 1 7:10 AM 466 0 0 13 0 1 1 0 0 0 0 0 1 26 1 0 8 1 7:15 AM 474 0 4 6 0 1 5 0 0 1 0 1 3 31 0 0 9 1 7:20 AM 474 0 1 13 0 3 2 0 0 3 0 0 6 41 1 0 12 0 7:25 AM 455 0 3 11 0 5 3 0 2 2 0 0 8 43 0 0 8 1 7:30 AM 436 0 5 21 0 2 3 0 0 4 0 0 2 50 2 0 7 4 7:35 AM 407 0 1 19 0 3 4 0 1 3 0 0 2 44 1 0 9 1 7:40 AM 381 0 0 17 0 3 1 0 1 7 0 0 1 43 2 1 9 1 7:45 AM 357 0 1 20 0 5 10 0 1 2 0 0 2 51 0 0 9 1 7:50 AM 321 0 1 12 0 4 9 0 0 0 0 0 5 43 3 0 8 1 7:55 AM 306 0 0 11 0 3 4 0 0 2 0 0 2 29 4 0 3 0 8:00 AM 307 0 1 5 0 3 7 0 0 1 0 1 4 34 0 0 8 4 8:05 AM 0 0 10 0 2 3 0 0 1 0 0 6 31 0 1 6 2 8:10 AM 0 2 10 0 0 7 0 0 3 0 0 4 34 1 0 7 0 8:15 AM 0 0 8 0 0 9 0 1 5 0 1 1 31 0 1 4 1 8:20 AM 0 0 12 0 0 4 0 1 1 0 0 2 22 0 0 2 0 8:25 AM 0 0 9 0 2 1 0 0 1 0 2 2 24 1 2 4 0 8:30 AM 0 2 3 0 1 2 0 0 4 0 0 3 21 1 0 5 0 8:35 AM 0 1 4 0 1 4 0 0 1 0 2 0 18 0 0 3 2 8:40 AM 0 2 3 0 3 5 0 0 0 0 0 1 19 1 0 4 0 8:45 AM 0 0 4 0 2 3 0 0 2 0 1 0 15 0 0 1 2 8:50 AM 0 3 7 0 1 3 0 0 4 0 1 3 28 1 0 4 1 8:55 AM 0 1 12 0 2 1 0 0 5 0 1 2 30 0 0 3 3 Count Total 0 33 250 0 51 98 0 7 55 0 10 64 766 20 5 145 28 Peak Hour 0 19 155 0 34 58 0 5 29 0 2 45 474 14 2 95 16 HV% PHF 0.73 0.70 0.77 0.75 5.3% 5.3% 2.3% 6.3% 4.6% 0.86 EB WB NB SB All ---PAGE BREAK--- Location: 3 Harvard Dr & Evergreen Rd AM 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 2 0 0 0 2 7:05 AM 0 0 1 0 1 7:10 AM 3 0 0 1 4 7:15 AM 0 0 0 1 1 7:20 AM 0 0 1 0 1 7:25 AM 2 0 0 1 3 7:30 AM 2 0 0 0 2 7:35 AM 1 2 0 0 3 7:40 AM 1 0 1 1 3 7:45 AM 1 0 0 0 1 7:50 AM 0 0 0 0 0 7:55 AM 1 0 1 0 2 8:00 AM 0 0 1 0 1 8:05 AM 2 1 1 1 5 8:10 AM 0 0 0 0 0 8:15 AM 0 0 1 0 1 8:20 AM 1 0 0 0 1 8:25 AM 1 0 0 1 2 8:30 AM 0 0 0 0 0 8:35 AM 0 0 1 0 1 8:40 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:50 AM 0 1 0 0 1 8:55 AM 0 0 0 1 1 Count Total 17 4 8 7 36 Peak Hour 10 3 5 4 22 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 1 0 0 1 7:20 AM 0 0 0 1 1 7:25 AM 0 2 1 0 3 7:30 AM 0 2 0 0 2 7:35 AM 1 8 0 0 9 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 1 0 0 1 8:10 AM 0 1 0 0 1 8:15 AM 1 0 0 0 1 8:20 AM 2 0 0 0 2 8:25 AM 0 1 0 0 1 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 1 0 0 0 1 8:50 AM 0 0 0 0 0 8:55 AM 0 0 1 0 1 Count Total 5 16 2 1 24 Peak Hour 1 15 1 1 18 ---PAGE BREAK--- Location: 2 Butteville Rd NE & Parr Rd NE AM (303) 216-2439 www.alltrafficdata.net Location: 2 Butteville Rd NE & Parr Rd NE AM Tuesday, April 12, 2022 Date: Butteville Rd NE Butteville Rd NE Parr Rd NE Parr Rd NE 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: 07:15 AM - 07:30 AM 132 194 75 91 191 113 0 0 0.79 N S E W 0.85 0.63 0.82 0.00 (318) (206) (115) (130) (317) (190) 0 0 51 43 0 32 0 0 0 0 0 81 0 151 40 0 Parr Rd NE Parr Rd NE Butteville Rd NE Butteville Rd NE 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 7 0 0 1 0 0 0 9 0 1 7 0 3 0 0 N S E W 0 0 2 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 386 0 0 0 0 0 0 0 0 12 0 0 6 24 0 4 2 0 7:05 AM 398 0 0 0 0 2 0 0 0 15 0 5 6 30 0 1 1 0 7:10 AM 390 0 0 0 0 1 0 0 0 9 0 5 7 31 0 7 2 0 7:15 AM 393 0 0 0 0 3 0 0 0 12 0 6 10 47 0 10 6 0 7:20 AM 362 0 0 0 0 4 0 0 0 14 0 5 5 34 0 3 3 0 7:25 AM 344 0 0 0 0 6 0 0 0 17 0 7 6 45 0 5 4 0 7:30 AM 314 0 0 0 0 0 0 0 0 10 0 4 7 24 0 3 0 0 7:35 AM 307 0 0 0 0 1 0 0 0 13 0 7 5 33 0 2 5 0 7:40 AM 298 0 0 0 0 3 0 0 0 6 0 3 7 25 0 4 2 0 7:45 AM 294 0 0 0 0 3 0 0 0 10 0 2 7 30 0 4 4 0 7:50 AM 282 0 0 0 0 2 0 0 0 10 0 1 6 24 0 1 4 0 7:55 AM 279 0 0 0 0 4 0 0 0 19 0 1 7 39 0 2 6 0 8:00 AM 252 0 0 0 0 3 0 0 0 16 0 5 8 36 0 1 3 0 8:05 AM 0 0 0 0 4 0 0 0 7 0 2 7 22 0 2 0 0 8:10 AM 0 0 0 0 2 0 0 0 16 0 1 9 34 0 3 3 0 8:15 AM 0 0 0 0 1 0 0 0 12 0 0 1 16 0 1 1 0 8:20 AM 0 0 0 0 1 0 0 0 6 0 1 4 16 0 2 2 0 8:25 AM 0 0 0 0 1 0 0 0 4 0 2 7 15 0 0 1 0 8:30 AM 0 0 0 0 1 0 0 0 7 0 1 3 17 0 3 2 0 8:35 AM 0 0 0 0 5 0 0 0 13 0 2 2 24 0 0 2 0 8:40 AM 0 0 0 0 3 0 0 0 8 0 0 8 21 0 1 1 0 8:45 AM 0 0 0 0 0 0 0 0 4 0 5 5 18 0 2 2 0 8:50 AM 0 0 0 0 1 0 0 0 9 0 2 3 21 0 2 4 0 8:55 AM 0 0 0 0 0 0 0 0 5 0 0 3 12 0 1 3 0 Count Total 0 0 0 0 51 0 0 0 254 0 67 139 638 0 64 63 0 Peak Hour 0 0 0 0 32 0 0 0 151 0 51 81 398 0 43 40 0 HV% PHF 0.00 0.63 0.82 0.85 0.0% 1.3% 0.0% 6.8% 2.5% 0.79 EB WB NB SB All ---PAGE BREAK--- Location: 2 Butteville Rd NE & Parr Rd NE AM 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 0 0 0 0 0 7:05 AM 0 0 0 0 0 7:10 AM 0 0 0 1 1 7:15 AM 0 0 0 1 1 7:20 AM 0 0 0 1 1 7:25 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:35 AM 0 0 0 2 2 7:40 AM 0 0 0 2 2 7:45 AM 0 0 0 1 1 7:50 AM 0 0 0 0 0 7:55 AM 0 0 1 0 1 8:00 AM 0 0 0 1 1 8:05 AM 0 0 2 2 4 8:10 AM 0 1 0 1 2 8:15 AM 0 1 0 0 1 8:20 AM 0 1 0 0 1 8:25 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:35 AM 0 1 0 0 1 8:40 AM 0 0 0 2 2 8:45 AM 0 2 0 2 4 8:50 AM 0 1 0 1 2 8:55 AM 0 0 0 0 0 Count Total 0 7 3 17 27 Peak Hour 0 0 1 9 10 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--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Stubb Rd NE Parr Rd NE QC JOB 15682701 CITY/STATE: Woodburn, OR DATE: Wed, Jan 19 2022 9 4 2 0 7 39 0 4 41 128 0.59 37 128 0 0 135 0 0 0 0 0 Peak-Hour: 7:15 AM 8:15 AM Peak 15-Min: 8:00 AM 8:15 AM 11.1 0 50 0 0 5.1 0 0 2.4 0 2.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Stubb Rd NE (Northbound) Stubb Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 7 1 0 10 7:05 AM 0 0 0 0 1 0 0 0 0 4 0 0 0 7 2 0 14 7:10 AM 0 0 0 0 1 0 0 0 0 3 0 0 0 8 0 0 12 7:15 AM 0 0 0 0 0 0 0 0 0 11 0 0 0 6 0 0 17 7:20 AM 0 0 0 0 1 0 0 0 0 11 0 0 0 2 1 0 15 7:25 AM 0 0 0 0 3 0 1 0 0 7 0 0 0 4 1 0 16 7:30 AM 0 0 0 0 1 0 0 0 0 8 0 0 0 3 0 0 12 7:35 AM 0 0 0 0 0 0 0 0 0 5 0 0 0 1 0 0 6 7:40 AM 0 0 0 0 0 0 0 0 0 8 0 0 0 5 0 0 13 7:45 AM 0 0 0 0 0 0 0 0 0 5 0 0 0 3 0 0 8 7:50 AM 0 0 0 0 0 0 1 0 0 4 0 0 0 5 0 0 10 7:55 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 4 0 0 6 139 8:00 AM 0 0 0 0 2 0 0 0 0 3 0 0 0 2 0 0 7 136 8:05 AM 0 0 0 0 0 0 0 0 0 52 0 0 0 1 0 0 53 175 8:10 AM 0 0 0 0 0 0 0 0 0 12 0 0 0 1 2 0 15 178 8:15 AM 0 0 0 0 0 0 0 0 0 5 0 0 0 5 0 0 10 171 8:20 AM 0 0 0 0 0 0 0 0 0 5 0 0 0 1 0 0 6 162 8:25 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 3 149 8:30 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 140 8:35 AM 0 0 0 0 0 0 0 0 0 6 0 0 0 1 0 0 7 141 8:40 AM 0 0 0 0 0 0 0 0 0 4 0 0 0 5 0 0 9 137 8:45 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 5 134 8:50 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 4 128 8:55 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 4 1 0 8 130 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 8 0 0 0 0 268 0 0 0 16 8 0 300 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 4 0 0 0 0 4 Scooters Comments: Report generated on 4/8/2022 12:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Boones Ferry Rd/Settlemier Ave Parr Rd NE QC JOB 15682703 CITY/STATE: Woodburn, OR DATE: Wed, Jan 19 2022 124 157 41 82 1 108 48 3 61 67 0.86 27 167 52 31 84 40 106 16 165 162 Peak-Hour: 7:15 AM 8:15 AM Peak 15-Min: 8:00 AM 8:15 AM 7.3 3.2 9.8 6.1 0 4.6 4.2 0 0 0 0 1.2 0 0 1.2 2.5 2.8 6.3 3 3.1 1 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Boones Ferry Rd/Settlemier Ave (Northbound) S Boones Ferry Rd/Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 9 6 3 0 0 8 1 0 4 2 3 0 2 0 0 0 38 7:05 AM 12 11 2 0 0 9 4 0 1 2 5 0 4 2 0 0 52 7:10 AM 5 14 4 0 0 9 4 0 5 3 2 0 4 6 0 0 56 7:15 AM 6 6 3 0 0 7 7 0 1 4 3 0 5 1 0 0 43 7:20 AM 3 7 2 0 1 5 6 0 4 4 1 0 4 5 1 0 43 7:25 AM 5 14 3 0 0 4 5 0 4 2 5 0 4 2 0 0 48 7:30 AM 6 6 2 0 0 11 5 0 4 5 2 0 3 1 0 0 45 7:35 AM 0 8 0 0 0 9 4 0 5 2 3 0 5 2 1 0 39 7:40 AM 3 8 1 0 0 9 5 0 2 3 6 0 1 4 0 0 42 7:45 AM 3 9 1 0 0 6 1 0 2 3 2 0 0 3 0 0 30 7:50 AM 5 8 0 0 0 10 1 0 4 4 2 0 2 1 0 0 37 7:55 AM 0 12 1 0 0 9 3 0 3 2 3 0 3 2 0 0 38 511 8:00 AM 1 10 1 0 0 5 1 0 1 2 2 0 0 2 0 0 25 498 8:05 AM 2 9 2 0 0 2 3 0 9 21 12 0 2 3 0 0 65 511 8:10 AM 6 9 0 0 0 5 0 0 9 15 11 0 2 1 1 0 59 514 8:15 AM 2 3 2 0 0 9 2 0 0 3 3 0 1 2 1 0 28 499 8:20 AM 1 7 0 0 0 6 3 0 2 1 8 0 2 1 0 0 31 487 8:25 AM 2 8 2 0 0 3 2 0 3 4 2 0 2 3 0 0 31 470 8:30 AM 1 2 1 0 1 2 1 0 2 0 3 0 0 1 0 0 14 439 8:35 AM 4 9 0 0 1 7 1 0 7 4 1 0 0 8 0 0 42 442 8:40 AM 2 13 0 0 0 6 3 0 6 0 3 0 0 2 0 0 35 435 8:45 AM 3 10 3 0 0 6 4 0 6 8 0 0 1 8 0 0 49 454 8:50 AM 6 2 1 0 1 8 7 0 3 6 3 0 0 4 0 0 41 458 8:55 AM 8 2 0 0 0 7 6 0 7 6 6 0 1 7 0 0 50 470 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 36 112 12 0 0 48 16 0 76 152 100 0 16 24 4 0 596 Heavy Trucks 4 4 0 0 4 0 0 0 0 0 0 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 4 0 0 0 0 4 Scooters Comments: Report generated on 4/8/2022 12:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 5 BUTTEVILLE RD NE & HWY 219 PM Wednesday, June 1, 2022 Date: BUTTEVILLE RD NE BUTTEVILLE RD NE HWY 219 HWY 219 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 0 0 346 547 236 297 491 229 0.84 N S E W 0.00 0.84 0.65 0.85 (640) (972) (413) (876) (432) (563) 0 0 0 0 178 168 129 362 0 0 0 0 51 0 185 0 HWY 219 HWY 219 BUTTEVILLE RD NE BUTTEVILLE RD NE 0 0 0 1 N S E W 0 0 0 0 0 0 1 0 0 0 0 0 3 2 2 8 0 0 0 5 8 4 4 10 7 N S E W 0 0 0 4 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 1,033 0 0 23 0 11 18 0 9 0 0 0 0 80 12 0 7 0 4:05 PM 1,042 0 0 34 0 11 16 0 8 0 0 0 0 93 13 0 11 0 4:10 PM 1,058 0 0 31 0 19 18 0 0 0 0 0 0 94 11 0 15 0 4:15 PM 1,061 0 0 21 0 8 8 0 5 0 0 0 0 72 12 0 18 0 4:20 PM 1,066 0 0 22 1 16 9 0 5 0 0 0 0 71 3 0 15 0 4:25 PM 1,070 0 0 23 0 10 11 0 5 0 0 0 0 73 9 0 15 0 4:30 PM 1,073 0 0 30 0 18 13 0 5 0 0 0 0 103 8 0 29 0 4:35 PM 1,044 0 0 28 0 20 21 0 11 0 0 0 0 117 8 0 29 0 4:40 PM 994 0 0 39 0 11 21 0 2 0 0 0 0 101 14 0 14 0 4:45 PM 959 0 0 33 0 12 12 0 2 0 0 0 0 89 14 0 16 0 4:50 PM 945 0 0 20 0 19 18 0 3 0 0 0 0 85 16 0 9 0 4:55 PM 913 0 0 21 0 10 11 0 0 0 0 0 0 55 7 0 6 0 5:00 PM 915 0 0 27 0 12 22 0 6 0 0 0 0 89 11 0 11 0 5:05 PM 0 0 44 0 13 17 0 3 0 0 0 0 109 10 0 22 0 5:10 PM 0 0 41 0 9 19 0 6 0 0 0 0 97 13 0 9 0 5:15 PM 0 0 26 0 15 7 0 5 0 0 0 0 77 10 0 14 0 5:20 PM 0 0 32 0 10 7 0 4 0 0 0 0 75 11 0 11 0 5:25 PM 0 0 21 0 19 10 0 4 0 0 0 0 76 7 0 15 0 5:30 PM 0 0 25 0 15 16 0 1 0 0 0 0 74 9 0 8 0 5:35 PM 0 0 25 0 12 9 0 1 0 0 0 0 67 9 0 11 0 5:40 PM 0 0 16 0 20 6 0 3 0 0 0 0 66 6 0 15 0 5:45 PM 0 0 15 0 13 15 0 6 0 0 0 0 75 11 0 15 0 5:50 PM 0 0 14 0 13 6 0 1 0 0 0 0 53 7 0 12 0 5:55 PM 0 0 24 0 6 7 0 1 0 0 0 0 57 10 0 9 0 Count Total 0 0 635 1 322 317 0 96 0 0 0 0 1,948 241 0 336 0 Peak Hour 0 0 362 0 168 178 0 51 0 0 0 0 1,073 129 0 185 0 HV% PHF 0.85 0.84 0.65 0.00 2.0% 1.4% 1.7% 0.0% 1.8% 0.84 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 2 0 0 0 2 4:05 PM 1 0 1 0 2 4:10 PM 1 0 0 0 1 4:15 PM 0 0 1 0 1 4:20 PM 0 1 0 0 1 4:25 PM 2 1 1 0 4 4:30 PM 2 0 1 0 3 4:35 PM 1 0 2 0 3 4:40 PM 0 1 0 0 1 4:45 PM 1 0 0 0 1 4:50 PM 2 0 0 0 2 4:55 PM 0 0 0 0 0 5:00 PM 1 1 0 0 2 5:05 PM 1 0 0 0 1 5:10 PM 1 2 0 0 3 5:15 PM 1 0 1 0 2 5:20 PM 0 0 0 0 0 5:25 PM 0 0 1 0 1 5:30 PM 1 0 2 0 3 5:35 PM 0 0 0 0 0 5:40 PM 0 0 1 0 1 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 2 0 0 0 2 Count Total 19 6 11 0 36 Peak Hour 10 4 5 0 19 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 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 1 0 0 0 1 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 1 0 0 0 1 Peak Hour 1 0 0 0 1 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 2 I-5 SB RAMPS & HWY 214 PM Wednesday, June 1, 2022 Date: I-5 SB RAMPS I-5 SB RAMPS HWY 214 HWY 214 Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:20 PM - 05:20 PM Peak 15-Minutes: 04:30 PM - 04:45 PM 696 585 1,162 1,118 0 368 1,039 826 0.91 N S E W 0.89 0.89 0.00 0.89 (997) (1,406) (2,076) (2,185) (1,573) (1,926) (653) 249 0 447 585 577 0 368 671 0 0 0 0 0 0 0 0 HWY 214 HWY 214 I-5 SB RAMPS I-5 SB RAMPS 6 0 0 4 N S E W 0 0 0 0 3 3 2 2 4 0 7 19 12 0 10 11 0 11 19 31 18 0 10 21 16 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 2,866 0 0 52 0 0 57 0 0 0 0 37 0 236 37 32 0 21 4:05 PM 2,857 0 0 53 0 0 36 0 0 0 0 45 0 219 26 42 0 17 4:10 PM 2,880 0 0 52 0 0 56 0 0 0 0 36 0 243 40 36 0 23 4:15 PM 2,866 0 0 59 0 0 40 0 0 0 0 38 0 221 20 46 0 18 4:20 PM 2,897 0 0 54 0 0 47 0 0 0 0 40 0 235 26 46 0 22 4:25 PM 2,864 0 0 59 0 0 41 0 0 0 0 40 0 229 20 54 0 15 4:30 PM 2,857 0 0 55 0 0 44 0 0 0 0 42 0 234 27 43 0 23 4:35 PM 2,819 0 0 66 0 0 58 0 0 0 0 38 0 291 40 59 0 30 4:40 PM 2,737 0 0 53 0 0 73 0 0 0 0 49 0 270 33 42 0 20 4:45 PM 2,669 0 0 52 0 0 51 0 0 0 0 35 0 227 24 45 0 20 4:50 PM 2,641 0 0 59 0 0 36 0 0 0 0 39 0 251 32 62 0 23 4:55 PM 2,569 0 0 46 0 0 43 0 0 0 0 27 0 210 27 49 0 18 5:00 PM 2,542 0 0 45 0 0 41 0 0 0 0 43 0 227 30 54 0 14 5:05 PM 0 0 55 0 0 56 0 0 0 0 37 0 242 26 46 0 22 5:10 PM 0 0 55 0 0 50 0 0 0 0 30 0 229 43 37 0 14 5:15 PM 0 0 72 0 0 37 0 0 0 0 27 0 252 40 48 0 28 5:20 PM 0 0 51 0 0 30 0 0 0 0 33 0 202 25 43 0 20 5:25 PM 0 0 58 0 0 42 0 0 0 0 45 0 222 24 29 0 24 5:30 PM 0 0 44 0 0 38 0 0 0 0 35 0 196 23 36 0 20 5:35 PM 0 0 47 0 0 35 0 0 0 0 43 0 209 23 36 0 25 5:40 PM 0 0 44 0 0 45 0 0 0 0 42 0 202 23 28 0 20 5:45 PM 0 0 45 0 0 46 0 0 0 0 40 0 199 12 32 0 24 5:50 PM 0 0 56 0 0 37 0 0 0 0 30 0 179 18 22 0 16 5:55 PM 0 0 41 0 0 40 0 0 0 0 41 0 183 14 30 0 17 Count Total 0 0 1,273 0 0 1,079 0 0 0 0 912 0 5,408 653 997 0 494 Peak Hour 0 0 671 0 0 577 0 0 0 0 447 0 2,897 368 585 0 249 HV% PHF 0.89 0.89 0.00 0.89 2.0% 2.7% 0.0% 1.6% 2.2% 0.91 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 3 0 5 0 8 4:05 PM 4 0 4 0 8 4:10 PM 1 0 5 2 8 4:15 PM 4 0 4 0 8 4:20 PM 1 0 3 0 4 4:25 PM 2 0 5 0 7 4:30 PM 2 0 3 2 7 4:35 PM 4 0 5 4 13 4:40 PM 0 0 2 2 4 4:45 PM 1 0 1 0 2 4:50 PM 4 0 3 0 7 4:55 PM 2 0 2 0 4 5:00 PM 1 0 1 1 3 5:05 PM 2 0 1 0 3 5:10 PM 0 0 1 1 2 5:15 PM 2 0 4 1 7 5:20 PM 0 0 3 1 4 5:25 PM 5 0 2 2 9 5:30 PM 1 0 1 0 2 5:35 PM 0 0 0 1 1 5:40 PM 0 0 0 2 2 5:45 PM 2 0 3 1 6 5:50 PM 1 0 0 1 2 5:55 PM 1 0 2 1 4 Count Total 43 0 60 22 125 Peak Hour 21 0 31 11 63 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 1 1 4:05 PM 1 0 0 1 2 4:10 PM 0 0 0 1 1 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 1 1 4:40 PM 1 0 0 1 2 4:45 PM 1 0 0 0 1 4:50 PM 0 0 0 2 2 4:55 PM 1 0 0 0 1 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 1 0 0 1 2 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 2 2 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 2 2 5:55 PM 0 0 0 0 0 Count Total 5 0 0 13 18 Peak Hour 4 0 0 6 10 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 I-5 NB RAMPS & HWY 214 PM Wednesday, June 1, 2022 Date: I-5 NB RAMPS I-5 NB RAMPS HWY 214 HWY 214 Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:20 PM - 05:20 PM Peak 15-Minutes: 04:35 PM - 04:50 PM 0 285 1,340 1,396 616 185 1,139 1,229 0.93 N S E W 0.00 0.92 0.95 0.92 (532) (2,379) (2,675) (2,188) (2,191) (1,167) (342) 0 0 0 285 1,055 0 185 954 0 0 0 0 174 0 442 0 HWY 214 HWY 214 I-5 NB RAMPS I-5 NB RAMPS 6 1 5 0 N S E W 1 0 2 3 3 3 0 0 0 0 0 9 30 0 2 13 0 0 9 39 23 14 2 15 34 N S E W 0 0 0 4 0 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 3,019 0 0 71 0 0 70 0 17 0 0 0 0 220 17 23 22 0 4:05 PM 3,054 0 0 66 0 0 66 0 14 0 0 0 0 228 16 33 33 0 4:10 PM 3,080 0 0 95 0 0 73 0 18 0 0 0 0 257 13 22 36 0 4:15 PM 3,059 0 0 72 0 0 73 0 17 0 0 0 0 245 16 31 36 0 4:20 PM 3,095 0 0 71 0 0 75 0 17 0 0 0 0 228 15 20 30 0 4:25 PM 3,085 0 0 73 0 0 87 0 10 0 0 0 0 243 19 23 31 0 4:30 PM 3,083 0 0 89 0 0 79 0 22 0 0 0 0 255 15 14 36 0 4:35 PM 3,049 0 0 78 0 0 104 0 19 0 0 0 0 288 24 29 34 0 4:40 PM 2,995 0 0 89 0 0 100 0 13 0 0 0 0 282 17 23 40 0 4:45 PM 2,916 0 0 91 0 0 81 0 15 0 0 0 0 258 10 26 35 0 4:50 PM 2,861 0 0 79 0 0 97 0 12 0 0 0 0 267 17 21 41 0 4:55 PM 2,781 0 0 69 0 0 94 0 12 0 0 0 0 248 14 23 36 0 5:00 PM 2,718 0 0 67 0 0 87 0 18 0 0 0 0 255 13 29 41 0 5:05 PM 0 0 77 0 0 89 0 20 0 0 0 0 254 9 21 38 0 5:10 PM 0 0 78 0 0 73 0 10 0 0 0 0 236 16 26 33 0 5:15 PM 0 0 93 0 0 89 0 6 0 0 0 0 281 16 30 47 0 5:20 PM 0 0 73 0 0 64 0 12 0 0 0 0 218 12 21 36 0 5:25 PM 0 0 87 0 0 62 0 12 0 0 0 0 241 15 27 38 0 5:30 PM 0 0 72 0 0 75 0 8 0 0 0 0 221 12 12 42 0 5:35 PM 0 0 86 0 0 64 0 18 0 0 0 0 234 10 22 34 0 5:40 PM 0 0 73 0 0 72 0 13 0 0 0 0 203 8 14 23 0 5:45 PM 0 0 68 0 0 74 0 9 0 0 0 0 203 12 13 27 0 5:50 PM 0 0 66 0 0 47 0 16 0 0 0 0 187 17 19 22 0 5:55 PM 0 0 66 0 0 52 0 13 0 0 0 0 185 9 10 35 0 Count Total 0 0 1,849 0 0 1,847 0 341 0 0 0 0 5,737 342 532 826 0 Peak Hour 0 0 954 0 0 1,055 0 174 0 0 0 0 3,095 185 285 442 0 HV% PHF 0.92 0.92 0.95 0.00 1.3% 2.9% 2.3% 0.0% 2.2% 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 2 4 6 0 12 4:05 PM 0 6 7 0 13 4:10 PM 1 0 5 0 6 4:15 PM 2 2 6 0 10 4:20 PM 0 0 4 0 4 4:25 PM 1 1 5 0 7 4:30 PM 1 1 4 0 6 4:35 PM 4 2 6 0 12 4:40 PM 2 0 1 0 3 4:45 PM 1 3 1 0 5 4:50 PM 0 2 2 0 4 4:55 PM 0 1 4 0 5 5:00 PM 2 0 3 0 5 5:05 PM 2 0 3 0 5 5:10 PM 0 2 0 0 2 5:15 PM 2 2 6 0 10 5:20 PM 2 2 2 0 6 5:25 PM 4 1 1 0 6 5:30 PM 1 2 1 0 4 5:35 PM 0 0 1 0 1 5:40 PM 0 1 0 0 1 5:45 PM 0 2 3 0 5 5:50 PM 1 1 2 0 4 5:55 PM 2 1 1 0 4 Count Total 30 36 74 0 140 Peak Hour 15 14 39 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 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 1 0 1 2 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 1 1 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 2 2 4:30 PM 0 0 0 0 0 4:35 PM 0 1 1 1 3 4:40 PM 0 1 0 1 2 4:45 PM 0 0 0 0 0 4:50 PM 0 1 0 1 2 4:55 PM 0 1 0 0 1 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 1 0 1 2 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 1 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 1 1 0 2 5:45 PM 0 0 0 0 0 5:50 PM 0 0 2 2 4 5:55 PM 0 0 0 0 0 Count Total 0 7 4 12 23 Peak Hour 0 5 1 6 12 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd OR 214 QC JOB 15462406 CITY/STATE: Woodburn, OR DATE: Tue, May 25 2021 137 130 70 33 34 1163 113 25 913 825 0.93 714 1058 [PHONE REDACTED] 343 28 147 317 518 Peak-Hour: 3:50 PM 4:50 PM Peak 15-Min: 4:35 PM 4:50 PM 5.8 7.7 7.1 3 5.9 6.3 6.2 4 6.4 5.5 7.4 5.1 1.7 2.3 4.8 4.4 7.1 1.4 2.2 3.7 0 0 2 0 0 0 0 0 1 1 0 0 0 0 2 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 27 3 13 0 1 2 2 0 7 49 8 5 18 60 1 3 199 3:05 PM 26 4 12 0 4 2 11 0 5 59 7 1 12 46 0 0 189 3:10 PM 27 3 11 0 0 3 3 0 2 54 5 2 13 65 1 0 189 3:15 PM 16 0 16 0 3 2 12 0 6 66 8 2 9 54 1 0 195 3:20 PM 22 3 15 0 2 3 5 0 5 77 9 4 10 46 0 1 202 3:25 PM 30 4 16 0 1 2 8 0 9 69 9 1 8 53 1 1 212 3:30 PM 25 3 10 0 4 1 5 0 3 81 6 3 9 52 3 0 205 3:35 PM 32 2 9 0 8 3 4 0 3 67 11 3 15 57 0 1 215 3:40 PM 28 2 15 0 0 3 8 0 4 74 8 6 14 60 0 2 224 3:45 PM 18 2 16 0 2 6 4 0 10 68 8 4 15 48 2 3 206 3:50 PM 26 2 12 0 4 1 4 0 8 75 10 4 11 70 2 1 230 3:55 PM 32 5 16 0 4 1 3 0 10 58 15 3 9 55 2 1 214 2480 4:00 PM 26 3 11 0 1 3 5 0 6 73 13 1 18 53 2 1 216 2497 4:05 PM 33 1 11 0 4 4 9 0 10 70 9 3 9 69 2 1 235 2543 4:10 PM 34 2 5 0 4 2 9 0 8 76 11 2 13 61 0 0 227 2581 4:15 PM 22 4 10 0 0 1 4 0 3 58 11 1 7 61 1 2 185 2571 4:20 PM 31 3 11 0 4 3 7 0 6 69 5 6 18 53 3 1 220 2589 4:25 PM 17 2 10 0 1 5 7 0 5 53 6 3 18 54 4 1 186 2563 4:30 PM 26 2 16 0 1 5 5 0 5 64 10 5 12 49 4 0 204 2562 4:35 PM 34 2 15 0 6 2 4 0 5 76 10 6 13 57 2 1 233 2580 4:40 PM 33 2 13 0 1 3 6 0 5 74 12 1 17 73 2 1 243 2599 4:45 PM 29 0 17 0 4 3 7 0 6 79 8 1 19 59 1 0 233 2626 4:50 PM 27 4 13 0 0 1 7 0 8 71 14 2 18 51 1 2 219 2615 4:55 PM 18 0 5 0 1 3 3 0 6 73 12 5 18 46 1 1 192 2593 5:00 PM 25 2 10 0 1 1 6 0 6 68 9 0 12 52 2 0 194 2571 5:05 PM 18 3 10 0 2 4 12 0 5 57 7 2 14 70 0 2 206 2542 5:10 PM 33 2 11 0 2 2 4 0 5 71 7 2 16 74 0 0 229 2544 5:15 PM 18 2 11 0 3 3 8 0 9 86 9 4 21 58 1 1 234 2593 5:20 PM 31 3 12 0 3 0 5 0 6 70 11 1 13 50 2 1 208 2581 5:25 PM 24 4 16 0 2 2 3 0 5 74 10 7 17 64 0 1 229 2624 5:30 PM 14 1 10 0 2 0 7 0 5 69 6 6 5 40 1 1 167 2587 5:35 PM 25 1 17 0 3 2 5 0 7 72 8 1 11 63 1 3 219 2573 5:40 PM 30 1 13 0 3 2 7 0 4 59 8 1 17 50 3 2 200 2530 5:45 PM 20 1 16 0 0 1 5 0 5 76 13 0 11 39 0 0 187 2484 5:50 PM 27 1 8 0 4 0 2 0 7 64 16 4 14 44 2 0 193 2458 5:55 PM 30 0 12 0 5 0 8 0 3 63 14 5 9 35 1 1 186 2452 6:00 PM 36 1 13 0 1 0 6 0 8 59 6 5 8 39 0 0 182 2440 6:05 PM 16 1 8 0 2 0 5 0 5 72 6 0 12 52 3 0 182 2416 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 21 1 14 0 2 2 2 0 9 57 10 1 16 47 0 3 185 2372 6:15 PM 23 0 8 0 2 3 5 0 4 69 12 4 10 40 1 0 181 2319 6:20 PM 25 1 8 0 2 7 3 0 7 65 6 3 10 39 0 1 177 2288 6:25 PM 19 1 12 0 3 2 6 0 10 51 6 3 11 45 3 0 172 2231 6:30 PM 18 3 8 0 3 0 3 0 1 58 7 2 14 50 1 0 168 2232 6:35 PM 27 1 7 0 1 3 2 0 5 58 4 2 20 38 1 2 171 2184 6:40 PM 12 5 12 0 2 1 5 0 6 51 5 1 11 39 2 0 152 2136 6:45 PM 18 2 18 0 2 0 1 0 3 40 3 4 12 32 0 1 136 2085 6:50 PM 20 1 5 0 3 2 1 0 5 42 7 0 11 25 0 0 122 2014 6:55 PM 21 0 19 0 0 2 2 0 3 41 7 0 21 32 0 4 152 1980 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) OR 214 (Eastbound) OR 214 (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 384 16 180 0 44 32 68 0 64 916 120 32 196 756 20 8 2836 Heavy Trucks 8 0 4 0 4 8 8 36 0 4 32 0 104 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 4 4 Scooters Comments: Report generated on 4/8/2022 12:04 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 3 N SETTLEMIER AVE & HWY 214 PM Wednesday, June 1, 2022 Date: N SETTLEMIER AVE N SETTLEMIER AVE HWY 214 HWY 214 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: 04:50 PM - 05:05 PM 495 270 748 694 452 690 959 1,000 0.99 N S E W 0.92 0.95 0.86 0.94 (570) (917) (1,377) (1,354) (1,877) (1,912) (921) (1,326) 143 0 115 60 590 98 355 515 89 0 0 237 267 121 64 0 HWY 214 HWY 214 N SETTLEMIER AVE N SETTLEMIER AVE 1 0 6 6 N S E W 0 0 4 2 1 0 3 3 0 0 2 1 19 0 3 13 1 7 4 20 15 3 8 17 20 N S E W 0 0 5 1 2 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 2,602 0 7 49 0 2 38 0 9 4 0 7 13 182 32 1 6 14 4:05 PM 2,633 0 3 42 0 0 47 0 25 19 0 11 17 217 38 2 3 10 4:10 PM 2,630 0 14 43 0 7 53 0 19 3 0 10 15 214 31 1 5 13 4:15 PM 2,636 0 10 41 0 3 40 0 36 22 0 15 15 237 32 3 6 14 4:20 PM 2,617 0 4 40 0 8 51 0 28 8 0 10 16 193 16 2 3 7 4:25 PM 2,646 0 3 40 0 9 50 0 24 8 0 7 15 223 33 6 10 18 4:30 PM 2,654 0 6 46 0 8 54 0 20 8 0 9 16 215 29 4 6 9 4:35 PM 2,651 0 8 50 0 4 49 0 22 9 0 8 21 231 33 3 8 16 4:40 PM 2,628 0 13 42 0 6 47 0 24 14 0 4 23 218 18 6 8 13 4:45 PM 2,614 0 7 27 0 12 44 0 25 11 0 9 24 212 33 3 4 13 4:50 PM 2,598 0 4 43 0 7 54 0 27 10 0 14 23 223 22 6 4 9 4:55 PM 2,562 0 2 47 0 11 50 0 23 9 0 8 19 237 45 8 5 10 5:00 PM 2,525 0 9 42 0 8 48 0 22 12 0 6 20 213 22 6 6 12 5:05 PM 0 12 48 0 4 50 0 26 3 0 13 12 214 29 3 2 12 5:10 PM 0 10 37 0 15 56 0 19 7 0 14 13 220 36 1 2 10 5:15 PM 0 9 43 0 8 48 0 19 13 0 2 19 218 28 5 6 18 5:20 PM 0 3 40 0 8 43 0 26 13 0 15 22 222 26 7 10 9 5:25 PM 0 6 50 0 7 47 0 14 12 0 13 25 231 34 8 3 12 5:30 PM 0 8 45 0 8 39 0 21 16 0 11 12 212 30 7 5 10 5:35 PM 0 8 42 0 6 37 0 20 13 0 7 18 208 39 3 5 10 5:40 PM 0 7 34 0 4 44 0 15 16 0 5 19 204 35 10 6 9 5:45 PM 0 8 38 0 6 32 0 24 10 0 11 13 196 34 9 5 6 5:50 PM 0 7 41 0 11 28 0 20 9 0 4 15 187 31 11 2 8 5:55 PM 0 8 34 0 5 37 0 14 21 0 8 22 200 26 9 9 7 Count Total 0 176 1,004 0 167 1,086 0 522 270 0 221 427 5,127 732 124 129 269 Peak Hour 0 89 515 0 98 590 0 267 121 0 115 237 2,654 355 60 64 143 HV% PHF 0.94 0.95 0.86 0.92 1.8% 2.7% 0.7% 1.4% 1.8% 0.99 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 2 4 0 11 4:05 PM 6 2 3 0 11 4:10 PM 3 1 3 0 7 4:15 PM 1 1 1 0 3 4:20 PM 2 2 3 1 8 4:25 PM 3 1 3 0 7 4:30 PM 1 1 3 0 5 4:35 PM 3 0 3 1 7 4:40 PM 2 0 0 1 3 4:45 PM 0 0 0 2 2 4:50 PM 2 1 1 1 5 4:55 PM 2 0 6 0 8 5:00 PM 2 1 0 1 4 5:05 PM 1 0 0 1 2 5:10 PM 1 0 2 0 3 5:15 PM 2 0 3 0 5 5:20 PM 1 0 0 0 1 5:25 PM 0 0 2 0 2 5:30 PM 2 1 0 0 3 5:35 PM 0 0 1 1 2 5:40 PM 0 0 2 0 2 5:45 PM 1 1 1 0 3 5:50 PM 3 0 2 0 5 5:55 PM 1 2 1 0 4 Count Total 44 16 44 9 113 Peak Hour 17 3 20 7 47 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 2 2 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 1 1 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 0 0 3 3 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 1 0 0 0 1 4:05 PM 4 1 0 0 5 4:10 PM 0 0 0 0 0 4:15 PM 1 0 0 1 2 4:20 PM 1 1 0 0 2 4:25 PM 3 2 0 0 5 4:30 PM 1 1 0 0 2 4:35 PM 1 1 0 0 2 4:40 PM 2 1 0 0 3 4:45 PM 1 1 0 0 2 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 1 0 0 1 5:10 PM 1 0 0 1 2 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 0 0 5:25 PM 1 0 0 0 1 5:30 PM 1 2 0 0 3 5:35 PM 3 0 0 0 3 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 1 0 0 0 1 5:55 PM 2 0 0 0 2 Count Total 24 12 0 2 38 Peak Hour 7 6 0 1 14 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd Stacy Allison Wy QC JOB 15702406 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 331 451 92 236 3 113 179 4 9 2 0.98 3 234 53 2 9 18 268 4 291 290 Peak-Hour: 5:00 PM 6:00 PM Peak 15-Min: 5:10 PM 5:25 PM 2.7 1.3 2.2 3 0 1.8 1.1 0 0 0 0 0.9 0 0 0 0 1.5 0 2.4 1.4 15 4 3 2 1 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 23 0 0 1 11 5 0 19 0 3 0 0 0 1 0 63 3:05 PM 2 15 0 0 0 12 7 0 14 0 6 0 0 0 0 0 56 3:10 PM 0 18 0 0 0 4 4 0 19 0 3 0 0 0 1 0 49 3:15 PM 3 21 0 0 0 9 5 0 17 0 6 0 0 0 0 0 61 3:20 PM 2 18 1 0 0 11 7 0 12 0 5 0 0 0 0 0 56 3:25 PM 1 17 0 0 1 16 6 0 11 0 1 0 2 0 0 0 55 3:30 PM 3 19 1 0 0 8 9 0 13 0 3 0 0 0 0 0 56 3:35 PM 1 15 0 0 0 9 5 0 17 0 3 0 0 0 0 0 50 3:40 PM 2 19 1 0 0 11 8 0 18 0 4 0 0 0 1 0 64 3:45 PM 2 20 1 0 0 14 5 0 16 0 1 0 0 0 0 0 59 3:50 PM 2 19 0 0 0 11 11 0 15 0 5 0 0 0 0 0 63 3:55 PM 2 25 0 0 0 14 13 0 15 0 3 0 0 0 0 0 72 704 4:00 PM 4 27 1 0 0 14 11 0 20 0 2 0 0 0 0 0 79 720 4:05 PM 4 24 0 0 0 24 8 0 15 0 5 0 0 0 0 0 80 744 4:10 PM 2 20 0 0 0 9 8 0 17 0 3 0 1 0 0 0 60 755 4:15 PM 4 22 0 0 1 15 4 0 13 0 2 0 0 0 0 0 61 755 4:20 PM 2 26 0 0 0 16 6 0 18 0 3 0 0 1 0 0 72 771 4:25 PM 1 22 0 0 0 14 3 0 18 0 6 0 0 0 0 0 64 780 4:30 PM 5 18 0 0 0 15 4 0 14 1 2 0 0 0 1 0 60 784 4:35 PM 1 21 0 0 0 13 5 0 14 0 4 0 0 0 0 0 58 792 4:40 PM 0 15 0 0 0 13 8 0 17 0 3 0 0 0 0 0 56 784 4:45 PM 4 20 0 0 0 11 7 0 15 0 3 0 1 0 0 0 61 786 4:50 PM 2 28 0 0 1 14 3 0 10 0 5 0 0 0 0 0 63 786 4:55 PM 1 15 0 0 0 17 9 0 12 0 2 0 0 0 0 0 56 770 5:00 PM 1 31 0 0 1 22 7 0 17 1 1 0 0 0 1 0 82 773 5:05 PM 0 19 0 0 0 23 12 0 13 0 1 0 1 0 0 0 69 762 5:10 PM 2 25 0 0 0 11 8 0 17 0 3 0 0 0 1 0 67 769 5:15 PM 1 26 1 0 0 20 8 0 17 0 4 0 0 1 0 0 78 786 5:20 PM 2 20 0 0 0 20 7 0 15 0 11 0 0 1 0 0 76 790 5:25 PM 2 17 1 0 1 16 8 0 14 0 6 0 0 1 1 0 67 793 5:30 PM 2 27 0 0 0 22 5 0 16 0 4 0 0 0 1 0 77 810 5:35 PM 0 17 0 0 0 22 6 0 13 0 5 0 1 0 0 0 64 816 5:40 PM 2 18 0 0 0 19 10 0 14 0 5 0 0 0 0 0 68 828 5:45 PM 1 21 2 0 1 21 4 0 15 0 8 0 0 0 0 0 73 840 5:50 PM 3 26 0 0 0 20 9 0 14 0 2 0 0 0 0 0 74 851 5:55 PM 2 21 0 0 0 20 8 0 14 1 3 0 0 0 0 0 69 864 6:00 PM 3 23 0 0 1 11 9 0 9 0 7 0 0 0 0 0 63 845 6:05 PM 2 15 0 0 0 18 8 0 14 1 7 0 1 0 0 0 66 842 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 5 23 1 0 0 11 6 0 20 0 2 0 0 0 0 0 68 843 6:15 PM 4 18 0 0 0 11 5 0 17 0 4 0 0 0 0 0 59 824 6:20 PM 1 18 0 0 0 12 11 0 11 0 4 0 0 0 1 0 58 806 6:25 PM 1 18 0 0 0 16 9 0 12 0 1 0 0 0 0 0 57 796 6:30 PM 2 20 0 0 1 15 7 0 20 0 3 0 0 0 0 0 68 787 6:35 PM 0 15 0 0 0 14 9 0 17 0 7 0 0 1 0 0 63 786 6:40 PM 0 21 0 0 0 12 9 0 22 0 3 0 0 0 0 0 67 785 6:45 PM 0 14 1 0 0 8 2 0 8 0 3 0 0 0 0 0 36 748 6:50 PM 3 10 0 0 0 11 10 0 13 0 2 0 0 0 0 0 49 723 6:55 PM 2 12 1 0 0 9 3 0 15 0 3 0 0 0 1 0 46 700 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) Stacy Allison Wy (Eastbound) Stacy Allison Wy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 20 284 4 0 0 204 92 0 196 0 72 0 0 8 4 0 884 Heavy Trucks 0 12 0 0 4 0 0 0 0 0 0 0 16 Buses Pedestrians 0 16 8 0 24 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/27/2022 1:05 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Evergreen Rd W Hayes St QC JOB 15702408 CITY/STATE: Woodburn, OR DATE: Wed, Feb 9 2022 292 278 12 136 144 124 11 107 344 62 0.96 110 73 0 127 293 2 160 87 263 249 Peak-Hour: 5:00 PM 6:00 PM Peak 15-Min: 5:40 PM 5:55 PM 2.4 1.1 0 2.9 2.1 0 0 0.9 0.9 0 0 0 0 1.6 1.4 0 1.3 1.1 2.3 1.2 0 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:00 PM 0 15 3 0 6 7 2 0 2 2 0 0 9 3 6 0 55 3:05 PM 0 10 3 0 8 7 1 0 2 3 0 0 4 13 6 0 57 3:10 PM 0 14 6 0 4 6 1 0 0 2 0 0 6 2 4 0 45 3:15 PM 0 14 9 0 6 6 0 0 1 6 0 0 8 4 6 0 60 3:20 PM 0 10 4 0 8 6 2 0 3 3 0 0 6 13 9 0 64 3:25 PM 0 9 5 0 9 9 1 0 1 1 0 0 5 8 8 0 56 3:30 PM 0 13 7 0 3 7 2 0 2 2 0 0 6 8 7 0 57 3:35 PM 0 11 6 0 5 7 1 0 1 6 0 0 8 5 5 0 55 3:40 PM 0 12 4 0 10 5 1 0 2 5 1 0 11 4 7 0 62 3:45 PM 1 14 6 0 4 11 0 0 1 2 0 0 12 4 8 0 63 3:50 PM 0 5 14 0 8 5 0 0 1 4 0 0 21 8 16 0 82 3:55 PM 1 11 7 0 7 11 1 0 1 4 0 0 12 9 14 0 78 734 4:00 PM 0 19 12 0 9 3 0 0 2 6 1 0 12 5 8 0 77 756 4:05 PM 0 16 9 0 12 19 3 0 2 2 0 0 20 5 10 0 98 797 4:10 PM 0 7 8 0 10 4 0 0 2 5 0 0 6 9 14 0 65 817 4:15 PM 0 7 11 0 6 9 0 0 3 4 1 0 6 10 14 0 71 828 4:20 PM 0 13 9 0 4 12 0 0 1 4 0 0 9 11 13 0 76 840 4:25 PM 0 14 11 0 12 9 1 0 1 2 0 0 10 8 7 0 75 859 4:30 PM 0 11 5 0 11 9 0 0 1 1 0 0 5 7 12 0 62 864 4:35 PM 0 11 6 0 12 6 1 0 0 5 0 0 11 3 6 0 61 870 4:40 PM 0 5 5 0 5 8 0 0 2 3 0 0 11 9 8 0 56 864 4:45 PM 0 17 4 0 6 9 2 0 1 10 0 0 17 4 6 0 76 877 4:50 PM 1 18 10 0 7 8 1 0 1 3 0 0 8 7 11 0 75 870 4:55 PM 0 6 11 0 9 9 0 0 2 6 0 0 5 8 6 0 62 854 5:00 PM 0 18 6 0 11 15 1 0 2 7 0 0 8 12 8 0 88 865 5:05 PM 0 13 7 0 14 6 2 0 1 6 0 0 10 10 3 0 72 839 5:10 PM 1 15 6 0 10 8 0 0 0 4 0 0 14 10 12 0 80 854 5:15 PM 0 12 11 0 7 15 0 0 1 5 0 0 9 8 13 0 81 864 5:20 PM 0 10 10 0 12 10 2 0 0 6 0 0 17 5 11 0 83 871 5:25 PM 0 14 8 0 16 8 2 0 0 2 0 0 3 11 6 0 70 866 5:30 PM 1 17 5 0 12 14 1 0 3 7 0 0 12 7 11 0 90 894 5:35 PM 0 5 3 0 13 13 1 0 1 5 0 0 9 8 7 0 65 898 5:40 PM 0 12 8 0 13 10 1 0 2 5 0 0 11 13 8 0 83 925 5:45 PM 0 10 6 0 13 17 1 0 0 4 0 0 12 7 11 0 81 930 5:50 PM 0 19 11 0 13 7 1 0 0 5 0 0 12 7 11 0 86 941 5:55 PM 0 15 6 0 10 13 0 0 1 6 0 0 10 12 6 0 79 958 6:00 PM 0 21 5 0 10 9 0 0 0 3 0 0 4 7 4 0 63 933 6:05 PM 0 15 8 0 10 14 1 0 1 4 0 0 8 6 2 0 69 930 Page 1 of 2 ---PAGE BREAK--- 6:10 PM 1 10 7 0 8 8 0 0 2 1 0 0 10 3 16 0 66 916 6:15 PM 0 13 11 0 6 6 2 0 1 3 0 0 10 6 6 0 64 899 6:20 PM 1 12 14 0 8 8 0 0 1 7 0 0 7 2 6 0 66 882 6:25 PM 0 12 6 0 5 9 2 0 1 3 0 0 5 7 7 0 57 869 6:30 PM 0 9 5 0 9 10 1 0 0 5 0 0 3 8 12 0 62 841 6:35 PM 1 11 5 0 6 12 3 0 3 3 0 0 7 4 3 0 58 834 6:40 PM 0 15 4 0 7 5 3 0 2 5 0 0 5 7 2 0 55 806 6:45 PM 0 10 11 0 6 5 1 0 0 4 0 0 2 10 5 0 54 779 6:50 PM 0 10 8 0 4 8 0 0 2 3 0 0 9 4 3 0 51 744 6:55 PM 0 8 10 0 6 6 1 0 0 3 0 0 0 3 6 0 43 708 5-Min Count Period Beginning At Evergreen Rd (Northbound) Evergreen Rd (Southbound) W Hayes St (Eastbound) W Hayes St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 164 100 0 156 136 12 0 8 56 0 0 140 108 120 0 1000 Heavy Trucks 0 0 0 4 12 0 0 0 0 0 0 0 16 Buses Pedestrians 4 0 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/27/2022 1:05 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 2 of 2 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 N SETTLEMIER AVE & W HAYES ST PM Wednesday, June 1, 2022 Date: N SETTLEMIER AVE N SETTLEMIER AVE W HAYES ST W HAYES ST Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:55 PM - 05:55 PM Peak 15-Minutes: 05:25 PM - 05:40 PM 506 385 43 53 451 580 235 217 0.92 N S E W 0.94 0.74 0.89 0.90 (779) (959) (89) (102) (412) (423) (895) (1,073) 67 0 22 15 26 2 161 29 45 0 0 417 124 325 2 0 W HAYES ST W HAYES ST N SETTLEMIER AVE N SETTLEMIER AVE 0 3 5 5 N S E W 3 0 2 3 0 0 1 4 0 0 0 0 0 0 1 0 0 1 2 0 0 3 2 1 1 N S E W 0 0 1 1 2 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 1,135 0 5 1 0 0 1 0 5 31 0 1 30 91 14 0 0 3 4:05 PM 1,135 0 3 1 0 0 3 0 8 29 0 2 48 116 14 2 0 6 4:10 PM 1,111 0 3 2 0 0 3 0 10 38 0 1 25 89 4 1 0 2 4:15 PM 1,132 0 3 2 0 0 2 0 8 27 0 1 32 90 6 0 2 7 4:20 PM 1,135 0 0 2 0 0 2 0 8 24 0 1 25 79 5 1 1 10 4:25 PM 1,167 0 6 1 0 0 3 0 5 26 0 2 40 97 7 2 0 5 4:30 PM 1,178 0 3 7 0 0 2 0 10 21 0 3 29 97 14 3 2 3 4:35 PM 1,188 0 4 3 0 0 1 0 10 37 0 1 31 107 14 1 0 5 4:40 PM 1,201 0 2 2 0 0 1 0 13 19 0 0 25 79 7 3 0 7 4:45 PM 1,220 0 4 2 0 0 3 0 6 26 0 4 23 94 13 4 0 9 4:50 PM 1,227 0 0 1 0 0 3 0 6 20 0 0 33 88 16 3 1 5 4:55 PM 1,235 0 4 3 0 0 2 0 5 33 0 2 34 108 20 1 0 4 5:00 PM 1,231 0 3 5 0 0 1 0 8 17 0 5 33 91 11 3 0 5 5:05 PM 0 3 1 0 0 3 0 13 25 0 0 30 92 7 0 0 10 5:10 PM 0 3 0 0 0 1 0 13 28 0 3 32 110 21 0 0 9 5:15 PM 0 7 0 0 0 1 0 4 25 0 2 34 93 15 0 0 5 5:20 PM 0 2 3 0 1 3 0 12 31 0 4 30 111 16 3 0 6 5:25 PM 0 6 6 0 0 2 0 9 34 0 2 31 108 13 0 1 4 5:30 PM 0 5 1 0 0 4 0 12 22 0 0 38 107 15 2 0 8 5:35 PM 0 2 2 0 0 2 0 13 34 0 0 47 120 14 3 0 3 5:40 PM 0 8 2 0 0 3 0 15 17 0 1 33 98 12 2 0 5 5:45 PM 0 0 2 0 1 3 0 13 33 0 0 35 101 10 0 1 3 5:50 PM 0 2 4 0 0 1 0 7 26 0 3 40 96 7 1 0 5 5:55 PM 0 4 2 0 0 1 0 13 38 0 1 27 104 11 1 0 6 Count Total 0 82 55 0 2 51 0 226 661 0 39 785 2,366 286 36 8 135 Peak Hour 0 45 29 0 2 26 0 124 325 0 22 417 1,235 161 15 2 67 HV% PHF 0.90 0.74 0.89 0.94 0.4% 0.0% 0.7% 0.2% 0.4% 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 0 3 0 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 2 0 0 2 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 1 1 4:35 PM 0 0 0 1 1 4:40 PM 0 1 0 0 1 4:45 PM 0 0 0 1 1 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 1 0 0 0 1 5:05 PM 0 1 0 0 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 1 1 5:40 PM 0 0 0 0 0 5:45 PM 0 1 0 0 1 5:50 PM 0 1 0 0 1 5:55 PM 1 1 0 0 2 Count Total 2 10 1 4 17 Peak Hour 1 3 0 1 5 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 3 0 0 0 3 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 1 0 0 1 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 2 2 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 3 2 0 2 7 Peak Hour 0 1 0 2 3 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 1 0 1 0 2 4:10 PM 0 0 0 0 0 4:15 PM 2 0 0 0 2 4:20 PM 0 1 0 0 1 4:25 PM 1 1 0 0 2 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 2 1 0 3 4:50 PM 0 1 0 0 1 4:55 PM 2 0 0 0 2 5:00 PM 0 1 0 0 1 5:05 PM 0 3 0 0 3 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 1 0 1 0 2 5:25 PM 0 0 0 0 0 5:30 PM 1 0 0 0 1 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 1 1 2 0 4 5:55 PM 0 0 0 0 0 Count Total 10 10 6 0 26 Peak Hour 6 5 3 0 14 ---PAGE BREAK--- Location: 3 Harvard Dr & Evergreen Rd PM (303) 216-2439 www.alltrafficdata.net Location: 3 Harvard Dr & Evergreen Rd PM Tuesday, April 12, 2022 Date: Harvard Dr Harvard Dr Evergreen Rd Evergreen Rd Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:20 PM - 05:35 PM 127 49 186 199 90 157 182 180 0.89 N S E W 0.84 0.79 0.83 0.90 (91) (251) (360) (395) (336) (343) (180) (312) 39 0 1 5 135 46 24 147 11 0 0 87 6 33 51 0 Evergreen Rd Evergreen Rd Harvard Dr Harvard Dr 1 6 1 13 N S E W 5 1 0 1 0 1 7 6 0 0 0 1 0 0 0 2 0 0 1 1 2 0 0 2 0 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 550 0 3 13 0 10 12 0 0 5 0 0 9 63 2 0 8 1 4:05 PM 545 0 0 11 0 8 20 0 0 3 0 2 8 60 1 0 2 5 4:10 PM 522 0 0 6 0 1 5 0 1 4 0 1 4 33 2 0 5 4 4:15 PM 531 0 0 16 0 4 6 0 1 1 0 0 8 45 2 0 7 0 4:20 PM 534 0 1 12 0 7 11 0 0 2 0 1 7 48 1 1 3 2 4:25 PM 548 0 0 8 0 5 6 0 1 3 0 1 9 37 0 0 2 2 4:30 PM 562 0 1 10 0 1 8 0 1 1 0 0 5 39 3 0 4 5 4:35 PM 575 0 0 10 0 4 8 0 1 1 0 0 5 34 0 0 3 2 4:40 PM 583 0 0 8 0 5 11 0 1 3 0 1 7 42 1 2 2 1 4:45 PM 585 0 0 8 0 6 16 0 1 2 0 0 4 48 2 1 5 3 4:50 PM 584 0 2 13 0 3 18 0 0 3 0 0 7 56 2 0 4 4 4:55 PM 584 0 1 6 0 4 12 0 1 7 0 0 7 45 1 1 3 2 5:00 PM 584 0 0 15 0 3 13 0 1 3 0 0 10 58 1 0 5 7 5:05 PM 0 0 7 0 1 7 0 2 1 0 0 7 37 3 0 5 4 5:10 PM 0 1 14 0 3 6 0 0 3 0 0 7 42 3 0 4 1 5:15 PM 0 0 16 0 4 11 0 0 3 0 0 8 48 2 0 2 2 5:20 PM 0 2 14 0 6 18 0 1 2 0 0 9 62 2 0 3 5 5:25 PM 0 0 13 0 6 9 0 0 2 0 1 6 51 2 2 6 4 5:30 PM 0 0 15 0 2 7 0 0 3 0 0 12 52 2 0 8 3 5:35 PM 0 1 10 0 5 10 0 0 2 0 0 5 42 2 0 4 3 5:40 PM 0 4 16 0 3 8 0 0 2 0 0 5 44 2 1 2 1 5:45 PM 0 0 15 0 3 11 0 0 2 0 0 7 47 1 0 4 4 5:50 PM 0 1 13 0 1 11 0 0 2 0 0 11 56 3 0 10 4 5:55 PM 0 2 13 0 4 8 0 0 3 0 1 4 45 2 1 4 3 Count Total 0 19 282 0 99 252 0 12 63 0 8 171 1,134 42 9 105 72 Peak Hour 0 11 147 0 46 135 0 6 33 0 1 87 585 24 5 51 39 HV% PHF 0.90 0.79 0.83 0.84 1.1% 0.5% 0.0% 0.0% 0.5% 0.89 EB WB NB SB All ---PAGE BREAK--- Location: 3 Harvard Dr & Evergreen Rd PM 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 1 0 0 0 1 4:05 PM 0 0 0 1 1 4:10 PM 1 0 0 0 1 4:15 PM 1 0 0 0 1 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 1 0 0 0 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 1 0 0 0 1 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 1 0 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 0 0 0 0 0 Count Total 6 0 1 1 8 Peak Hour 2 0 1 0 3 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 1 0 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 1 0 0 0 1 Peak Hour 1 0 0 0 1 Pedestrians/Bicycles on Crosswalk Interval Start Time EB NB Total WB SB 4:00 PM 1 4 0 0 5 4:05 PM 0 1 0 0 1 4:10 PM 0 1 0 0 1 4:15 PM 0 0 2 0 2 4:20 PM 0 0 0 0 0 4:25 PM 1 0 0 0 1 4:30 PM 0 2 0 0 2 4:35 PM 2 0 0 0 2 4:40 PM 0 0 1 0 1 4:45 PM 1 0 0 0 1 4:50 PM 1 0 0 0 1 4:55 PM 3 0 0 0 3 5:00 PM 0 0 0 0 0 5:05 PM 0 0 5 0 5 5:10 PM 0 0 0 0 0 5:15 PM 2 0 0 0 2 5:20 PM 4 0 0 1 5 5:25 PM 2 1 1 0 4 5:30 PM 0 0 0 0 0 5:35 PM 0 1 0 1 2 5:40 PM 0 0 0 0 0 5:45 PM 1 0 1 0 2 5:50 PM 0 0 0 0 0 5:55 PM 5 0 0 0 5 Count Total 23 10 10 2 45 Peak Hour 13 2 6 2 23 ---PAGE BREAK--- Location: 2 Butteville Rd NE & Parr Rd NE PM (303) 216-2439 www.alltrafficdata.net Location: 2 Butteville Rd NE & Parr Rd NE PM Tuesday, April 12, 2022 Date: Butteville Rd NE Butteville Rd NE Parr Rd NE Parr Rd NE Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:25 PM - 05:25 PM Peak 15-Minutes: 05:10 PM - 05:25 PM 253 127 66 84 130 238 0 0 0.74 N S E W 0.77 0.63 0.84 0.00 (273) (467) (139) (163) (272) (442) 0 0 51 30 0 36 0 0 0 0 0 202 0 97 33 0 Parr Rd NE Parr Rd NE Butteville Rd NE Butteville Rd NE 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 N S E W 0 0 1 0 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 4:00 PM 434 0 0 0 0 5 0 0 0 7 0 5 13 38 0 6 2 0 4:05 PM 426 0 0 0 0 4 0 0 0 9 0 3 19 42 0 2 5 0 4:10 PM 417 0 0 0 0 4 0 0 0 9 0 4 14 45 0 11 3 0 4:15 PM 424 0 0 0 0 5 0 0 0 15 0 9 12 46 0 2 3 0 4:20 PM 436 0 0 0 0 1 0 0 0 8 0 3 13 29 0 1 3 0 4:25 PM 449 0 0 0 0 3 0 0 0 7 0 4 19 38 0 2 3 0 4:30 PM 443 0 0 0 0 1 0 0 0 5 0 2 12 28 0 3 5 0 4:35 PM 449 0 0 0 0 2 0 0 0 6 0 3 15 33 0 6 1 0 4:40 PM 441 0 0 0 0 2 0 0 0 4 0 7 19 35 0 1 2 0 4:45 PM 434 0 0 0 0 1 0 0 0 11 0 3 13 28 0 0 0 0 4:50 PM 443 0 0 0 0 2 0 0 0 8 0 3 16 33 0 0 4 0 4:55 PM 446 0 0 0 0 2 0 0 0 6 0 6 19 39 0 4 2 0 5:00 PM 444 0 0 0 0 3 0 0 0 9 0 3 10 30 0 2 3 0 5:05 PM 0 0 0 0 0 0 0 0 9 0 2 16 33 0 4 2 0 5:10 PM 0 0 0 0 6 0 0 0 8 0 10 21 52 0 5 2 0 5:15 PM 0 0 0 0 6 0 0 0 14 0 5 28 58 0 0 5 0 5:20 PM 0 0 0 0 8 0 0 0 10 0 3 14 42 0 3 4 0 5:25 PM 0 0 0 0 4 0 0 0 7 0 4 9 32 0 5 3 0 5:30 PM 0 0 0 0 0 0 0 0 11 0 2 17 34 0 2 2 0 5:35 PM 0 0 0 0 1 0 0 0 8 0 2 10 25 0 1 3 0 5:40 PM 0 0 0 0 3 0 0 0 7 0 5 8 28 0 2 3 0 5:45 PM 0 0 0 0 4 0 0 0 9 0 1 17 37 0 2 4 0 5:50 PM 0 0 0 0 1 0 0 0 7 0 3 20 36 0 3 2 0 5:55 PM 0 0 0 0 1 0 0 0 9 0 2 19 37 0 3 3 0 Count Total 0 0 0 0 69 0 0 0 203 0 94 373 878 0 70 69 0 Peak Hour 0 0 0 0 36 0 0 0 97 0 51 202 449 0 30 33 0 HV% PHF 0.00 0.63 0.84 0.77 0.0% 0.0% 0.8% 0.4% 0.4% 0.74 EB WB NB SB All ---PAGE BREAK--- Location: 2 Butteville Rd NE & Parr Rd NE PM 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 0 0 0 0 0 4:05 PM 0 1 1 0 2 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 1 1 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 1 0 0 1 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 1 1 5:15 PM 0 0 0 0 0 5:20 PM 0 0 0 0 0 5:25 PM 0 0 0 1 1 5:30 PM 0 1 0 0 1 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 1 1 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 3 1 4 8 Peak Hour 0 1 0 1 2 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 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--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Stubb Rd NE Parr Rd NE QC JOB 15682702 CITY/STATE: Woodburn, OR DATE: Wed, Jan 19 2022 6 4 1 0 5 79 2 2 80 82 0.87 78 84 0 0 87 0 0 0 0 0 Peak-Hour: 4:15 PM 5:15 PM Peak 15-Min: 4:25 PM 4:40 PM 0 0 0 0 0 0 0 0 0 3.7 0 3.6 0 0 3.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At Stubb Rd NE (Northbound) Stubb Rd NE (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 0 0 0 0 9 0 0 0 9 0 0 18 4:05 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 5 4:10 PM 0 0 0 0 0 0 0 0 1 8 0 0 0 6 0 0 15 4:15 PM 0 0 0 0 0 0 0 0 0 9 0 0 0 5 0 0 14 4:20 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 4 1 0 8 4:25 PM 0 0 0 0 1 0 0 0 0 10 0 0 0 11 0 0 22 4:30 PM 0 0 0 0 1 0 0 0 0 2 0 0 0 5 0 0 8 4:35 PM 0 0 0 0 1 0 0 0 1 10 0 0 0 7 0 0 19 4:40 PM 0 0 0 0 1 0 1 0 0 6 0 0 0 4 0 0 12 4:45 PM 0 0 0 0 0 0 0 0 0 6 0 0 0 6 0 0 12 4:50 PM 0 0 0 0 0 0 0 0 0 9 0 0 0 9 0 0 18 4:55 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 7 0 0 9 160 5:00 PM 0 0 0 0 0 0 0 0 0 8 0 0 0 8 0 0 16 158 5:05 PM 0 0 0 0 0 0 0 0 0 8 0 0 0 4 1 0 13 166 5:10 PM 0 0 0 0 1 0 0 0 1 9 0 0 0 8 0 0 19 170 5:15 PM 0 0 0 0 1 0 0 0 3 3 0 0 0 6 0 0 13 169 5:20 PM 0 0 0 0 0 0 0 0 0 7 0 0 0 2 0 0 9 170 5:25 PM 0 0 0 0 0 0 0 0 0 9 0 0 0 2 0 0 11 159 5:30 PM 0 0 0 0 0 0 0 0 0 8 0 0 0 9 0 0 17 168 5:35 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 1 0 5 154 5:40 PM 0 0 0 0 1 0 0 0 1 9 0 0 0 3 1 0 15 157 5:45 PM 0 0 0 0 0 0 0 0 0 16 0 0 0 8 1 0 25 170 5:50 PM 0 0 0 0 1 0 0 0 0 7 0 0 0 5 2 0 15 167 5:55 PM 0 0 0 0 2 0 0 0 0 5 0 0 0 2 1 0 10 168 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 12 0 0 0 4 88 0 0 0 92 0 0 196 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/8/2022 12:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Boones Ferry Rd/Settlemier Ave Parr Rd NE QC JOB 15682704 CITY/STATE: Woodburn, OR DATE: Wed, Jan 19 2022 184 187 51 129 4 156 68 4 107 59 0.89 66 185 58 37 92 39 115 29 224 183 Peak-Hour: 4:00 PM 5:00 PM Peak 15-Min: 4:00 PM 4:15 PM 1.1 3.7 2 0.8 0 1.3 10.3 0 0.9 0 1.5 5.4 5.2 0 1.1 0 0 3.4 1.8 0.5 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count Period Beginning At S Boones Ferry Rd/Settlemier Ave (Northbound) S Boones Ferry Rd/Settlemier Ave (Southbound) Parr Rd NE (Eastbound) Parr Rd NE (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4 9 4 0 1 14 3 0 3 10 6 0 3 5 0 0 62 4:05 PM 3 9 6 0 0 14 4 0 11 4 7 0 4 4 0 0 66 4:10 PM 2 12 3 0 1 11 3 0 5 3 7 0 4 6 0 0 57 4:15 PM 3 10 3 0 1 9 4 0 7 9 6 0 3 5 0 0 60 4:20 PM 3 13 1 0 0 16 3 0 5 2 7 0 5 10 0 0 65 4:25 PM 3 7 1 0 0 11 1 0 4 8 3 0 3 6 0 0 47 4:30 PM 5 5 1 0 1 5 7 0 4 4 2 0 3 3 0 0 40 4:35 PM 0 11 1 0 0 11 7 0 5 4 5 0 3 4 0 0 51 4:40 PM 5 9 0 0 0 6 3 0 5 5 5 0 2 6 0 0 46 4:45 PM 3 9 2 0 0 13 3 0 7 3 2 0 3 7 2 0 54 4:50 PM 6 6 2 0 0 5 8 0 6 2 4 0 0 5 1 0 45 4:55 PM 2 15 5 0 0 14 5 0 6 5 4 0 4 5 1 0 66 659 5:00 PM 4 12 3 0 2 6 10 0 2 6 4 0 3 5 1 0 58 655 5:05 PM 7 9 1 0 0 13 7 0 2 3 8 0 0 8 1 0 59 648 5:10 PM 4 7 5 0 0 12 3 0 7 2 8 0 3 3 0 0 54 645 5:15 PM 2 11 3 0 0 7 3 0 2 6 0 0 3 8 0 0 45 630 5:20 PM 4 6 4 0 0 10 3 0 3 6 7 0 6 4 0 0 53 618 5:25 PM 4 11 3 0 0 8 4 0 2 3 3 0 4 4 0 0 46 617 5:30 PM 10 9 3 0 0 9 5 0 1 3 1 0 4 2 0 0 47 624 5:35 PM 3 12 3 0 0 14 7 0 4 1 4 0 0 5 0 0 53 626 5:40 PM 7 14 2 0 0 10 2 0 3 6 1 0 5 4 1 0 55 635 5:45 PM 5 4 4 0 0 6 4 0 3 11 8 0 4 4 0 0 53 634 5:50 PM 3 6 1 0 1 10 3 0 3 6 8 0 1 8 0 0 50 639 5:55 PM 4 2 2 0 0 7 2 0 3 5 3 0 4 3 1 0 36 609 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 36 120 52 0 8 156 40 0 76 68 80 0 44 60 0 0 740 Heavy Trucks 0 0 4 0 0 4 12 0 0 0 0 0 20 Buses Pedestrians 0 0 4 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/8/2022 12:02 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] Page 1 of 1 ---PAGE BREAK--- February 21, 2022 Page 3 of 6 The anticipated distribution of site traffic is assumed to be: • 30 percent to/from the west on Parr Road NE o 15 percent to/from the north on I-5 o 10 percent to/from the south on 1-5 o 5 percent to/from destinations west of I-5 • 20 percent to/from the east on Parr Road NE o 5 percent to/from the north on S Settlemeier Avenue o 15 percent to/from the north on S Front Street • 50 percent to/from the north on Stubbs Road SE o 30 percent to/from the north on I-5 o 20 percent to/from the south on I-5 With this distribution, no more than 24 to 32 trips would be added to any roadway during the morning or evening peak hour. Crash History Using data obtained from ODOT’s Crash Data System, a review of five years of the most recent available crash history (January 2015 through December 2019) was performed along Parr Road NE. Seven crashes occurred on the section within the Woodburn city limits and four crashes occurred on the section in Marion County. No crashes were reported at Stubbs Road NE and none were reported along the site frontage. Access Spacing Parr Road NE is under Marion County jurisdiction west of Harvest Way and under City of Woodburn jurisdiction between Harvest Way and S Settlemeier Road. The Woodburn Transportation System Plan2 (TSP) classifies Parr Road NE as a Service Collector within the city’s Urban Growth Boundary (UGB) while the Marion County TSP3 classifies it as a Minor Collector outside of the UGB. According to the Woodburn Development Ordinance (WDO) Section 3.04.03, a minimum of two driveways shall be provided in developments with 30 dwelling units in single-family dwellings. WDO Table 3.04A indicates driveway spacing on a Service Collector shall be a minimum of 50 feet with a footnote indicating that spacing should be maximized. As stated in the Marion County TSP Table 10-1, spacing standards for a Minor Collector are 300 feet from any intersection with an arterial or state highway and 150 feet from any other intersection, including a private access. The proposed development includes one driveway aligned opposite Stubbs Road NE. The second driveway will be located approximately 440 feet east of Stubbs Road NE, as measured centerline-to-centerline, and approximately 400 feet west of the entrance to Centennial Park. The driveway serving the parcel to the west of 2 Woodburn Transportation System Plan, Final September 2019 3 Marion County Rural Transportation System Plan 2005 Update ---PAGE BREAK--- N 1500 VALLEY RIVER DRIVE, STE 100 EUGENE, OREGON 97401 TEL: (503) 746-8812 FAX: (503) 639-9592 www.emeriodesign.com 9008 PARR ROAD NE GERVAIS, OR 97026 TAXLOT 052W130000800 MARION COUNTY OREGON PRELIMINARY- NOT FOR CONSTRUCTION TENTATIVE SITE PLAN P4.0 8 STREET TREE PLANTING NOTES ---PAGE BREAK--- Land Use: Land Use Code: Land Use Subcategory: Setting/Location Variable: Trip Type: Variable Quantity: Trip Rate: 0.7 Trip Rate: 0.94 Enter Exit Total Enter Exit Total Directional Split 26% 74% Directional Split 63% 37% Trip Ends 12 36 48 Trip Ends 40 24 64 Trip Rate: 9.43 Trip Rate: 9.48 Enter Exit Total Enter Exit Total Directional Split 50% 50% Directional Split 50% 50% Trip Ends 321 321 642 Trip Ends 322 322 644 WEEKDAY SATURDAY TRIP GENERATION CALCULATIONS AM PEAK HOUR PM PEAK HOUR Single-Family Detached Housing All Sites 68 Source: Trip Generation Manual, 11th Edition 210 General Urban/Suburban Dwelling Units Vehicle ---PAGE BREAK--- Allison Way Apartments — Traffic Impact Analysis 6 Site Trips Trip Generation To estimate the number of trips that will be generated by the site, trip rates from the Trip Generation Manual2 were used. Trip rates for land-use code #221, Multi-Family Housing (Mid-Rise), were used to estimate the trip generation based on the number of proposed dwelling units. The trip generation calculations show that the proposed development will generate a total of 211 trips during the morning peak hour, 258 trips during the evening peak hour, and 3,188 trips on a typical weekday. The trip generation calculation results are summarized in Table 3. Table 3 - Trip Generation Summary Land Use Code Size Morning Peak Hour Evening Peak Hour Weekday Total In Out Total In Out Total 221 – Multifamily Housing (Mid-Rise) 586 units 55 156 211 157 101 258 3,188 Trip Distribution The directional distribution of site trips to and from the proposed development was estimated based on locations of likely trip destinations, locations of major transportation facilities in the site vicinity, and existing travel patterns at the study intersections. Since a significant number of parking is provided along the eastern edge of the site, it is anticipated that 70% of site trips will enter/exit the site via Hooper Street and 30% of site trips will enter/exit the site via Stacey Allison Way. The following trip distribution was estimated and used for analysis:  Approximately 50% of site trips will travel to/from the north along Interstate 5.  Approximately 20% of site trips will travel to/from the east along OR 214.  Approximately 10% of site trips will travel to/from the south along Interstate 5.  Approximately 10% of site trips will travel to/from the west along OR 214.  Approximately 5% of site trips will travel to/from the east along Hayes Street.  Approximately 5% of site trips will travel to/from the retail and restaurants near Stacey Allison Way and Lawson Avenue. The site trip assignment and distribution for Phase 1 during the morning and evening peak hours is shown in Figure 3 on page 8 and Figure 4 on page 9, respectively. The site trip assignment and distribution for Phase 1 2 Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition, 2017. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Project Basie Project 26306 September 2021 Page: 33 Kittelson & Associates, Inc. Portland, Oregon Trip Generation Estimate Trip generation estimates are typically based on data derived from Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE). Project Basie will be used for storage and consolidation of products prior to their larger regional and local distribution and would be considered a “sortable” facility. The ITE land use that most closely matches this function is “High-Cube Fulfillment Center Warehouse” (Land Use 155). Table 9 provides the estimated trip generation using ITE data. Table 9 - Estimated Trip Generation (ITE) – High Cube Fulfillment Center (Sortable) Land Use ITE Code Size Weekday Trips Weekday AM Peak Hour Trips Weekday PM Peak Hour Trips Total In Out Total In Out High-Cube Fulfillment Center Warehouse 155 3,849,000 sq. ft. 23,640 1,705 853 852 3,959 1,980 1,979 In reviewing Table 9, it is important to note that these ITE rates are based on one or two study sites (depending on the analysis period) with a facility square footage that is significantly smaller than the proposed 3.849 million square foot Project Basie facility. In consultation with the Project Basie tenant, it was determined that the application of the Land Use 155 rates would significantly overestimate the daily and peak hour trip profile of the site. Instead, the Project Basie tenant supplied a detailed employee and truck arrival/departure profile that was developed specifically for the proposed site, taking into consideration the size of the building, its geographic location and relation to other in-network distribution facilities, the finite processing capabilities of the facility, internal automation technology, anticipated employee levels, and site- specific work schedules. These variables are based on operational experience at other facilities with similar functions nationwide. A detailed summary of this profile is included in Appendix G along with additional trip generation information requested by City of Woodburn staff. As shown, the proposed site is anticipated to be a 24-hour facility with multiple shift change patterns. In particular, there are two key shift change periods that are anticipated to occur near the typical weekday AM and PM peak periods: ▪ 6:30-7:30 AM which accounts for the peak arrival period for the dayshift. ▪ 5:30-6:30 PM which accounts for peak dayshift departure period and the peak arrival period. These shift change periods represent what ITE defines as “the Peak Hour of the Generator”. The resulting trip profile is summarized in Table 10 below. ---PAGE BREAK--- Project Basie Project 26306 September 2021 Page: 34 Kittelson & Associates, Inc. Portland, Oregon Table 10 - Project Basie - Peak Hour of the Generator Trip Generation Estimate Land Use Size Trip Type Weekday Daily Trips Weekday AM Peak Hour of Generator Trips (6:30-7:30 AM) Weekday PM Peak Hour of Generator Trips (5:30-6:30 PM) Total In Out Total In Out Project Basie 937 employees per shift Employees 3,558 676 648 28 1,156 573 583 Trucks 612 26 13 13 20 10 10 Total 4,170 702 661 41 1,176 583 593 Source: Tenet supplied employee and freight arrival/departure schedule. See Appendix G. Note: The trip generation profile in Table 10 is consistent with the proposed 3.849 million square foot facility. The square footage identified in the 4/16/21 Scoping Memo was incorrectly stated. In addition to the Peak Hour of the Generator, the traffic counts along the OR 219 study corridor revealed that Woodburn’s street system has different peak time periods than reflected in Table 10. In particular, the weekday AM peak hour in Woodburn has been found to occur from 7:00-8:00 AM while the weekday PM system peak hour has been found to occur from 4:30-5:30 PM. The resulting trip profile for the proposed building during these times is shown in Table 11. Table 11 - Project Basie - Peak Hour of the System Trip Generation Estimate Land Use Size Trip Type Weekday Daily Trips Weekday AM Peak Hour of the System Trips (7:00-8:00 AM) Weekday PM Peak Hour of the System Trips (4:30-5:30 PM) Total In Out Total In Out Project Basie 937 employees per shift Employees 3,558 427 404 23 154 93 61 Trucks 612 30 15 15 22 11 11 Total 4,170 457 419 38 176 104 72 Source: Tenet supplied employee and freight arrival/departure schedule. See Appendix G. Note: The trip generation profile in Table 11 is consistent with the proposed 3.849 million square foot facility. The square footage identified in the 4/16/21 Scoping Memo was incorrectly stated. Site Trip Distribution/Trip Assignment A trip distribution pattern was identified for the proposed fulfillment center, taking into consideration the number of anticipated jobs that will be provided by the development, the site’s location with respect to both the city and other population centers in the Willamette Valley. In addition to these factors, US Census OnTheMap data was consulted which identifies statistics about the origins of workers who are employed in the Woodburn area (see Appendix H for a more detailed summary of the census employee origin data for Woodburn). Using a combination of these factors and based on preliminary scoping feedback from City, County, and ODOT staff, a refined trip distribution pattern was developed for the site. The trip distribution pattern and resulting assignment of weekday AM and PM peak period site-generated trips to the study intersections and site driveways is illustrated in Figures 13-16. ---PAGE BREAK--- H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Sep 13, 2021 - 9:11am - ssemensky Layout Tab: Fig13- TripGenAMSys Site-Generated Trips System Peak Hour (7:00 AM to 8:00 AM) Woodburn, OR 13 Project Basie September 2021 Figure 12 13 14 Butteville Rd LeBrun Rd/ South Site Access/ Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 11 15 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 17 8 1 4 2 46 6 7 1 78 147 8 8 84 91 16 14 231 4 30 322 30 326 30 6 36 328 3 25 21 146 111 1 13 32 6 73 256 1 4 1 21 3 2 34 33 22 109 3 2 13 21 17 21 326 3 30 38 2 2 1 17 4 1 1 2 4 10 OR 99E OR 214/OR 211/ ---PAGE BREAK--- H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Sep 13, 2021 - 9:11am - ssemensky Layout Tab: Fig14- Site-Generated Trips System Peak Hour (4:30 PM to 5:30 PM) Woodburn, OR 14 Project Basie September 2021 Figure 12 13 14 Butteville Rd LeBrun Rd/ South Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 11 15 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 37 14 16 21 23 30 25 58 1 55 81 56 82 56 1 9 82 6 27 5 36 38 4 25 51 1 10 73 1 6 1 5 6 4 8 7 6 36 6 4 25 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 4 2 1 8 3 11 2 13 1 19 1 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 5 4 5 82 6 56 9 4 4 2 4 1 1 1 3 1 10 OR 99E OR 214/OR 211/ ---PAGE BREAK--- H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Sep 13, 2021 - 9:11am - ssemensky Layout Tab: Fig15- TripGenAMGen Site-Generated Trips Peak Hour of Generator (6:30 AM to 7:30 AM) Woodburn, OR 15 Project Basie September 2021 Figure 12 13 14 Butteville Rd LeBrun Rd/ South Site Access/ 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 11 15 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 232 8 9 132 145 17 14 364 7 31 509 32 516 33 9 58 517 3 37 33 230 231 2 11 39 9 58 460 1 3 1 33 3 2 53 52 34 230 3 2 18 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 26 13 1 4 2 73 10 7 1 122 1 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 33 26 33 516 4 32 59 2 2 2 26 7 1 1 2 7 10 OR 99E OR 214/OR 211/ ---PAGE BREAK--- H:\26\26306 - Woodburn Confidential\report\figs\26306_Figures.dwg Sep 13, 2021 - 9:12am - ssemensky Layout Tab: Fig16 - TripGenPMGen Site-Generated Trips Peak Hour of Generator (5:30 PM to 6:30 PM) Woodburn, OR 16 Project Basie September 2021 Figure 12 13 14 Butteville Rd LeBrun Rd/ South Site Access 1 2 OR 219 / Arbor Grove Rd NE OR 219 / North Butteville Road NE 11 15 Parr Rd/Butteville Rd North Site Access/ Butteville Rd Old Butteville Rd/ 4 5 6 7 OR 219 / Willow Ave OR 219 / Woodland Ave OR 219 / I-5 SB Ramps OR 219 / I-5 NB Ramps 3 OR 219 / Butteville Rd 204 119 130 117 128 249 208 321 6 457 449 463 455 464 8 51 456 52 223 29 203 218 31 206 421 8 51 413 8 51 8 29 47 30 47 46 30 203 46 31 206 8 OR 214/ Evergreen Rd NE Boones Ferry Rd OR 214/Settlemier Ave/ 9 23 12 12 65 24 64 9 110 9 108 6 Butteville Rd South Middle Site Access/ Butteville Rd North Middle Site Access/ 29 23 29 455 53 463 52 30 30 23 23 6 6 6 24 6 10 OR 99E OR 214/OR 211/ ---PAGE BREAK--- Schultz Farm October 30, 2020 Transportation Impact Study Page 8 of 28 Site Trips This section quantifies the trips from the proposed development and discusses how they will be distributed through the study-area intersections. Trip Generation To estimate the number of trips that will be generated by the site, trip rates from the Trip Generation Manual1 were used. Trip rates for land-use code #210, Single Family Detached Housing, was used to estimate the trip generation for the proposed development. The trip generation calculations show that the proposed use of the site will generate 108 trips during the morning peak hour, 145 trips during the evening peak hour, and 1,378 trips on a typical weekday. A summary of the trip generation is shown in Table 3. Table 3: Trip Generation Summary Land Use – ITE Code Size Morning Peak Hour Evening Peak Hour Weekday Total In Out Total In Out Total Single Family Detached Housing - 210 154 lots 29 85 114 96 56 152 1,454 Trip Distribution The directional distribution of site trips to and from the proposed development was estimated based on locations of likely trip destinations and locations of major transportation facilities in the site vicinity. The following trip distribution was estimated and used for analysis:  5% of site trips will travel to/from the west along Crosby Road NE.  5% of site trips will travel to/from the north along NE Boones Ferry Road.  5% of site trips will travel to/from the east along Crosby Road NE.  25% of site trips will travel to/from the west along OR 214.  15% of site trips will travel to/from the north along OR 99E.  15% of site trips will travel to/from the south along OR 99E.  20% of site trips will travel to/from the south along N Settlemier Avenue.  10% of site trips will travel to/from the east along OR 214. The site trip assignment and distribution for the morning and evening peak hours are shown in Figure 2 on page 10 and Figure 3 on page 11. 1 Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition, 2017 ---PAGE BREAK--- SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips AM Peak Hour Figure 2 Schultz Farm 10/30/2020 ---PAGE BREAK--- Figure 8: Trip Distribution ]D J 0 z J: ~ ~ 6 ~ ~ ---PAGE BREAK--- Figure 9: AM Peak Hour Site Generated Volumes l i99E I Mola lla Rd I 2 Molalla Rd I June Way ~W lLJtiL I .i i ~ ~ 49 r 2 15 OJ' ~~ttt ·:Tiv • 7 0 ~ 0 0 5 0 1 4JMolalla Rd I Cooley Rd (Private Driveway) 7 0 0 0 0 r 1 0 RO. 1~ -4 0 J 4 3 y 1 0 0 ---PAGE BREAK--- Figure 10: PM Peak Hour Site Generated Volumes l i99E I Molalla Rd I rMolalla Rd I June Way 0 0 15 jl ll lh/ I u ~ 1= : ~ 32 r 1 2~ J ~~ttf ':Tiv • 0 ~ 0 0 15 0 2 a! Molalla Rd I Site Aeeess 4]Molalla Rd I Cooley Rd {Private Driveway) 33 5 A ~ 7 • 0 0 0 0 0 r 4 0 E. HARD£A~ RD. 5~ -4 0 J 3 2 T 3 0 0 ---PAGE BREAK--- 9 8 7 6 5 4 3 2 1 PACIFIC KEENE RIVER LEBRUN ST LOUIS PARR MANNING MAHONY IVY BUTTEVILLE FRENCH PRAIRIE MARTHALER TESCH E V E R G R EEN W I L LO W FIRST WO O D LAND RUNCORN ARBOR GROVE JENSEN LEARY BLIVENS STAFNEY STUBB HOOPER DORION BIRCH PACIFIC BUTTEVILLE PACIFIC ( ( ( ( ( ( ( ( ( ( < <                                 Legend 3rd Street NE & Douglas Avenue NE OR 219/OR 214/219 & I-5 SB Ramps Butteville Road NE & Le Brun Road NE OR 99E & Brooklake Road NE I-5 NB Ramps & OR 214/219/OR 214 Butteville Road NE & OR 219 3rd Street NE & Ivy Avenue Butteville Road NE & Parr Road NE OR 219 & Woodland Avenue OR 219 & Butteville Road NE 1 2 3 4 5 6 7 8 9 10 1 / 1 1 / 1 1 / 1 1 / 1 11 / 11 11 / 11 11 / 11 11 / 11 13 / 13 2 / 2 2 / 2 2 / 2 2 / 2 2 / 2 2 / 2 3 / 3 5 / 5 5 / 5 6 / 6 6 / 6 9 / 9 9 / 9 9 / 9 9 / 9 9 / 9 9 / 9 13 / 13 5 / 5 6 / 6 9 / 9 3 / 3 9 / 9 9 8 10 Legend Project Site Study Intersection Le Brun Road NE Realignment ODOT Road County Road Municipal Road Private Road Existing Railroad Line City of Gervais City of Woodburn # 5 5 Æ ∙ 99E Æ ∙ 99E TRAFFIC VOLUMES Figure 4 Trip Assignment AM & PM Peak Hour J Port of Willamette Intermodal 5/28/2021 ( Study Intersection Peak Hour Volumes Turn Movements One-Way Roadway AM / PM    < X ---PAGE BREAK--- CITY OF WOOD KEY ASSUM The following analyze future are trip genera PROJECT DE The proposed which consist Site Plan is sh units along K build out. TRIP GENER Trip generati roadway netw estimated us proposed site peak hour us (ITE Code 230  Scen Brow  Scen Com  Scen As shown in T peak hour an TRIP DISTRI Trip distribut distribution o observed loc would travel project site. T The Trip assig 8 Institute of T DBURN I SMIT MPTIONS A section outline e conditions an ation, trip distr ESCRIPTION d project is th ts of a mix of hown in Figur Kirksey Street. RATION on is the met work as a res sing similar la e would be ad sing the Single 0) land use. T ario 1: Phase wn Lane and K ario 2: Phase pletion Year 2 ario 3: All the Table 4, proje nd 6,946 daily BUTION AND tion reflects h of site‐genera al traffic patt south using t The trip distri gnment show Transportation H CREEK DEVE AND METH es key assump nd identify any ribution, and b he multi‐phas f single family re 4. The plan . To be conse thod used to sult of the pro nd uses as re dding residen e‐Family Deta The proposed e 1A, 1B, 2A, 2 Kirksey Drive e 3A and 4A w 2023. e remaining p ect site has th y trips. D ASSIGNME how site traffi ated trips thro terns. It is est the I‐5 freewa ibution perce wing the proje Engineers (ITE LOPMENT TRA HODOLOGIE ptions and met y potential imp background tra se Smith Cree y detached ho n shows 607 s rvative, we a estimate the oposed projec ported by the ntial units, the ached Housin project will b 2B and 2C wil will be built. will be built. In project phase he potential t NT ic will leave a ough the stud imated that o ay, 20% woul entage to/from ect trips at ea E) manual, Trip FFIC IMPACT A ES thodologies ass pacts at study i affic growth. ek Developme ousing, townh single family r ssumed that number of ve ct. The trip ge e Institute of e potential tr g (ITE Code 2 be built in thr l be built. Int Completion Y nternal street s (Phases 3B o generate 54 nd arrive at t dy intersectio of the total pr d travel to th m the project ch study inte p Generation, 9 ANALYSIS sociated with t intersections. A ent. The proje houses, and m residential un all of this pro ehicles that a eneration for Transportatio ip generation 210) and Resid ree scenarios ernal street c Year 2021. t connections and 4B) will b 43 trips in the the site and w ons was estim roject trips, 4 he east and 5% t site for each ersection is sh 9th Edition. the proposed Areas of intere ect is primaril multi‐family. T nits and 201 m operty would are added to t the proposed on Engineers n was calculat dential Condo as follows: connections t s to Stubb Roa be built‐out. C e AM peak ho what roads th mated using th 45% would tra % would trav h scenario is s hown in Figur project that w est covered in ly a residentia The proposed multi‐family h be develope the surround d project was (ITE)8. Since ted for the AM ominiums/To to Harvard Dr ad will be bui Completion Y our, 712 trips hose trips will he US Census avel north an el to the wes shown in App e 5a and 5b. 14 were used to this section al project d Project housing d at site ing s the M and PM ownhouse rive, Ben ilt. Year 2025. s in the PM take. The data and d 30% t of the pendix C. ---PAGE BREAK--- No Scale Project Site Plan Figure 4 Source: Planning & Land Design 15 ---PAGE BREAK--- CITY OF WOOD TAB ITE Land U Scenario 1 Single‐Family Residential Condominium Scenario 2 Single‐Family Residential Condominium Scenario 3 Single‐Family TOTAL VEHICL DBURN I SMIT BLE 4: SMITH C Use Detached m/Townhouse Detached m/Townhouse Detached LE TRIPS H CREEK DEVE CREEK DEVELOP Quantity 324 105 172 96 111 808 LOPMENT TRA PMENT VEHIC y Daily Trips 3,084 610 1,637 558 1,057 6,946 FFIC IMPACT A LE TRIP GENER AM Peak Ho In O 62 18 7 39 33 96 7 36 21 62 129 4 ANALYSIS RATION BY PR our Out Tot 81 243 9 46 6 129 6 42 2 83 14 543 OJECT DEVELO PM Pe tal In 3 204 37 9 108 34 70 3 453 OPMENT PHAS eak Hour Out 120 18 64 16 41 259 16 SE Total 324 55 172 50 111 712 ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Project Trip Assignment at Full Buildout LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 5a 17 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Split E/W - Protected-Permitted N/S - Protected E/W - Protected Evergreen Rd. @ Harvard Dr. Evergreen Rd. @ Hillsboro-Silverton Hwy. NE 1. 3. Evergreen Rd. @ W Hayes St. Hillsboro-Silverton Hwy. NE @ N Settlemier Ave. 2. 6. Hillsboro-Silverton Hwy. NE @ I-5 NB Ramp 4. Hillsboro-Silverton Hwy. NE @ I-5 SB Ramp 5. Ben Brown Ln. @ N Settlemier Ave. 8. RT TH LT 42 (26) 0 41 (26) RT TH LT 0 22 (14) 13 (46) LT TH RT 0 0 0 LT TH RT 0 7 (24) 13 (45) TH LT 0 26 (16) TH RT 16 (54) 11 (40) RT LT 50 (31) 0 RT TH LT 0 53 (184) 85 (299) RT TH LT 79 (48) 0 0 RT TH LT 0 0 0 LT TH RT 0 57 (37) 7 (24) LT TH RT 19 (12) 0 0 LT TH RT 0 0 86 (302) RT TH LT 274 (170) 0 22 (14) RT TH LT 0 198 (124) 0 RT TH LT 0 0 277 (172) RT LT 0 39 (136) LT RT 0 58 (204) RT TH 6 (23) 124 (78) TH RT 124 (78) 21 (13) TH RT 158 (98) 145 (91) LT TH RT 0 0 0 LT TH RT 24 (85) 62 (219) 6 (21) LT TH RT 0 0 0 RT TH 54 (191) 0 W Hayes St. @ N Settlemier Ave. 7. LT TH RT 1 25 (88) 0 RT TH 4 0 RT TH 80 (50) 10 RT 1 TH LT 1 80 (50) LT 3 ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Project Trip Assignment at Full Buildout LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 5b 18 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Protected E/W - Protected Parr Rd. NE @ Kirksey Dr. W Hayes St. @ S Cascade Dr. 9. 11. Parr Rd. NE @ Stubb Rd. NE 10. Hillsboro-Silverton Hwy. NE @ Oregon Way 12. W Hayes St. @ Oregon Way 13. Parr Rd. NE @ S Settlemier Ave. 14. LT TH RT 0 0 0 RT TH LT 37 (23) 0 0 LT TH RT 11 (40) 0 0 RT TH LT 0 0 0 LT TH RT 0 0 0 RT TH LT 0 12 (38) 0 LT TH RT 0 34 (23) 0 RT TH LT 0 0 0 LT TH RT 0 42 (26) 0 RT TH LT 0 13 (46) 5 (17) LT TH RT 0 0 0 RT TH LT 16 (10) 0 0 TH RT 16 (10) 19 (12) TH RT 4 (14) 0 TH LT 0 0 TH LT 0 0 LT RT 0 5 (17) LT RT 0 13 LT RT 11 13 TH LT 0 20 (34) TH RT 7 (26) 0 RT LT 0 0 ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Should read w/o ---PAGE BREAK--- 8 IV. SITE DEVELOPMENT The trip-making characteristics of the proposed senior living apartments are described below. Trip Generation Trip Generation estimates for the proposed Woodburn Senior Living apartments were developed with the use of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition. Site trip generation calculations are based on trip rates for ITE’s “Senior Adult Housing – Attached” (ITE Land Use Code (LUC) 252). The trip generation data compiled by ITE for this use include survey sites for “attached independent living developments, including retirement communities, age-restricted housing, and active adult communities” that can “take the form of bungalows, townhouses, and apartments”. Table 3 presents the trip generation estimates for the proposed Woodburn Senior Living Apartments. TABLE 3 – TRIP GENERATION ESTIMATES Land Use ITE LUC Dwelling Units AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Senior Adult Housing - Attached 252 98 7 13 20 14 11 25 363 Trip Distribution and Traffic Assignment Trip distribution for the proposed apartments was assumed to be consistent with the distribution utilized for the Woodland Crossing Apartments study. The following trip distribution was assumed: ▪ 15% to/from the west on OR 219 (Hillsboro-Silverton Highway) ▪ 80% to/from the east on OR 219 (Hillsboro-Silverton Highway) ▪ 5% to/from the north on Arney Road We have assumed traffic traveling to and from the north on Arney Road will utilize Sprague Lane instead of driving through the Woodburn Premium Outlets parking lots. Figure 8 – 2022 Pre-Development Traffic Volumes Figure 9 presents the trip distribution and traffic assignment for project trips during the AM and PM peak hours. Interchange Management Area Overlay District Section 2.05.02 of the WDO is intended “to preserve the long-term capacity of the I-5/Highway 214 interchange”. The code implements a trip budget for commercial and industrial parcels located within the Interchange Management Area (IMA) Overlay District that allows for 2,500 peak hour vehicle trips for the combined parcels within the district. This budget is allocated to specific parcels identified in Table 2.05A of the code on a first-developed, first-served basis. It also noted that 1,500 residential trips are planned within the IMA, but the WDO does not provide a specific budget for residential trips. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Brighton Pointe Subdivision 8/10/2022 Transportation Impact Analysis Appendix C - Safety Crash History Data Left-Turn Lane Warrant Analysis Preliminary Signal Warrant Analysis ---PAGE BREAK--- NON- PROPERTY INTER- FATAL FATAL DAMAGE TOTAL PEOPLE PEOPLE DRY WET INTER- SECTION OFF- COLLISION TYPE CRASHES CRASHES ONLY CRASHES KILLED INJURED TRUCKS SURF SURF DAY DARK SECTION RELATED ROAD YEAR: 2020 FIXED / OTHER OBJECT 0 1 1 2 0 1 0 0 2 0 2 1 0 2 YEAR 2020 TOTAL 0 1 1 2 0 1 0 0 2 0 2 1 0 2 YEAR: 2019 FIXED / OTHER OBJECT 0 0 1 1 0 0 0 1 0 0 1 1 0 1 REAR-END 0 1 0 1 0 2 0 1 0 0 1 1 0 0 TURNING MOVEMENTS 0 0 1 1 0 0 0 0 1 0 1 1 0 0 YEAR 2019 TOTAL 0 1 2 3 0 2 0 2 1 0 3 3 0 1 YEAR: 2018 FIXED / OTHER OBJECT 0 0 1 1 0 0 0 0 1 1 0 0 0 1 REAR-END 0 1 0 1 0 1 0 1 0 1 0 1 0 0 YEAR 2018 TOTAL 0 1 1 2 0 1 0 1 1 2 0 1 0 1 YEAR: 2017 SIDESWIPE - MEETING 0 1 0 1 0 2 0 0 1 0 1 0 0 0 YEAR 2017 TOTAL 0 1 0 1 0 2 0 0 1 0 1 0 0 0 FINAL TOTAL 0 4 4 8 0 6 0 3 5 2 6 5 0 4 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. CDS150 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION 07/22/2022 Highway 140 ALL ROAD TYPES, MP 36.01 to 36.03 01/01/2016 to 12/31/2020, Both Add and Non-Add mileage CRASH SUMMARIES BY YEAR BY COLLISION TYPE TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2017 FIXED / OTHER OBJECT 0 0 1 0 0 1 0 0 1 0 2017 TOTAL 0 0 1 0 0 1 0 0 1 0 FINAL TOTAL 0 0 1 0 0 1 0 0 1 0 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE BUTTEVILLE RD NE, MP 3.18 to 3.20, 01/01/2016 to 12/31/2020 07/07/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE COUNTY RD# FC CONN# RD CHAR INT-TYPE SPCL USE INVEST E A U I C O DAY CITY COMPNT FIRST STREET DIRECT (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME URBAN AREA MLG TYP SECOND STREET LOCTN LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG MILEPNT LRS (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03982 N N N N 12/14/2020 MARION 1 16 INTER 3-LEG N Y CLD FIX OBJ 01 NONE 9 062 10 STATE MO MN 0 N STOP SIGN N WET FIX N/A S -N 000 00 N 4A WOODBURN UA 36.02 05 0 N DARK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.12 -122 53 47.57 014000100S00 UNK 05050 N N N N 12/21/2018 MARION 1 16 INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE FR MN 0 E STOP SIGN N DRY REAR PRVTE E -W 000 00 N 2P WOODBURN UA 36.02 06 0 N DAY INJ CAR 01 DRVR NONE 00 M OR-Y 026 000 29 N 45 9 4.13 -122 53 47.58 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 012 00 CAR 01 DRVR INJC 53 M OR-Y 000 000 00 OR<25 04606 N Y N N 11/18/2019 MARION 1 16 INTER 3-LEG N Y CLR FIX OBJ 01 NONE 9 058 27 COUNTY MO MN 0 S CURVE N DRY FIX N/A N -S 000 00 N 8P WOODBURN UA 36.02 05 0 N DARK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.14 -122 53 47.58 014000100S00 UNK 03497 N N N N 09/11/2019 MARION 1 16 INTER 3-LEG N N CLR S-1STOP 01 UNKN 0 29 NONE WE MN 0 S STOP SIGN N DRY REAR UNKN S -N 000 00 N 7P WOODBURN UA 36.02 06 0 N DUSK INJ UNKNOWN 01 DRVR NONE 00 Unk UNK 026 000 29 N 45 9 4.14 -122 53 47.6 014000100S00 UNK 02 NONE 0 STOP PRVTE S -N 012 00 CAR 01 DRVR INJC 20 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE S -N 012 00 CAR 02 PSNG INJC 19 F 000 000 00 04839 N N N N 12/03/2019 MARION 1 16 INTER 3-LEG N N RAIN O-1 L-TURN 01 NONE 9 TURN-L 02 CITY TU MN 0 CN STOP SIGN N WET TURN N/A E -S 000 00 N 5P WOODBURN UA 36.02 03 0 N DARK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 4.14 -122 53 47.59 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03423 Y N N N 09/11/2018 MARION 1 16 CURVE N Y RAIN FIX OBJ 01 NONE 9 062,079 ,010 01 COUNTY TU MN 0 UN (NONE) CURVE N WET FIX N/A N -S 000 00 Y 2P WOODBURN UA 36.03 01 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.82 -122 53 46.97 014000100S00 (02) UNK 00935 N N N N N N 03/09/2017 MARION 1 16 CURVE N N CLD 01 NONE 0 093 32,27 STATE TH MN 0 UN (NONE) UNKNOWN N WET SS-M PRVTE S -N 022 00 Y 10P WOODBURN UA 36.03 04 N DARK INJ CAR 01 DRVR NONE 21 M SUSP 052,016,080 038 093 32,27 N 45 9 3.82 -122 53 46.97 014000100S00 (02) OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 30 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CONTINUOUS SYSTEM CRASH LISTING Highway 140 ALL ROAD TYPES, MP 36.01 to 36.03 01/01/2016 to 12/31/2020, Both Add and Non-Add mileage 07/19/2022 CDS380 Page: 1 140: HILLSBORO-SILVERTON 1 - 6 of 8 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE MILEPNT COUNTY ROADS INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FROM FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME INTERSECT SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02445 Y Y N 06/20/2017 3.19 BUTTEVILLE RD NE N Y CLR FIX OBJ 01 NONE 0 053 01 COUNTY TU UN (NONE) UNKNOWN N DRY FIX PRVTE S -N 000 053 00 Y 8P 07 N DUSK INJ CAR 01 DRVR INJB 28 F OR-Y 047,039 000 01 N 45 11 38.93 -122 51 52.62 (02) OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING BUTTEVILLE RD NE, MP 3.18 to 3.20, 01/01/2016 to 12/31/2020 07/07/2022 CDS380 Page: 1 MARION COUNTY 1 - 1 of 1 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2016 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 2 2016 TOTAL 0 0 0 1 0 1 0 0 0 2 FINAL TOTAL 0 0 0 1 0 1 0 0 0 2 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY at SB EF HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 REAR-END 0 0 0 2 2 4 0 0 0 3 2020 TOTAL 0 0 0 2 2 4 0 0 0 3 YEAR: 2019 REAR-END 0 0 0 5 1 6 0 0 0 13 SIDESWIPE - OVERTAKING 0 0 0 1 0 1 0 0 0 3 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2019 TOTAL 0 0 0 6 2 8 0 0 0 16 YEAR: 2018 REAR-END 0 0 1 6 0 7 0 0 1 9 2018 TOTAL 0 0 1 6 0 7 0 0 1 9 YEAR: 2017 REAR-END 0 0 2 4 2 8 0 0 2 11 TURNING MOVEMENTS 0 0 1 1 0 2 0 0 1 2 2017 TOTAL 0 0 3 5 2 10 0 0 3 13 YEAR: 2016 REAR-END 0 0 0 2 0 2 0 0 0 2 TURNING MOVEMENTS 0 1 0 0 1 2 0 1 1 0 2016 TOTAL 0 1 0 2 1 4 0 1 1 2 FINAL TOTAL 0 1 4 21 7 33 0 1 5 43 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2017 REAR-END 0 0 0 1 0 1 0 0 0 1 2017 TOTAL 0 0 0 1 0 1 0 0 0 1 FINAL TOTAL 0 0 0 1 0 1 0 0 0 1 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY and WB EXTO I-5 SB C4, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 82225 N N N 05/17/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 NONE TU SB EF HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 2P 03 0 N DAY INJ CAR 01 DRVR NONE 33 M OR-Y 000 000 00 N 45 9 3.95 -122 52 56.1 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 21 F OR-Y 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJC 17 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 03 PSNG INJC 17 M 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EF HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 1 of 1 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03197 N N N 07/25/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29 NO RPT TU SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR N/A N -S 000 00 N 2P 06 1 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.96 -122 52 55.44 0001YL100S00 UNK 02 NONE 9 STOP N/A N -S 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00582 N N N 02/18/2018 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE SU SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 2P 06 1 N DAY INJ CAR 01 DRVR NONE 25 M OTH-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 N-RES 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 57 M OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJC 53 F 000 000 00 03416 N N N 07/23/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE MO SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 7P 06 0 N DAY INJ CAR 01 DRVR NONE 00 M UNK 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 UNK 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 29 F OR-Y 000 000 00 OR>25 02952 N N N 08/10/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE FR SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 4P 06 0 N DAY INJ CAR 01 DRVR NONE 53 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR>25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR NONE 40 F OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJB 13 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03288 N N N 09/03/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE MO SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 6P 06 1 N DAY INJ CAR 01 DRVR INJC 24 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR NONE 30 M OTH-Y 000 000 00 N-RES 03361 N N N 09/07/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE FR SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 10A 06 0 N DAY INJ CAR 01 DRVR NONE 63 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 55 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJC 66 F 000 000 00 03913 N N N 02/23/2019 11 HILLSBORO-SILV HY INTER CROSS N N UNK S-1STOP 01 NONE 0 29 NONE SA SB EX HILLS-SILV C2 N TRF SIGNAL N UNK REAR PRVTE N -S 000 00 N 12P 09 1 N DAY INJ CAR 01 DRVR NONE 00 F UNK 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 UNK 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 38 M OR-Y 000 000 00 OR<25 03646 N N N 09/21/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE SA SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE N -S 000 00 N 4P 06 0 N DAY INJ CAR 01 DRVR NONE 47 M OR-Y 026 000 29 N 45 9 3.95 -122 52 55.46 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 23 F OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJC 16 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 7 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE N -S 011 00 CAR 03 PSNG INJC 03 M 000 000 00 02 NONE 0 STOP PRVTE N -S 011 00 CAR 04 PSNG INJC 46 M 000 000 00 02 NONE 0 STOP PRVTE N -S 011 00 CAR 05 PSNG INJC 14 M 000 000 00 04104 N N N 10/19/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N UNK S-1STOP 01 NONE 0 27,29 NO RPT SA SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 4P 09 1 N DAY INJ CAR 01 DRVR NONE 47 M OR-Y 016,026 038 27,29 N 45 9 3.95 -122 52 55.44 0001YL100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 53 M OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 02 PSNG INJC 58 M 000 000 00 02412 N N N 06/26/2019 11 HILLSBORO-SILV HY INTER 5-LEG N N CLR S-1STOP 01 NONE 9 29 NONE WE SB EX HILLS-SILV C2 N TRF SIGNAL N DRY REAR N/A N -S 000 00 N 2P 06 1 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.97 -122 52 55.44 0001YL100S00 UNK 02 NONE 9 STOP N/A N -S 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02265 N N N N N 07/28/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 07 CITY TU SB EX HILLS-SILV C2 N R-GRN-SIG N DRY REAR N/A N -S 000 00 N 10A 09 1 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.97 -122 52 55.46 0001YL100S00 UNK 02 NONE 9 STOP N/A N -S 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 8 - 11 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02317 N N N N N 06/04/2016 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 07 CITY SA SB EX HILLS-SILV C2 NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 2P 06 0 N DAY INJ CAR 01 DRVR NONE 36 M OR-Y 043,026 000 07 N 45 9 3.96 -122 52 55.34 0001QA100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 46 F OR-Y 000 000 00 OR>25 03098 N N N 07/24/2016 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE SU SB EX HILLS-SILV C2 NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 1P 06 0 N DAY INJ CAR 01 DRVR NONE 21 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.34 0001QA100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 51 F OR-Y 000 000 00 OR>25 02304 N N N 06/10/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-OTHER 01 NONE 9 29 NONE SA SB EX HILLS-SILV C2 NE R-GRN-SIG N DRY REAR N/A NE-SW 000 00 N 11A 09 1 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.96 -122 52 55.44 0001YL100S00 UNK 02 NONE 9 N/A NE-SW 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01122 N N N 03/23/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N RAIN S-1STOP 01 NONE 0 29 NONE FR SB EX HILLS-SILV C2 NE TRF SIGNAL N WET REAR PRVTE NE-SW 000 00 N 5P 09 1 N DAY INJ CAR 01 DRVR NONE 50 M OR-Y 026 000 29 N 45 9 3.97 -122 52 55.45 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 48 M OR-Y 000 000 00 OR<25 01011 N N N 03/19/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE TU SB EX HILLS-SILV C2 NE TRF SIGNAL N DRY REAR PRVTE NE-SW 000 00 N 12P 09 1 N DAY INJ CAR 01 DRVR NONE 19 M OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 28 F OR-Y 000 000 00 OR>25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 12 - 16 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04600 N N N N N 11/17/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N RAIN S-1STOP 01 NONE 0 27,29 CITY SU SB EX HILLS-SILV C2 NE TRF SIGNAL N WET REAR PRVTE NE-SW 000 00 N 11A 09 1 N DAY INJ CAR 01 DRVR NONE 26 M OTH-Y 016,026 038 27,29 N 45 9 3.98 -122 52 55.45 0001YL100S00 N-RES 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 38 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 02 PSNG INJC 33 F 000 000 00 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 03 PSNG INJC 08 Unk 000 000 00 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 04 PSNG INJC 08 Unk 000 000 00 00758 N N N N N 02/23/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLD S-1STOP 01 NONE 0 27,29 CITY SU SB EX HILLS-SILV C2 NE R-GRN-SIG N WET REAR PRVTE NE-SW 000 00 N 5P 09 1 N DLIT INJ CAR 01 DRVR NONE 22 M OR-Y 016,026 038 27,29 N 45 9 3.97 -122 52 55.48 0001YL100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 27 F OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 02 PSNG INJC 26 F 000 000 00 01966 N N N 07/07/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE TU SB EX HILLS-SILV C2 NE R-GRN-SIG N DRY REAR PRVTE NE-SW 000 00 N 4P 09 1 N DAY INJ CAR 01 DRVR NONE 40 M OR-Y 026 000 29 N 45 9 3.97 -122 52 55.42 0001YL100S00 OR>25 02 NONE 0 STOP PRVTE NE-SW 011 00 CAR 01 DRVR INJC 26 F OTH-Y 000 000 00 N-RES Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 9 CITY OF WOODBURN, MARION COUNTY 17 - 19 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03002 N N N N N 08/10/2018 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 27,29 STATE FR SB EX HILLS-SILV C2 E TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 5P 06 0 N DAY INJ CAR 01 DRVR NONE 19 F OR-Y 016,026 038 27,29 N 45 9 3.96 -122 52 55.44 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 22 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 02 PSNG INJC 30 F 000 000 00 01526 N N N N N 04/25/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR 01 NONE 0 13 CITY TH SB EX HILLS-SILV C2 E TRF SIGNAL N DRY SS-O PRVTE E -W 000 00 N 7P 06 0 N DUSK INJ CAR 01 DRVR INJC 36 F NONE 045 000 13 N 45 9 3.97 -122 52 55.42 014000100S00 OR<25 01 NONE 0 PRVTE E -W 000 00 CAR 02 PSNG INJC 06 F 000 000 00 01 NONE 0 PRVTE E -W 000 00 CAR 03 PSNG INJC 13 F 000 000 00 02 NONE 1 PRVTE E -W 000 00 CAR 01 DRVR NONE 49 M OR-Y 000 000 00 OR>25 01956 N N N 05/19/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 CITY FR SB EX HILLS-SILV C2 NW R-GRN-SIG N DRY REAR PRVTE NW-SE 000 00 N 7A 09 1 N DAY INJ CAR 01 DRVR NONE 49 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJB 47 F OR-Y 000 000 00 OR<25 03854 N N N 09/16/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 CITY SA SB EX HILLS-SILV C2 NW R-GRN-SIG N DRY REAR PRVTE NW-SE 000 00 N 12P 09 1 N DAY INJ CAR 01 DRVR NONE 40 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 11 CITY OF WOODBURN, MARION COUNTY 20 - 22 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJC 35 M OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 02 PSNG INJC 31 F 000 000 00 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 03 PSNG INJC 08 F 000 000 00 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 04 PSNG NO<5 01 M 000 000 00 04987 N N N N N 11/18/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 07 CITY SA SB EX HILLS-SILV C2 NW R-GRN-SIG N DRY REAR PRVTE NW-SE 000 00 N 2P 09 1 N DAY INJ CAR 01 DRVR NONE 51 F OTH-Y 043,026 000 07 N 45 9 3.96 -122 52 55.44 0001YL100S00 N-RES 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJC 44 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 02 PSNG INJC 36 M 000 000 00 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 03 PSNG INJC 11 F 000 000 00 05083 N N N 11/25/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N RAIN S-1STOP 01 NONE 0 29 NONE SA SB EX HILLS-SILV C2 NW R-GRN-SIG N WET REAR PRVTE NW-SE 000 00 N 11A 09 1 N DAY INJ CAR 01 DRVR INJC 21 F OR-Y 026 000 29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJC 46 M OR-Y 000 000 00 OR>25 05351 N N N N N 12/10/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLD S-1STOP 01 NONE 0 27,29 STATE SU SB EX HILLS-SILV C2 NW R-GRN-SIG N DRY REAR PRVTE NW-SE 000 00 N 11A 09 1 N DAY INJ CAR 01 DRVR INJB 59 F OR-Y 016,026 038 27,29 N 45 9 3.96 -122 52 55.44 0001YL100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 13 CITY OF WOODBURN, MARION COUNTY 23 - 25 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJC 54 M OR-Y 000 000 00 OR>25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 02 PSNG INJC 18 F 000 000 00 03677 N N N 12/05/2020 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 9 29 NONE SA SB EX HILLS-SILV C2 NW TRF SIGNAL N DRY REAR N/A NW-SE 000 00 N 2P 09 1 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.95 -122 52 55.46 0001YL100S00 UNK 02 NONE 9 STOP N/A NW-SE 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 04513 N N N Y 08/16/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR ANGL-OTH 01 NONE 0 33,04 CITY TU SB EX HILLS-SILV C2 CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 2P 01 0 N DAY INJ CAR 01 DRVR INJB 42 F OR-Y 051,020 000 33,04 N 45 9 3.96 -122 52 55.34 014000100S00 OR>25 02 NONE 0 TURN-L PRVTE NE-E 000 00 CAR 01 DRVR INJA 73 F OR-Y 000 000 00 OR>25 03295 N N N N N 08/03/2016 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 04 STATE WE SB EX HILLS-SILV C2 CN TRF SIGNAL N DRY TURN N/A E -W 000 00 N 10P 01 1 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.96 -122 52 55.34 014000100S00 UNK 02 NONE 9 TURN-L N/A N -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01406 N N N N N 04/11/2017 14 HILLSBORO-SILV HY INTER 3-LEG N N CLD ANGL-OTH 01 NONE 0 04 CITY TU SB EX HILLS-SILV C2 CN TRF SIGNAL N DRY TURN PRVTE E -W 022 00 N 5P 01 0 N DAY INJ CAR 01 DRVR INJB 86 F OR-Y 020 022 04 N 45 9 3.96 -122 52 55.44 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 01 DRVR INJC 46 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 15 CITY OF WOODBURN, MARION COUNTY 26 - 29 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03 NONE 0 TURN-L PRVTE N -E 022 00 CAR 01 DRVR NONE 33 M OR-Y 000 022 00 OR<25 01960 N N N 05/19/2017 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR 01 NONE 0 29 NONE FR SB EX HILLS-SILV C2 CN TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 5P 02 2 N DAY INJ CAR 01 DRVR NONE 69 M OR-Y 042 000 29 N 45 9 3.96 -122 52 55.44 014000100S00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 37 M OR-Y 000 000 00 OR<25 05149 N N N N N 11/30/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N RAIN ANGL-OTH 01 NONE 0 04 CITY TH SB EX HILLS-SILV C2 CN TRF SIGNAL N WET TURN PRVTE E -W 000 00 N 10A 01 1 N DAY INJ CAR 01 DRVR NONE 62 F OTH-Y 097 000 00 N 45 9 3.96 -122 52 55.44 014000100S00 N-RES 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 01 DRVR INJC 21 F OR-Y 097 000 00 OR<25 00780 N N N 03/01/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 04 CITY FR SB EX HILLS-SILV C2 CN TRF SIGNAL N DRY TURN N/A N -E 000 00 N 8P 01 0 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.95 -122 52 55.43 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at SB EX HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 17 CITY OF WOODBURN, MARION COUNTY 30 - 33 of 33 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03069 Y N N N N 07/29/2017 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 0 013,093 32,27,01 CITY SA WB EXTO I-5 SB C4 E (NONE) UNKNOWN N DRY REAR PRVTE E -W 000 00 N 10A 05 N DAY INJ CAR 01 DRVR NONE 29 F OR-Y 052,047,026 038 093 32,27,01 N 45 9 3.88 -122 52 52.45 014000100S00 (04) OR<25 02 NONE 0 STOP PRVTE E -W 011 013 00 CAR 01 DRVR INJC 21 M OR-Y 000 022 00 OR>25 03 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR NONE 36 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and WB EXTO I-5 SB C4, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 1 of 1 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 REAR-END 0 0 0 2 3 5 0 0 0 3 SIDESWIPE - OVERTAKING 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 1 3 4 0 0 0 2 2020 TOTAL 0 0 0 3 7 10 0 0 0 5 YEAR: 2019 REAR-END 0 0 0 2 0 2 0 0 0 2 TURNING MOVEMENTS 0 0 0 1 2 3 0 0 0 1 2019 TOTAL 0 0 0 3 2 5 0 0 0 3 YEAR: 2018 REAR-END 0 0 0 1 0 1 0 0 0 1 TURNING MOVEMENTS 0 0 0 3 2 5 0 0 0 3 2018 TOTAL 0 0 0 4 2 6 0 0 0 4 YEAR: 2017 REAR-END 0 0 0 1 1 2 0 0 0 1 TURNING MOVEMENTS 0 0 0 2 4 6 0 0 0 3 2017 TOTAL 0 0 0 3 5 8 0 0 0 4 YEAR: 2016 REAR-END 0 0 0 2 1 3 0 0 0 3 TURNING MOVEMENTS 0 0 0 2 1 3 0 0 0 4 2016 TOTAL 0 0 0 4 2 6 0 0 0 7 FINAL TOTAL 0 0 0 17 18 35 0 0 0 23 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2017 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2017 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2016 TURNING MOVEMENTS 0 0 1 1 0 2 0 0 1 1 2016 TOTAL 0 0 1 1 0 2 0 0 1 1 FINAL TOTAL 0 0 1 1 1 3 0 0 1 1 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY at NB EF HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 FIXED / OTHER OBJECT 0 0 0 1 0 1 0 0 0 2 2020 TOTAL 0 0 0 1 0 1 0 0 0 2 YEAR: 2018 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 2 2018 TOTAL 0 0 0 1 2 3 0 0 0 2 YEAR: 2017 REAR-END 0 0 0 1 0 1 0 0 0 3 SIDESWIPE - OVERTAKING 0 0 0 0 1 1 0 0 0 0 2017 TOTAL 0 0 0 1 1 2 0 0 0 3 FINAL TOTAL 0 0 0 3 3 6 0 0 0 7 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY and EB EXTO I-5 NB C3, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03383 N N N N N 11/08/2020 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR 01 NONE 9 13 CITY SU NB EX HILLS-SILV C1 UN TRF SIGNAL N DRY SS-O N/A UN-UN 000 00 N 7P 06 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.78 -122 52 45.78 014000100S00 UNK 02 NONE 9 N/A UN-UN 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03744 N N N 08/29/2016 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29 NONE MO NB EX HILLS-SILV C1 E TRF SIGNAL N DRY REAR N/A E -W 000 00 N 7A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.31 014000100S00 UNK 02 NONE 9 STOP N/A E -W 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03289 N N N N N 09/03/2018 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 093 07,27 CITY MO NB EX HILLS-SILV C1 E TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 12P 06 0 N DAY INJ CAR 01 DRVR NONE 16 F OR-Y 043,026,016 025 093 07,27 N 45 9 3.79 -122 52 45.74 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 45 F OR-Y 000 000 00 OR<25 01677 N N N N N 06/11/2020 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29,27 CITY TH NB EX HILLS-SILV C1 E UNKNOWN N DRY REAR N/A E -W 000 00 N 11A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.77 014000100S00 UNK 02 NONE 9 STOP N/A E -W 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 04493 N N N 10/23/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE MO NB EX HILLS-SILV C1 S TRF SIGNAL N DRY REAR PRVTE S -N 000 00 N 5P 06 1 N DAY INJ CAR 01 DRVR NONE 41 M OR-Y 026 000 29 N 45 9 3.79 -122 52 45.74 0001YM100S00 OR<25 02 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR INJC 49 M OR-Y 000 000 00 OR>25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 5 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01399 N N N 04/10/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29 NONE MO NB EX HILLS-SILV C1 S TRF SIGNAL N DRY REAR N/A S -N 000 00 N 4P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 0001YM100S00 UNK 02 NONE 9 STOP N/A S -N 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02120 N N N 06/14/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-OTHER 01 NONE 9 TURN-R 29 NONE TH NB EX HILLS-SILV C1 S TRF SIGNAL N DRY TURN N/A S -E 000 00 N 5P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 0001YM100S00 UNK 02 NONE 9 TURN-R N/A S -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02745 N N Y 09/10/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N SMOK S-1STOP 01 NONE 9 29 CITY TH NB EX HILLS-SILV C1 S TRF SIGNAL N DRY REAR N/A S -N 000 00 N 4A 06 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.78 -122 52 45.76 0001YM100S00 UNK 02 NONE 9 STOP N/A S -N 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01720 N N N 04/23/2016 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE SA NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 11A 06 1 N DAY INJ CAR 01 DRVR NONE 38 F OR-Y 026 000 29 N 45 9 3.79 -122 52 45.31 0001PZ100S00 OR>25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 57 F OR-Y 000 000 00 OR>25 02713 N N N N N 06/29/2016 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 07 CITY WE NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 1P 06 1 N DAY INJ CAR 01 DRVR NONE 39 F OR-Y 043,026 000 07 N 45 9 3.79 -122 52 45.31 0001PZ100S00 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 51 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 6 - 9 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 02 PSNG INJC 50 F 000 000 00 02078 N N N 06/03/2019 11 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE MO NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 2P 06 0 N DAY INJ CAR 01 DRVR NONE 38 M OR-Y 026 000 29 N 45 9 3.79 -122 52 45.75 0001YM100S00 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 65 F OR-Y 000 000 00 OR<25 02627 N N N 07/13/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE SA NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 7P 06 0 N DAY INJ CAR 01 DRVR NONE 24 M OR-Y 026 000 29 N 45 9 3.8 -122 52 45.73 0001YM100S00 OR>25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 51 F OR-Y 000 000 00 OR<25 01606 N N N N N 06/01/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 07,27 CITY MO NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 7P 06 0 N DAY INJ CAR 01 DRVR NONE 52 M OR-Y 043,026,016 038 07,27 N 45 9 3.76 -122 52 45.74 0001YM100S00 OR>25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 45 M OR-Y 000 000 00 OR<25 02278 N N N 08/02/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE SU NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR PRVTE SW-NE 000 00 N 4P 06 0 N DAY INJ CAR 01 DRVR NONE 37 F OR-Y 026 000 29 N 45 9 3.8 -122 52 45.76 0001YM100S00 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 26 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 02 PSNG INJC 24 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 10 - 14 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 00878 N N N 03/02/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29 NONE MO NB EX HILLS-SILV C1 SW TRF SIGNAL N DRY REAR N/A SW-NE 000 00 N 12P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.77 -122 52 45.76 0001YM100S00 UNK 02 NONE 9 STOP N/A SW-NE 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00066 N N N 01/04/2016 11 HILLSBORO-SILV HY INTER CROSS N N SNOW ANGL-OTH 01 NONE 0 04 NO RPT MO NB EX HILLS-SILV C1 CN TRF SIGNAL N SNO TURN PRVTE W -E 000 00 N 7P 04 1 N DLIT INJ CAR 01 DRVR NONE 41 F OR-Y 020 000 04 N 45 9 3.79 -122 52 45.31 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE SW-W 000 00 CAR 01 DRVR INJC 26 M OR-Y 000 000 00 OR<25 02 NONE 0 TURN-L PRVTE SW-W 000 00 CAR 02 PSNG INJC 28 F 000 000 00 00221 N N N 01/14/2016 11 HILLSBORO-SILV HY INTER CROSS N N RAIN S-OTHER 01 NONE 0 TURN-R 07 NO RPT TH NB EX HILLS-SILV C1 CN TRF SIGNAL N WET TURN PRVTE SW-E 000 00 N 2P 04 1 N DAY INJ CAR 01 DRVR NONE 24 F OR-Y 042 000 07 N 45 9 3.79 -122 52 45.31 014000100S00 OR<25 02 NONE 0 TURN-R PRVTE SW-E 000 00 CAR 01 DRVR INJC 33 F OR-Y 000 000 00 OR>25 02 NONE 0 TURN-R PRVTE SW-E 000 00 CAR 02 PSNG INJC 07 F 000 000 00 05749 N N N N N 12/27/2016 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 40,04 CITY TU NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A E -W 000 00 N 11A 02 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.31 014000100S00 UNK 02 NONE 9 TURN-L N/A S -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 15 - 18 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01974 N N N 05/21/2017 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-OTHER 01 NONE 0 TURN-R 08 NONE SU NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE SW-E 000 00 N 5P 04 0 N DAY INJ CAR 01 DRVR NONE 69 F OR-Y 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 OR>25 02 NONE 0 TURN-R PRVTE SW-E 000 00 CAR 01 DRVR INJC 20 M OR-Y 000 000 00 OR<25 02 NONE 0 TURN-R PRVTE SW-E 000 00 CAR 02 PSNG INJC 25 F 000 000 00 04046 N N N N N 09/27/2017 11 HILLSBORO-SILV HY INTER CROSS N N CLR ANGL-OTH 01 NONE 0 40,04 CITY WE NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 8A 04 1 N DAY INJ CAR 01 DRVR NONE 43 M OR-Y 040 026 40,04 N 45 9 3.79 -122 52 45.74 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE SW-W 000 00 CAR 01 DRVR INJC 39 F OR-Y 000 000 00 OR<25 00017 N N N 01/02/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N SNOW ANGL-OTH 01 NONE 9 TURN-L 04 NONE MO NB EX HILLS-SILV C1 CN TRF SIGNAL N SNO TURN N/A SW-W 000 00 N 6P 02 1 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03623 N N N N N 09/03/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR S-OTHER 01 NONE 9 TURN-L 08 CITY SU NB EX HILLS-SILV C1 CN L-GRN-SIG N DRY TURN N/A S -W 000 00 N 9A 01 0 N DAY PDO SEMI TOW 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 UNK 02 NONE 9 TURN-L N/A S -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05500 N N N N N 12/20/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 04,40 STATE WE NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A S -W 000 00 N 4P 02 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 9 CITY OF WOODBURN, MARION COUNTY 19 - 22 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05481 N N N 12/18/2017 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 04 NONE MO NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A S -W 000 00 N 5P 02 0 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01389 N N N 04/24/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N UNK ANGL-OTH 01 NONE 0 TURN-L 04 NO RPT TU NB EX HILLS-SILV C1 CN TRF SIGNAL N UNK TURN PRVTE S -W 000 00 N 4P 00 1 N DAY INJ CAR 01 DRVR INJC 23 F OR-Y 097 000 00 N 45 9 3.8 -122 52 45.75 014000100S00 OR<25 02 NONE 0 PRVTE UN-UN 000 00 CAR 01 DRVR NONE 00 Unk UNK 097 000 00 UNK 01879 N N N 05/30/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 TURN-L 04 NO RPT WE NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE S -W 000 00 N 1P 02 0 N DAY INJ CAR 01 DRVR INJC 53 F OR-Y 097 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR NONE 61 M OR-Y 097 000 00 OR<25 02875 N N N N N 08/04/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 04 CITY SA NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 7A 04 0 N DAY INJ CAR 01 DRVR INJC 79 F OR-Y 097 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 OR<25 02 NONE 0 TURN-R PRVTE S -E 000 00 CAR 01 DRVR NONE 21 F OR-Y 097 000 00 OR<25 03676 N N N N N 09/29/2018 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 04 CITY SA NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 7A 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.83 -122 52 45.75 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 11 CITY OF WOODBURN, MARION COUNTY 23 - 27 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 TURN-L N/A SW-W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01168 N N N N N 04/01/2019 11 HILLSBORO-SILV HY INTER 3-LEG N N CLD ANGL-OTH 01 NONE 0 04 CITY MO NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 4P 04 0 N DAY INJ CAR 01 DRVR NONE 55 M OR-Y 020 000 04 N 45 9 3.79 -122 52 45.74 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE SW-W 000 00 CAR 01 DRVR INJC 24 F OR-Y 000 000 00 OR<25 01103 N N N 03/27/2019 11 HILLSBORO-SILV HY INTER 5-LEG N N CLR ANGL-OTH 01 NONE 9 04 NO RPT WE NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A E -W 000 00 N 10A 02 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.8 -122 52 45.77 014000100S00 UNK 02 NONE 9 TURN-L N/A SW-W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03673 Y N N 09/22/2019 11 HILLSBORO-SILV HY INTER 5-LEG N N RAIN ANGL-OTH 01 NONE 9 30,04,27 CITY SU NB EX HILLS-SILV C1 CN TRF SIGNAL N WET TURN N/A W -E 000 00 N 9A 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.82 -122 52 45.75 014000100S00 UNK 02 NONE 9 TURN-L N/A S -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00916 N N N 03/06/2020 14 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 TURN-L 04 CITY FR NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN PRVTE S -W 000 00 N 11A 04 0 N DAY INJ CAR 01 DRVR INJC 20 F OR-Y 000 000 00 N 45 9 3.8 -122 52 45.74 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 47 F OR-Y 020 000 04 OR<25 00067 N N N 01/06/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 UNK 04 NONE MO NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A SW-UN 000 00 N 8A 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.8 -122 52 45.77 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 13 CITY OF WOODBURN, MARION COUNTY 28 - 32 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00297 N N N 01/25/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N RAIN ANGL-OTH 01 NONE 9 TURN-L 04,27 CITY SA NB EX HILLS-SILV C1 CN TRF SIGNAL N WET TURN N/A SW-W 000 00 N 8P 02 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.77 -122 52 45.75 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03084 N N N N N 10/12/2020 11 HILLSBORO-SILV HY INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 04,27 CITY MO NB EX HILLS-SILV C1 CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 12P 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.79 -122 52 45.74 014000100S00 UNK 02 NONE 9 TURN-L N/A SW-W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EX HILLS-SILV C1, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 15 CITY OF WOODBURN, MARION COUNTY 33 - 35 of 35 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02268 N N N 06/01/2016 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 NONE WE NB EF HILLS-SILV C2 CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 5A 02 1 N DAWN INJ CAR 01 DRVR INJB 46 M OR-Y 000 000 00 N 45 9 3.79 -122 52 45.31 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE W -NW 000 00 CAR 01 DRVR NONE 31 F OR-Y 028,004 000 02 OR<25 04679 N N N 10/23/2016 14 HILLSBORO-SILV HY INTER CROSS N N RAIN ANGL-OTH 01 NONE 0 TURN-R 04 CITY SU NB EF HILLS-SILV C2 CN TRF SIGNAL N WET TURN PRVTE SE-E 000 00 N 5A 04 1 N DLIT INJ CAR 01 DRVR INJC 27 M OR-Y 097 000 00 N 45 9 3.79 -122 52 45.31 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR NONE 61 F OR-Y 097 000 00 OR<25 00709 N N N N N 02/23/2017 14 HILLSBORO-SILV HY INTER 3-LEG N N CLD O-1 L-TURN 01 NONE 9 TURN-L 08,02 CITY TH NB EF HILLS-SILV C2 CN TRF SIGNAL N WET TURN N/A W -N 000 00 N 9P 02 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.74 -122 52 43.5 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at NB EF HILLS-SILV C2, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 3 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01972 N N N 05/21/2017 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 0 29 NO RPT SU EB EXTO I-5 NB C3 W (NONE) UNKNOWN N DRY REAR PRVTE W -E 000 00 N 8P 03 N DAY INJ CAR 01 DRVR NONE 40 M OR-Y 026 000 29 N 45 9 3.81 -122 52 49.47 014000100S00 (04) OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 22 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 02 PSNG INJC 42 F 000 000 00 02 NONE 0 STOP PRVTE W -E 011 00 CAR 03 PSNG INJC 18 F 000 000 00 00800 N N N N N 03/01/2017 14 HILLSBORO-SILV HY N N CLR 01 NONE 9 13 CITY WE EB EXTO I-5 NB C3 W (NONE) R-GRN-SIG N DRY SS-O N/A W -E 000 00 N 4A 03 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.81 -122 52 48.72 014000100S00 (06) UNK 02 NONE 9 N/A W -E 000 00 SEMI TOW 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01825 N N N 05/27/2018 14 HILLSBORO-SILV HY N N CLR S-1TURN 01 NONE 0 TURN-L 08 CITY SU EB EXTO I-5 NB C3 W (NONE) UNKNOWN N DRY TURN PRVTE E -S 000 00 N 12P 05 N DAY INJ CAR 01 DRVR NONE 37 M OTH-Y 008,006 000 08 N 45 9 3.81 -122 52 49.48 014000100S00 (04) N-RES 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 24 M OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 02 PSNG INJC 22 F 000 000 00 00160 Y N N N N 01/11/2020 11 EB EXTO I-5 NB C3 CURVE N Y CLD FIX OBJ 01 NONE 0 050 01 STATE SA HILLSBORO-SILV HY S (NONE) ONE-WAY N DRY FIX PRVTE N -S 000 050 00 Y 2P 05 N DAY INJ CAR 01 DRVR INJC 23 M OR-Y 047,079,081 000 01 N 45 9 3.26 -122 52 45.85 0140AG100S00 (01) OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EB EXTO I-5 NB C3, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 6 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01 NONE 0 PRVTE N -S 000 050 00 CAR 02 PSNG INJC 20 F 000 000 00 03252 N N N N N 08/31/2018 14 HILLSBORO-SILV HY BRIDGE N N CLD FIX OBJ 01 NONE 9 074 10 CITY FR EB EXTO I-5 NB C3 E (NONE) UNKNOWN N DRY FIX N/A E -W 000 00 N 7A 05 N DAY PDO SEMI TOW 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.8 -122 52 47.24 014000100S00 (04) UNK 00113 N N N N N 01/10/2018 11 EB EXTO I-5 NB C3 BRIDGE N N CLD 01 NONE 9 07,27 STATE WE HILLSBORO-SILV HY S (NONE) ONE-WAY N DRY REAR N/A N -S 000 00 N 4P 03 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 .32 -122 52 47.25 0140AG100S00 (01) UNK 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EB EXTO I-5 NB C3, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 4 - 6 of 6 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 ANGLE 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 2 0 2 0 0 0 3 TURNING MOVEMENTS 0 0 4 5 1 10 0 0 5 17 2020 TOTAL 0 0 4 7 2 13 0 0 5 20 YEAR: 2019 ANGLE 0 0 0 2 0 2 0 0 0 3 REAR-END 0 0 0 2 2 4 0 0 0 5 SIDESWIPE - OVERTAKING 0 0 0 3 0 3 0 0 0 5 TURNING MOVEMENTS 0 0 1 3 3 7 0 0 4 6 2019 TOTAL 0 0 1 10 5 16 0 0 4 19 YEAR: 2018 ANGLE 0 1 0 0 1 2 0 3 0 1 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 4 0 4 0 0 0 5 SIDESWIPE - OVERTAKING 0 0 0 1 1 2 0 0 0 1 TURNING MOVEMENTS 0 0 0 3 4 7 0 0 0 5 2018 TOTAL 0 1 0 8 7 16 0 3 0 12 YEAR: 2017 ANGLE 0 0 0 1 0 1 0 0 0 5 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 0 2 2 0 0 0 0 TURNING MOVEMENTS 0 0 1 5 5 11 0 0 1 7 2017 TOTAL 0 0 1 6 8 15 0 0 1 12 YEAR: 2016 ANGLE 0 0 0 0 1 1 0 0 0 0 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 2 1 3 0 0 0 2 OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES TURNING MOVEMENTS 0 0 2 4 2 8 0 0 5 6 2016 TOTAL 0 0 2 6 5 13 0 0 5 8 FINAL TOTAL 0 1 8 37 27 73 0 3 15 71 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 2 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05295 N N N N N 12/31/2019 14 EVERGREEN RD INTER CROSS N N RAIN ANGL-STP 01 NONE 0 092 26 CITY TU HILLSBORO-SILV HY N TRF SIGNAL N WET ANGL PRVTE E -W 007 092 26 N 5P 06 3 N DLIT INJ CAR 01 DRVR NONE 49 F OR-Y 026 000 092 26 N 45 9 3.52 -122 52 32.55 014000100S00 OR>25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 51 M OR-Y 000 000 00 OR<25 03633 N N N N N 09/04/2017 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 9 02 CITY MO HILLSBORO-SILV HY E TRF SIGNAL N DRY TURN N/A W -E 000 00 N 12P 04 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-R N/A S -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02333 N N N 06/29/2018 14 EVERGREEN RD INTER CROSS N N CLR 01 NONE 0 13 NONE FR HILLSBORO-SILV HY E TRF SIGNAL N DRY SS-O PRVTE E -W 000 00 N 6P 06 3 N DAY INJ CAR 01 DRVR INJC 25 M OR-Y 045 000 13 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR NONE 19 F OR-Y 000 000 00 OR<25 04800 N N N N N 12/01/2019 14 EVERGREEN RD INTER CROSS N N CLD S-1STOP 01 NONE 0 07 CITY SU HILLSBORO-SILV HY E TRF SIGNAL N WET REAR PRVTE E -W 000 00 N 7P 06 0 N DLIT INJ CAR 01 DRVR NONE 32 M OR-Y 043,026 000 07 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 24 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 02 PSNG INJC 23 F 000 000 00 02699 N N N N N 09/05/2020 14 EVERGREEN RD INTER CROSS N N CLR S-1STOP 01 NONE 0 013 29,40 CITY SA HILLSBORO-SILV HY E TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 6P 06 3 N DAY INJ CAR 01 DRVR NONE 39 M SUSP 026 026 29,40 N 45 9 3.53 -122 52 32.54 014000100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE E -W 011 013 00 CAR 01 DRVR NONE 57 F OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 30 F OR-Y 000 000 00 OR<25 03 NONE 0 STOP PRVTE E -W 011 00 CAR 02 PSNG INJC 37 M 000 000 00 03681 N N N 08/26/2016 17 EVERGREEN RD INTER CROSS N N CLR S-1STOP 01 NONE 0 27,29 CITY FR 0 HILLSBORO-SILV HY SE STOP SIGN N DRY REAR PRVTE SW-NE 000 00 N 8A 09 3 N DAY INJ CAR 01 DRVR NONE 29 F OR-Y 016,026 038 27,29 N 45 9 3.52 -122 52 32.54 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 43 F OR-Y 000 000 00 OR<25 00703 N N N N N 02/24/2017 17 EVERGREEN RD INTER CROSS N N CLD S-1STOP 01 NONE 9 29 CITY FR 0 HILLSBORO-SILV HY SE YIELD N WET REAR N/A SW-NE 000 00 N 2P 09 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 UNK 02 NONE 9 STOP N/A SW-NE 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02402 N N N 02/20/2016 17 EVERGREEN RD INTER CROSS N N UNK S-1STOP 01 NONE 9 29 NO RPT SA 0 HILLSBORO-SILV HY S TRF SIGNAL N UNK REAR N/A S -N 000 00 N 7P 06 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 UNK 02 NONE 9 STOP N/A S -N 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01901 N N N N N 05/18/2019 17 EVERGREEN RD INTER CROSS N N CLD S-1STOP 01 NONE 0 07 CITY SA 0 HILLSBORO-SILV HY SW STOP SIGN N DRY REAR PRVTE SW-NE 000 00 N 1P 09 3 N DAY INJ CAR 01 DRVR NONE 26 F OR-Y 043,026 000 07 N 45 9 3.54 -122 52 32.55 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 8 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 60 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 02 PSNG INJC 47 F 000 000 00 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 03 PSNG INJC 15 F 000 000 00 01903 N N N N N 06/30/2020 17 EVERGREEN RD INTER CROSS N N CLR S-1STOP 01 NONE 0 29 CITY TU 0 HILLSBORO-SILV HY SW STOP SIGN N DRY REAR PRVTE SW-NE 000 00 N 2P 09 3 N DAY INJ CAR 01 DRVR NONE 27 F OR-Y 026 000 29 N 45 9 3.5 -122 52 32.56 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 66 F OR-Y 000 000 00 OR<25 01019 N N N 03/11/2016 14 EVERGREEN RD INTER CROSS N N CLR S-1STOP 01 NONE 0 27,29 NO RPT FR HILLSBORO-SILV HY W TRF SIGNAL N DRY REAR PRVTE W -E 000 00 N 5A 06 3 N DLIT INJ CAR 01 DRVR NONE 27 M OR-Y 016,026 038 27,29 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 43 M OR-Y 000 000 00 OR<25 00267 N N N N N 01/24/2018 14 EVERGREEN RD INTER CROSS N Y RAIN FIX OBJ 01 NONE 9 TURN-L 050,055 08 CITY WE HILLSBORO-SILV HY W TRF SIGNAL N WET FIX N/A S -W 000 00 N 5A 05 3 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02760 N N N 07/21/2019 14 EVERGREEN RD INTER CROSS N N CLR S-1STOP 01 NONE 9 29 NONE SU HILLSBORO-SILV HY W TRF SIGNAL N DRY REAR N/A W -E 000 00 N 9A 06 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.56 -122 52 32.62 014000100S00 UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 9 - 13 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01283 N N N N N 03/28/2016 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 U-TURN 02 CITY MO HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -W 000 00 N 10P 02 3 N DLIT INJ CAR 01 DRVR INJC 22 F OR-Y 028 000 02 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR NONE 28 F OR-Y 000 000 00 OR<25 01323 N N N 03/30/2016 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 U-TURN 082 02 CITY WE HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -W 000 00 N 6P 02 3 N DUSK INJ CAR 01 DRVR INJC 65 M OR-Y 028,004 000 082 02 N 45 9 3.52 -122 52 32.54 014000100S00 OR>25 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 24 M OR-Y 000 000 00 OR<25 02837 N N N N N 07/07/2016 14 EVERGREEN RD INTER CROSS N N RAIN O-1 L-TURN 01 NONE 0 02 CITY TH HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN PRVTE E -W 000 00 N 1P 02 0 N DAY INJ CAR 01 DRVR NONE 40 F SUSP 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR>25 01 NONE 0 PRVTE E -W 000 00 CAR 02 PSNG INJC 18 F 000 000 00 02 NONE 0 TURN-L PRVTE W -N 000 00 CAR 01 DRVR NONE 32 M OR-Y 028,004 000 02 OR>25 02930 N N N Y 07/14/2016 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 013 02 CITY TH HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 12P 03 0 N DAY INJ CAR 01 DRVR INJB 34 F OR-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 013 00 CAR 01 DRVR INJB 24 M OR-Y 028,004 000 02 OR<25 03 NONE 0 STOP PRVTE S -N 012 00 CAR 01 DRVR INJC 24 M OTH-Y 000 000 00 N-RES Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 14 - 17 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05078 N N N N N 11/16/2016 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY WE HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 12P 03 0 N DAY INJ CAR 01 DRVR INJB 61 F OR-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJB 16 F OR-Y 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJB 11 F 000 000 00 00305 N N N 01/22/2016 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 CITY FR HILLSBORO-SILV HY CN N DRY TURN N/A E -W 000 00 N 3P 02 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-L N/A W -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 04720 N N N N N 10/26/2016 14 EVERGREEN RD INTER CROSS N N RAIN ANGL-OTH 01 NONE 9 04 CITY WE HILLSBORO-SILV HY CN TRF SIGNAL N WET ANGL N/A E -W 000 00 N 7P 02 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05006 N N N N N 11/11/2016 14 EVERGREEN RD INTER CROSS N N RAIN O-1 L-TURN 01 NONE 9 TURN-L 02 CITY FR HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN N/A E -S 000 00 N 10P 03 3 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00034 N N N N N 01/03/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 10P 02 3 N DLIT INJ CAR 01 DRVR INJC 43 M OR-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 9 CITY OF WOODBURN, MARION COUNTY 18 - 21 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 TURN-L PRVTE W -N 000 00 CAR 01 DRVR INJC 36 F OR-Y 028,004 000 02 OR<25 00385 N N N 01/31/2017 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 013 04 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY ANGL PRVTE W -E 000 00 N 2P 03 3 N DAY INJ CAR 01 DRVR INJC 23 F OR-Y 020 000 04 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG NO<5 02 F 000 000 00 01 NONE 0 PRVTE W -E 000 00 CAR 03 PSNG NO<5 01 F 000 000 00 02 NONE 0 PRVTE N -S 000 013 00 CAR 01 DRVR NONE 39 M OR-Y 000 022 00 OR<25 02 NONE 0 PRVTE N -S 000 013 00 CAR 02 PSNG INJC 20 M 000 000 00 02 NONE 0 PRVTE N -S 000 013 00 CAR 03 PSNG INJC 39 F 000 000 00 03 NONE 0 STOP PRVTE S -N 012 013 00 CAR 01 DRVR NONE 60 F OR-Y 000 022 00 OR<25 04 NONE 0 STOP PRVTE S -N 012 00 CAR 01 DRVR INJC 36 F OR-Y 000 000 00 OR<25 04 NONE 0 STOP PRVTE S -N 012 00 CAR 02 PSNG INJC 15 M 000 000 00 02923 N N N N N 07/20/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 04 CITY TH HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 2P 03 3 N DAY INJ CAR 01 DRVR INJC 25 F OTH-Y 020 000 04 N 45 9 3.52 -122 52 32.54 014000100S00 N-RES 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 22 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 11 CITY OF WOODBURN, MARION COUNTY 22 - 23 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 73 M OTH-Y 000 000 00 N-RES 03299 N N N N N 08/15/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 04 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 3P 03 3 N DAY INJ CAR 01 DRVR NONE 17 M OR-Y 097 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 51 M OR-Y 097 000 00 OR<25 03425 N N N 08/22/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 6A 03 3 N DAWN INJ CAR 01 DRVR INJC 53 M OR-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 46 M OR-Y 028,004 000 02 OR<25 03973 N N N 09/23/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 02 CITY SA HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 1P 03 3 N DAY INJ CAR 01 DRVR NONE 27 F OR-Y 028,004 000 02 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 01 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG NO<5 01 F 000 000 00 01 NONE 0 TURN-L PRVTE E -S 000 00 CAR 03 PSNG NO<5 03 F 000 000 00 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR NONE 52 F OTH-Y 000 000 00 N-RES 02 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJB 12 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 13 CITY OF WOODBURN, MARION COUNTY 24 - 27 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05357 N N N N N 12/10/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 04 CITY SU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 6A 03 3 N DAWN INJ CAR 01 DRVR NONE 37 F OR-Y 020 000 04 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 17 F OR-Y 000 000 00 OR<25 01864 N N N N N 05/13/2017 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 9 02 CITY SA HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN N/A W -E 000 00 N 7P 03 3 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01895 N N N N N 05/15/2017 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 9 U-TURN 02 CITY MO HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN N/A W -W 000 00 N 10A 02 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03737 N N N N N 09/10/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 CITY SU HILLSBORO-SILV HY CN N DRY TURN N/A E -W 000 00 N 7P 02 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-L N/A W -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05408 N N N N N 12/13/2017 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 TURN-L 087 02 CITY WE HILLSBORO-SILV HY CN N DRY TURN N/A E -S 000 00 N 12P 03 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 15 CITY OF WOODBURN, MARION COUNTY 28 - 32 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 00161 N N N 01/15/2018 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 U-TURN 02 NONE MO HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE UN-UN 000 00 N 5P 00 3 N DUSK INJ CAR 01 DRVR NONE 30 F OR-Y 028 000 02 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 PRVTE UN-UN 000 00 CAR 01 DRVR INJC 70 F OR-Y 000 000 00 OR<25 00422 N N N N N 02/05/2018 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 013 04 CITY MO HILLSBORO-SILV HY CN TRF SIGNAL N DRY ANGL PRVTE W -E 000 00 N 8A 03 3 N DAY INJ CAR 01 DRVR INJA 76 F OR-Y 020 000 04 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJA 48 M 000 000 00 01 NONE 0 PRVTE W -E 000 00 CAR 03 PSNG INJA 08 F 000 000 00 02 NONE 0 PRVTE N -S 000 013 00 CAR 01 DRVR INJC 47 F OR-Y 000 022 00 OR<25 03 NONE 0 PRVTE UN-UN 000 013 00 CAR 01 DRVR NONE 48 M OR-Y 000 022 00 OR<25 04 NONE 0 PRVTE UN-UN 000 013 00 CAR 01 DRVR NONE 66 M OR-Y 000 022 00 OR>25 05 NONE 0 PRVTE UN-UN 000 00 CAR 01 DRVR NONE 16 M OR-Y 000 000 00 OR<25 00833 N N N N N 03/11/2018 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 U-TURN 02 CITY SU HILLSBORO-SILV HY CN N DRY TURN PRVTE W -W 000 00 N 1P 02 3 N DAY INJ CAR 01 DRVR NONE 69 M OTH-Y 028 000 02 N 45 9 3.52 -122 52 32.54 014000100S00 N-RES 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 30 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 17 CITY OF WOODBURN, MARION COUNTY 33 - 34 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 PRVTE E -W 000 00 CAR 02 PSNG INJC 25 F 000 000 00 04885 N N N N N 12/19/2018 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 02 CITY WE HILLSBORO-SILV HY CN N DRY TURN PRVTE W -E 000 00 N 12P 03 3 N DAY INJ CAR 01 DRVR NONE 55 F OTH-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 N-RES 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 56 F OR-Y 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJC 37 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 03 PSNG INJC 35 F 000 000 00 00907 Y N N 03/09/2018 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 9 04,01 NONE FR HILLSBORO-SILV HY CN TRF SIGNAL N DRY ANGL N/A UN-UN 000 00 N 10P 01 3 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A UN-UN 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01628 N N N 05/02/2018 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 NONE WE HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 12P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02092 N N N 06/12/2018 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 04 NO RPT TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN N/A E -W 000 00 N 8A 02 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 19 CITY OF WOODBURN, MARION COUNTY 35 - 38 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 TURN-L N/A W -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03460 N N N 09/14/2018 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 TURN-L 02 CITY FR HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN N/A E -S 000 00 N 1P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.55 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05016 N N N N N 12/29/2018 14 EVERGREEN RD INTER CROSS N N RAIN O-1 L-TURN 01 NONE 9 02 CITY SA HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN N/A W -E 000 00 N 5P 03 3 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00885 N N N 03/09/2019 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY SA HILLSBORO-SILV HY CN N DRY TURN RENTL W -E 000 00 N 12P 03 3 N DAY INJ CAR 01 DRVR INJC 23 M OR-Y 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR>25 01 NONE 0 RENTL W -E 000 00 CAR 02 PSNG INJC 22 F 000 000 00 01 NONE 0 RENTL W -E 000 00 CAR 03 PSNG INJC 48 F 000 000 00 01 NONE 0 RENTL W -E 000 00 CAR 04 PSNG INJC 50 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 30 M NONE 028,004 000 02 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 21 CITY OF WOODBURN, MARION COUNTY 39 - 42 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01701 N N N 05/03/2019 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 04 NONE FR HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 10P 01 3 N DLIT INJ CAR 01 DRVR INJC 22 F OTH-Y 097 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 01 DRVR NONE 21 F OR-Y 097 000 00 OR<25 03230 N N N N N 08/24/2019 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY SA HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 6A 03 3 N DAY INJ CAR 01 DRVR INJB 44 M OTH-Y 000 000 00 N 45 9 3.55 -122 52 32.56 014000100S00 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJB 56 M 000 000 00 01 NONE 0 PRVTE W -E 000 00 CAR 03 PSNG INJB 08 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJB 61 M OR-Y 028,004 000 02 OR<25 03374 N N N N N 09/03/2019 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 001 04 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY ANGL PRVTE E -W 000 00 N 7P 01 3 N DAY INJ 01 DRVR INJC 39 M SUSP 020 000 001 04 N 45 9 3.53 -122 52 32.56 014000100S00 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR NONE 36 M OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 02 PSNG INJC 38 F 000 000 00 03455 N N N N N 09/09/2019 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 TURN-L 02 CITY MO HILLSBORO-SILV HY CN N WET TURN PRVTE E -S 000 00 N 7A 03 3 N DAY INJ CAR 01 DRVR NONE 19 M OR-Y 028,004 000 02 N 45 9 3.53 -122 52 32.54 014000100S00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 23 CITY OF WOODBURN, MARION COUNTY 43 - 45 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 53 M OR-Y 000 000 00 OR>25 01667 N N N 05/05/2019 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 CITY SU HILLSBORO-SILV HY CN N DRY TURN N/A W -E 000 00 N 3P 03 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.53 -122 52 32.56 014000100S00 UNK 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01890 N N N 05/20/2019 14 EVERGREEN RD INTER CROSS N N UNK O-1 L-TURN 01 NONE 9 TURN-L 02 NONE MO HILLSBORO-SILV HY CN TRF SIGNAL N UNK TURN N/A UN-UN 000 00 N UNK 01 3 N UNK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.52 -122 52 32.54 014000100S00 UNK 02 NONE 9 N/A UN-UN 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00512 N N N N N 02/05/2020 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 TURN-L 02 CITY WE HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 9P 03 0 N DARK INJ CAR 01 DRVR INJC 48 F OR-Y 028,004 000 02 N 45 9 3.52 -122 52 32.55 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 30 F OR-Y 000 000 00 OR>25 00759 N N N N N 02/23/2020 14 EVERGREEN RD INTER CROSS N N CLD O-1 L-TURN 01 NONE 0 TURN-L 02 CITY SU HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN PRVTE E -S 000 00 N 3P 03 3 N DAY INJ CAR 01 DRVR NONE 40 F OR-Y 028,004 000 02 N 45 9 3.51 -122 52 32.57 014000100S00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 53 M OR-Y 000 000 00 OR>25 02 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJB 50 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 25 CITY OF WOODBURN, MARION COUNTY 46 - 50 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01425 N N N N N 05/14/2020 14 EVERGREEN RD INTER CROSS N N RAIN O-1 L-TURN 01 NONE 0 02 CITY TH HILLSBORO-SILV HY CN TRF SIGNAL N WET TURN PRVTE W -E 000 00 N 9P 03 3 N DLIT INJ CAR 01 DRVR INJB 19 M OR-Y 000 000 00 N 45 9 3.5 -122 52 32.53 014000100S00 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 31 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJC 42 M OR-Y 028,004 000 02 OR<25 02049 N N N N N 07/14/2020 14 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 TURN-L 04 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN RENTL E -S 000 00 N 9A 02 3 N DAY INJ CAR 01 DRVR NONE 56 F OR-Y 020 000 04 N 45 9 3.52 -122 52 32.54 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE S -W 000 00 CAR 01 DRVR INJC 47 F OR-Y 000 000 00 OR<25 02120 N N N N N 07/21/2020 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 082 02 CITY TU HILLSBORO-SILV HY CN N DRY TURN PRVTE W -E 000 00 N 11A 03 3 N DAY INJ CAR 01 DRVR INJC 53 M OR-Y 000 000 00 N 45 9 3.53 -122 52 32.54 014000100S00 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 47 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR INJC 49 M OR-Y 028,004 000 082 02 OR<25 03013 N N N N N 10/05/2020 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY MO HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE E -W 000 00 N 5P 02 3 N DAY INJ CAR 01 DRVR INJB 26 M OR-Y 000 000 00 N 45 9 3.54 -122 52 32.53 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE W -N 000 00 CAR 01 DRVR INJC 31 M OTH-Y 028,004 000 02 N-RES Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 27 CITY OF WOODBURN, MARION COUNTY 51 - 54 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03610 N N N N N 11/29/2020 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 UNKN 0 TURN-L 02 CITY SU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN UNKN W -N 000 00 N 6P 02 3 N DLIT INJ CAR 01 DRVR NONE 00 Unk UNK 028,004 000 02 N 45 9 3.54 -122 52 32.55 014000100S00 UNK 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 29 F OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE E -W 000 00 CAR 02 PSNG INJC 17 F 000 000 00 02 NONE 0 PRVTE E -W 000 00 CAR 03 PSNG INJC 03 F 000 000 00 02 NONE 0 PRVTE E -W 000 00 CAR 04 PSNG INJC 01 F 000 000 00 03629 N N N N N 12/01/2020 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 02 CITY TU HILLSBORO-SILV HY CN TRF SIGNAL N DRY TURN PRVTE W -E 000 00 N 3P 03 3 N DAY INJ CAR 01 DRVR INJC 51 M OR-Y 000 000 00 N 45 9 3.52 -122 52 32.55 014000100S00 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 19 F NONE 028,004 000 02 OR<25 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 02 PSNG INJB 14 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 03 PSNG INJB 16 F 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 04 PSNG INJC 02 F 000 000 00 01670 N N N 06/08/2020 14 EVERGREEN RD INTER CROSS N N RAIN ANGL-OTH 01 NONE 9 04 NO RPT MO HILLSBORO-SILV HY CN TRF SIGNAL N WET ANGL N/A W -E 000 00 N 6P 04 3 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.53 -122 52 32.57 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 29 CITY OF WOODBURN, MARION COUNTY 55 - 56 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01601 N N N N N 05/27/2020 14 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 100 02 CITY WE HILLSBORO-SILV HY CN N DRY TURN PRVTE W -N 000 00 N 12P 02 3 N DAY INJ CAR 01 DRVR NONE 33 F NONE 028,004 000 02 N 45 9 3.52 -122 52 32.56 014000100S00 OR<25 02 NONE 0 PRVTE E -W 000 100 00 CAR 01 DRVR INJC 67 F OR-Y 000 000 00 OR<25 00699 N N N N N 02/13/2017 17 EVERGREEN RD ALLEY N Y RAIN FIX OBJ 01 NONE 9 TURN-L 040 08 CITY MO 129 HILLSBORO-SILV HY S (NONE) UNKNOWN N WET FIX N/A E -S 018 00 Y 11P 07 N DLIT PDO SEMI TOW 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 2.01 -122 52 32.55 (02) UNK 00837 N N N N N 02/27/2020 17 EVERGREEN RD ALLEY N N CLR ANGL-OTH 01 NONE 9 TURN-L 02 CITY TH 182 HILLSBORO-SILV HY S (NONE) UNKNOWN N DRY TURN N/A W -N 018 00 N 9A 08 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 1.41 -122 52 32.58 (02) UNK 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05098 N N N N N 11/17/2016 17 EVERGREEN RD ALLEY N N CLR S-1TURN 01 NONE 0 U-TURN 08,02 CITY TH 336 HILLSBORO-SILV HY S (NONE) UNKNOWN N DRY TURN PRVTE N -N 000 00 N 2P 07 N DAY INJ CAR 01 DRVR NONE 35 F SUSP 008,028 000 08,02 N 45 8 59.89 -122 52 32.57 (02) OR>25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 33 F OR-Y 000 000 00 OR<25 00815 N N N 03/09/2018 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 0 29 NO RPT FR EVERGREEN RD E UNKNOWN N DRY REAR PRVTE E -W 000 00 N 7P 06 N DLIT INJ CAR 01 DRVR NONE 18 F OR-Y 026 000 29 N 45 9 3.49 -122 52 30.4 014000100S00 (04) OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 39 M OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 31 CITY OF WOODBURN, MARION COUNTY 57 - 62 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01721 N N N N N 05/20/2018 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 0 07 CITY SU EVERGREEN RD E (NONE) UNKNOWN N DRY REAR PRVTE E -W 000 00 N 4P 00 N DAY INJ CAR 01 DRVR NONE 34 M OR-Y 043,026 000 07 N 45 9 3.48 -122 52 30.37 014000100S00 (04) OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 43 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 02 PSNG INJC 39 F 000 000 00 04580 N N N 08/19/2019 14 HILLSBORO-SILV HY N N UNK ANGL-OTH 01 NONE 9 TURN-R 02 NO RPT MO EVERGREEN RD E (NONE) UNKNOWN N UNK TURN N/A S -E 018 00 N 1P 00 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.47 -122 52 29.66 014000100S00 (04) UNK 02 NONE 9 N/A W -E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02581 N N N 07/08/2019 17 EVERGREEN RD Y N CLR 01 NONE 0 13 NONE MO 77 HILLSBORO-SILV HY S (NONE) L-GRN-SIG N DRY SS-O RENTL S -N 000 00 N 12P 08 N DAY INJ CAR 01 DRVR NONE 25 F OTH-Y 045 000 13 N 45 9 2.49 -122 52 32.58 (03) N-RES 02 NONE 0 PRVTE S -N 000 00 CAR 01 DRVR INJC 74 F OR-Y 000 000 00 OR<25 02822 N N N N N 07/06/2016 17 EVERGREEN RD N Y CLR FIX OBJ 01 NONE 9 040,055 27 CITY WE 246 HILLSBORO-SILV HY S (NONE) TRF SIGNAL N DRY FIX N/A N -S 000 00 Y 5P 05 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 .83 -122 52 32.56 (02) UNK 01392 N N N N N 04/15/2019 17 EVERGREEN RD N N CLR 01 NONE 0 13 CITY MO 333 HILLSBORO-SILV HY S (NONE) L-GRN-SIG N DRY SS-O PRVTE S -N 000 00 N 7A 08 N DAY INJ CAR 01 DRVR INJC 68 M OR-Y 000 000 00 N 45 8 59.93 -122 52 32.57 (03) OR>25 02 NONE 0 PRVTE S -N 000 00 CAR 01 DRVR INJC 41 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 33 CITY OF WOODBURN, MARION COUNTY 63 - 67 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05495 N N N 12/20/2017 14 HILLSBORO-SILV HY N N CLR S-1STOP 01 NONE 9 29 NONE WE EVERGREEN RD W (NONE) UNKNOWN N DRY REAR N/A E -W 000 00 N 9P 00 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.56 -122 52 34.39 014000100S00 (04) UNK 02 NONE 9 STOP N/A E -W 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00430 N N N N N 02/05/2018 14 HILLSBORO-SILV HY N N CLR S-1STOP 01 NONE 0 013 07,27 CITY MO EVERGREEN RD W (NONE) UNKNOWN N DRY REAR PRVTE E -W 000 00 N 6A 00 N DLIT INJ CAR 01 DRVR NONE 51 M OR-Y 043,016,026 038 07,27 N 45 9 3.56 -122 52 34.39 014000100S00 (04) OR<25 02 NONE 0 STOP PRVTE E -W 011 013 00 CAR 01 DRVR INJC 27 M OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR NONE 40 F OR-Y 000 000 00 OR<25 04070 N N N 10/27/2018 14 HILLSBORO-SILV HY N N RAIN S-1STOP 01 NONE 0 29 NO RPT SA EVERGREEN RD W (NONE) UNKNOWN N WET REAR PRVTE E -W 000 00 N 7P 06 N DLIT INJ CAR 01 DRVR INJC 19 M OTH-Y 026 000 29 N 45 9 3.58 -122 52 35.32 014000100S00 (04) N-RES 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR NONE 34 M OR-Y 000 000 00 OR>25 01508 N N N 05/03/2018 14 HILLSBORO-SILV HY N N CLR 01 NONE 9 13 NONE TH EVERGREEN RD W (NONE) UNKNOWN N DRY SS-O N/A E -W 000 00 N 2P 06 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.57 -122 52 34.39 014000100S00 (04) UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05189 N N N 12/23/2019 14 HILLSBORO-SILV HY N N RAIN 01 NONE 0 13 NONE MO EVERGREEN RD W (NONE) R-GRN-SIG N WET SS-O PRVTE W -E 000 00 N 5P 03 N DLIT INJ CAR 01 DRVR NONE 78 M OR-Y 045 000 13 N 45 9 3.55 -122 52 34.41 014000100S00 (05) OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 35 CITY OF WOODBURN, MARION COUNTY 68 - 71 of 73 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 35 F OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 27 F 000 000 00 01928 N N N N N 05/23/2019 14 HILLSBORO-SILV HY N N CLR S-1STOP 01 NONE 9 07 CITY TH EVERGREEN RD W (NONE) UNKNOWN N DRY REAR N/A E -W 000 00 N 4P 00 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 9 3.57 -122 52 35.34 014000100S00 (04) UNK 02 NONE 9 STOP N/A E -W 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and EVERGREEN RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 37 CITY OF WOODBURN, MARION COUNTY 72 - 73 of 73 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 REAR-END 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 1 2020 TOTAL 0 0 0 1 1 2 0 0 0 1 YEAR: 2019 REAR-END 0 0 1 1 1 3 0 0 1 2 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2019 TOTAL 0 0 1 1 2 4 0 0 1 2 YEAR: 2018 PEDESTRIAN 0 0 1 0 0 1 0 0 1 0 REAR-END 0 0 0 1 1 2 0 0 0 1 SIDESWIPE - OVERTAKING 0 0 0 1 0 1 0 0 0 1 2018 TOTAL 0 0 1 2 1 4 0 0 1 2 YEAR: 2017 REAR-END 0 0 0 0 2 2 0 0 0 0 2017 TOTAL 0 0 0 0 2 2 0 0 0 0 YEAR: 2016 REAR-END 0 0 0 2 3 5 0 0 0 3 2016 TOTAL 0 0 0 2 3 5 0 0 0 3 FINAL TOTAL 0 0 2 6 9 17 0 0 2 8 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2017 REAR-END 0 0 0 2 0 2 0 0 0 3 2017 TOTAL 0 0 0 2 0 2 0 0 0 3 YEAR: 2016 REAR-END 0 0 1 0 0 1 0 0 1 1 2016 TOTAL 0 0 1 0 0 1 0 0 1 1 FINAL TOTAL 0 0 1 2 0 3 0 0 1 4 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE HILLSBORO-SILV HY at BOONES FERRY RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04005 N N N 10/22/2018 14 HILLSBORO-SILV HY INTER CROSS N N FOG PED 01 NONE 0 TURN-R 40,02 CITY MO SETTLEMIER AVE S TRF SIGNAL N DRY PED PRVTE W -S 000 00 N 7A 05 0 N DAWN INJ CAR 01 DRVR NONE 54 F OR-Y 029 000 40,02 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 - 01 PED INJB 16 M I XWLK 000 000 00 W E 00353 N N N 01/25/2016 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE MO 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR PRVTE S -N 000 00 N 7A 06 0 N DAY INJ CAR 01 DRVR NONE 29 F OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR INJC 64 F OR-Y 000 000 00 OR<25 02475 N N N 06/22/2017 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 9 29 NO RPT TH 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR N/A S -N 000 00 N 12P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.04 -122 51 34.65 UNK 02 NONE 9 STOP N/A S -N 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02575 N N N N N 07/16/2018 16 HILLSBORO-SILV HY INTER CROSS N N CLR S-1STOP 01 NONE 0 013 17 CITY MO 0 SETTLEMIER AVE S TRF SIGNAL N DRY REAR PRVTE S -N 000 00 N 11A 06 0 N DAY INJ CAR 01 DRVR INJC 18 F OR-Y 026 028 17 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE S -N 011 013 00 CAR 01 DRVR NONE 72 M OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR NONE 69 M OR-Y 000 000 00 OR<25 00630 N N N 02/18/2019 14 HILLSBORO-SILV HY INTER CROSS N N CLR O-1 L-TURN 01 NONE 9 02 NONE MO SETTLEMIER AVE CN TRF SIGNAL N DRY TURN N/A W -E 000 00 N 1P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.02 -122 51 34.64 014000100S00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 17 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 TURN-L N/A E -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02214 N N N 07/28/2020 14 HILLSBORO-SILV HY ALLEY N N CLR ANGL-OTH 01 UNKN 0 TURN-L 02 NO RPT TU SETTLEMIER AVE W (NONE) UNKNOWN N DRY TURN UNKN S -W 018 00 N 2P 03 N DAY INJ UNKNOWN 01 DRVR NONE 00 Unk UNK 028 000 02 N 45 8 58.36 -122 51 38.21 014000100S00 (02) UNK 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR INJC 20 F OR-Y 000 000 00 OR<25 02478 N N N 06/13/2016 14 HILLSBORO-SILV HY N N CLR S-1STOP 01 NONE 9 29 NONE MO SETTLEMIER AVE E (NONE) UNKNOWN N DRY REAR N/A W -E 000 00 N 10A 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 57.94 -122 51 33.12 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05284 N N N 11/29/2016 14 HILLSBORO-SILV HY N N RAIN S-1STOP 01 NONE 9 29 NONE TU SETTLEMIER AVE E (NONE) UNKNOWN N WET REAR N/A W -E 000 00 N 4P 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.3 -122 51 27.05 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 02106 N N N Y 06/13/2018 14 HILLSBORO-SILV HY N N CLR 01 NONE 0 06 CITY WE SETTLEMIER AVE E (NONE) UNKNOWN N DRY SS-O PRVTE W -E 000 00 N 1P 03 N DAY INJ CAR 01 DRVR INJC 19 M OR-Y 036 000 06 N 45 8 57.94 -122 51 33.12 014000100S00 (02) OR<25 02 NONE 0 PRVTE W -E 000 00 CAR 01 DRVR NONE 53 M OR-Y 000 000 00 OR<25 01559 N N N N N 04/21/2017 16 SETTLEMIER AVE N N CLR 01 NONE 9 32,07 CITY FR 62 HILLSBORO-SILV HY S (NONE) UNKNOWN N DRY REAR N/A N -S 000 00 N 5P 07 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 57 -122 51 35.03 (02) UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 5 - 9 of 17 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05638 N N N 12/19/2016 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 0 29 NONE MO SETTLEMIER AVE W (NONE) UNKNOWN N ICE REAR PRVTE W -E 000 00 N 5P 03 N DUSK INJ CAR 01 DRVR NONE 37 F OR-Y 026 000 29 N 45 8 58.27 -122 51 37.5 014000100S00 (02) OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 22 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 02 PSNG INJC 23 M 000 000 00 04482 N N N 10/12/2016 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 9 29 NONE WE SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR N/A W -E 000 00 N UNK 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.27 -122 51 37.5 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01441 N N N 04/28/2018 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 9 29 NONE SA SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR N/A W -E 000 00 N 1P 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.22 -122 51 36.78 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00961 N N N 03/15/2019 14 HILLSBORO-SILV HY Y N CLR 01 NONE 0 29 NONE FR SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR PRVTE W -E 000 00 N 2P 03 N DAY INJ CAR 01 DRVR NONE 20 M OR-Y 026 000 29 N 45 8 58.21 -122 51 36.83 014000100S00 (02) OR>25 02 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR INJC 39 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 5 CITY OF WOODBURN, MARION COUNTY 10 - 14 of 17 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01537 N N N 04/26/2019 14 HILLSBORO-SILV HY N N CLR S-1STOP 01 NONE 0 013 29 NONE FR SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR PRVTE W -E 000 00 N 11A 03 N DAY INJ CAR 01 DRVR NONE 27 M OR-Y 026 000 29 N 45 8 58.21 -122 51 36.8 014000100S00 (02) OR<25 02 NONE 0 STOP PRVTE W -E 011 013 00 CAR 01 DRVR INJB 21 F OR-Y 000 022 00 OR<25 02 NONE 0 STOP PRVTE W -E 011 013 00 CAR 02 PSNG INJC 21 F 000 000 00 03 NONE 0 STOP PRVTE W -E 011 00 CAR 01 DRVR NONE 30 F OR-Y 000 000 00 OR>25 01970 N N N 05/27/2019 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 9 27,29 NONE MO SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR N/A W -E 000 00 N 1P 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.25 -122 51 37.5 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03263 N N N 10/15/2020 14 HILLSBORO-SILV HY Y N CLR S-1STOP 01 NONE 9 29 NONE TH SETTLEMIER AVE W (NONE) UNKNOWN N DRY REAR N/A W -E 000 00 N 4P 03 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 58.2 -122 51 36.81 014000100S00 (02) UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 7 CITY OF WOODBURN, MARION COUNTY 15 - 17 of 17 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05006 N N N N N 11/20/2017 16 BOONES FERRY RD INTER CROSS N N CLD S-1STOP 01 NONE 0 29 CITY MO 0 HILLSBORO-SILV HY N TRF SIGNAL N WET REAR PRVTE N -S 000 00 N 7P 06 0 N DLIT INJ CAR 01 DRVR NONE 16 M OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 01 DRVR INJC 20 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE N -S 011 00 CAR 02 PSNG INJC 20 M 000 000 00 03636 N N N 08/23/2016 14 BOONES FERRY RD INTER CROSS N N CLR S-1STOP 01 NONE 0 087 29 CITY TU HILLSBORO-SILV HY E TRF SIGNAL N DRY REAR PRVTE E -W 000 087 00 N 7P 06 0 N DAY INJ CAR 01 DRVR INJB 18 F OR-Y 026 026 29 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 087 00 CAR 01 DRVR INJC 43 F OR-Y 000 000 00 OR<25 05015 N N N 11/21/2017 14 BOONES FERRY RD INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE TU HILLSBORO-SILV HY E TRF SIGNAL N DRY REAR PRVTE E -W 000 00 N 2P 06 0 N DAY INJ CAR 01 DRVR NONE 22 M OR-Y 026 000 29 N 45 8 58.04 -122 51 34.65 014000100S00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 70 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING HILLSBORO-SILV HY at BOONES FERRY RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 3 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 REAR-END 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 0 2 2 0 0 0 0 2020 TOTAL 0 0 0 0 3 3 0 0 0 0 YEAR: 2019 REAR-END 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 1 1 0 2 0 0 1 1 2019 TOTAL 0 0 1 1 1 3 0 0 1 1 YEAR: 2018 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2018 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2017 PEDESTRIAN 0 0 0 1 0 1 0 0 0 1 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 1 2017 TOTAL 0 0 0 2 0 2 0 0 0 2 YEAR: 2016 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2016 TOTAL 0 0 0 0 1 1 0 0 0 0 FINAL TOTAL 0 0 1 3 6 10 0 0 1 3 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE EVERGREEN RD and STACY ALLISON WAY, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 05447 N N N 12/15/2017 17 EVERGREEN RD INTER 3-LEG N N CLR PED 01 NONE 0 TURN-L 02 CITY FR 0 STACY ALLISON WAY N TRF SIGNAL N DRY PED PRVTE W -N 000 00 N 1P 05 0 N DAY INJ CAR 01 DRVR NONE 65 M OR-Y 029 000 02 N 45 8 56.05 -122 52 32.61 OR<25 - 01 PED INJC 69 M I XWLK 000 000 00 UN UN 04951 N N N 12/11/2019 17 EVERGREEN RD INTER 3-LEG N N RAIN S-1STOP 01 NONE 9 29 NONE WE 0 STACY ALLISON WAY S STOP SIGN N WET REAR N/A S -N 000 00 N 6P 06 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 STOP N/A S -N 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03643 N N N 12/03/2020 19 EVERGREEN RD INTER 3-LEG N Y CLD PRKD MV 01 NONE 9 U-TURN 08 CITY TH 0 STACY ALLISON WAY W TRF SIGNAL N DRY TURN N/A S -S 000 00 N 4P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.62 UNK 02 NONE 9 PRKD-P N/A UN-UN 009 00 CAR 00547 N N N N N 02/07/2016 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 02 CITY SU 0 STACY ALLISON WAY CN STOP SIGN N DRY TURN N/A W -N 000 00 N 5P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01192 N N N 04/08/2018 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 04 NONE SU 0 STACY ALLISON WAY CN TRF SIGNAL N DRY TURN N/A N -S 000 00 N 2P 03 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.05 -122 52 32.61 UNK 02 NONE 9 TURN-L N/A W -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING EVERGREEN RD and STACY ALLISON WAY, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 5 of 10 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01829 N N N 05/15/2019 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 UNKN 0 TURN-L 02 NONE WE 0 STACY ALLISON WAY CN STOP SIGN N UNK TURN UNKN W -N 000 00 N 9P 04 0 N DLIT INJ UNKNOWN 01 DRVR NONE 00 M UNK 028 000 02 N 45 8 56.06 -122 52 32.61 UNK 02 NONE 0 PRVTE S -N 000 00 CAR 01 DRVR INJC 40 F OR-Y 000 000 00 OR<25 02380 N N N 06/24/2019 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 TURN-L 02 CITY MO 0 STACY ALLISON WAY CN STOP SIGN N DRY TURN PRVTE W -N 000 00 N 4P 03 0 N DAY INJ CAR 01 DRVR NONE 40 M SUSP 028 000 02 N 45 8 56.07 -122 52 32.62 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJB 50 M OR-Y 000 000 00 OR<25 01817 N N N 06/23/2020 17 EVERGREEN RD INTER 3-LEG N N CLR ANGL-OTH 01 NONE 9 TURN-L 02 NONE TU 0 STACY ALLISON WAY CN STOP SIGN N DRY TURN N/A W -N 000 00 N 12P 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 56.07 -122 52 32.63 UNK 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01761 N N N N N 05/02/2017 17 EVERGREEN RD ALLEY N N CLR ANGL-OTH 01 NONE 0 TURN-L 02 CITY TU 95 STACY ALLISON WAY S (NONE) UNKNOWN N DRY TURN PRVTE W -N 018 00 N 10P 07 N DLIT INJ CAR 01 DRVR INJC 68 F OR-Y 028 000 02 N 45 8 55 -122 52 32.63 (02) OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR NONE 17 M OR-Y 000 000 00 OR<25 01999 N N Y N N 07/09/2020 17 EVERGREEN RD N Y CLR PRKD MV 01 NONE 9 10 CITY TH 103 STACY ALLISON WAY N (NONE) UNKNOWN N DRY REAR N/A S -N 000 00 Y 7A 07 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 57.35 -122 52 32.61 (02) UNK 02 NONE 9 BACK N/A S -N 009 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING EVERGREEN RD and STACY ALLISON WAY, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 6 - 10 of 10 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2018 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2018 TOTAL 0 0 0 0 2 2 0 0 0 0 YEAR: 2017 ANGLE 0 0 0 1 0 1 0 0 0 1 2017 TOTAL 0 0 0 1 0 1 0 0 0 1 YEAR: 2016 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2016 TOTAL 0 0 0 0 1 1 0 0 0 0 FINAL TOTAL 0 0 0 1 3 4 0 0 0 1 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE EVERGREEN RD and HAYES ST, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04862 N N N 12/18/2018 19 EVERGREEN RD INTER CROSS N Y RAIN FIX OBJ 01 NONE 9 TURN-R 059 08 CITY TU 0 HAYES ST W STOP SIGN N WET FIX N/A N -W 000 00 N 9P 05 0 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 50.61 -122 52 32.71 UNK 03372 N N N N N 08/19/2017 17 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 0 083 03 CITY SA 0 HAYES ST CN STOP SIGN N DRY ANGL PRVTE W -E 000 00 N 8P 04 0 N DUSK INJ CAR 01 DRVR NONE 46 M OR-Y 000 000 00 N 45 8 50.61 -122 52 32.71 OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 41 F 000 000 00 02 NONE 1 PRVTE S -N 000 00 SEMI TOW 01 DRVR NONE 32 M OTH-Y 021 000 083 03 N-RES 00403 N N N 02/04/2018 17 EVERGREEN RD ALLEY N N CLR O-1 L-TURN 01 NONE 9 TURN-L 02 NONE SU 118 HAYES ST S (NONE) UNKNOWN N DRY TURN N/A S -W 019 00 N 3P 07 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 49.37 -122 52 32.94 (02) UNK 02 NONE 9 N/A N -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 04865 N N N 11/03/2016 17 EVERGREEN RD ALLEY N N CLR ANGL-OTH 01 NONE 9 TURN-L 02 NONE TH 129 HAYES ST S (NONE) UNKNOWN N DRY TURN N/A W -N 018 00 N 11P 08 N DARK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 49.23 -122 52 32.98 (02) UNK 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING EVERGREEN RD and HAYES ST, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 4 of 4 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 REAR-END 0 0 0 0 1 1 0 0 0 0 2020 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2019 FIXED / OTHER OBJECT 0 0 1 0 0 1 0 0 1 0 PEDESTRIAN 0 0 0 1 0 1 0 0 0 1 REAR-END 0 0 0 1 0 1 0 0 0 1 SIDESWIPE - OVERTAKING 0 0 0 1 0 1 0 0 0 1 2019 TOTAL 0 0 1 3 0 4 0 0 1 3 YEAR: 2018 REAR-END 0 0 0 0 1 1 0 0 0 0 2018 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2017 PARKING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 REAR-END 0 0 0 0 1 1 0 0 0 0 2017 TOTAL 0 0 0 0 2 2 0 0 0 0 FINAL TOTAL 0 0 1 3 4 8 0 0 1 3 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE SETTLEMIER AVE and HAYES ST, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04634 Y Y N N N 11/20/2019 16 HAYES ST INTER 3-LEG N Y UNK FIX OBJ 01 NONE 0 TURN-L 040,053 33,30,08 CITY WE 0 SETTLEMIER AVE SE UNKNOWN N UNK FIX PRVTE NW-NE 000 040,053 00 N 11P 06 0 N DLIT INJ CAR 01 DRVR INJB 40 F OR-Y 051,050,081 000 33,30,08 N 45 8 45.73 -122 51 38.67 OR<25 03749 N N N Y 09/11/2017 16 HAYES ST INTER 3-LEG N N CLR S-1STOP 01 NONE 9 07 CITY MO 0 SETTLEMIER AVE SW STOP SIGN N DRY REAR N/A SW-NE 000 00 N 9A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 45.72 -122 51 38.66 UNK 02 NONE 9 STOP N/A SW-NE 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00865 N N N N N 03/01/2020 17 HAYES ST INTER 3-LEG N N CLD S-1STOP 01 NONE 9 07 CITY SU 0 SETTLEMIER AVE W STOP SIGN N DRY REAR N/A W -E 000 00 N 6P 06 0 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 45.73 -122 51 38.67 UNK 02 NONE 9 STOP N/A W -E 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00287 N N N N N 01/23/2019 17 HAYES ST INTER 3-LEG N N CLD PED 01 NONE 0 TURN-L 27,02 CITY WE 0 SETTLEMIER AVE NW STOP SIGN N DRY PED PRVTE SW-NW 000 00 N 12P 05 0 N DAY INJ CAR 01 DRVR NONE 60 F OR-Y 016,029 038 27,02 N 45 8 45.72 -122 51 38.66 OR<25 - 01 PED INJC 50 F I XWLK 000 000 00 NE SW 03033 N N N 07/26/2017 16 SETTLEMIER AVE ALLEY N N UNK ANGL-OTH 01 NONE 9 02 NO RPT WE 75 HAYES ST NE (NONE) UNKNOWN N DRY PARK N/A SW-NE 000 00 N 2P 07 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 46.82 -122 51 38.28 (02) UNK 02 NONE 9 PARKNG N/A NW-SW 009 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE and HAYES ST, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 5 of 8 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 04174 N N N Y 10/24/2019 16 SETTLEMIER AVE N N CLR BIKE 110 02,18 CITY TH 60 HAYES ST NE (NONE) UNKNOWN N DRY SS-O - N 7A 07 N DAWN INJ 01 BIKE INJC 28 M ROAD 028,057 000 110 02,18 N 45 8 46.54 -122 51 38.39 (02) E W 01 NONE 0 PRVTE SW-NE 000 00 CAR 01 DRVR NONE 34 F OR-Y 000 000 00 OR<25 03647 N N N 09/21/2019 16 SETTLEMIER AVE Y N CLR S-1STOP 01 UNKN 0 013 29 NONE SA 38 HAYES ST SW (NONE) UNKNOWN N DRY REAR UNKN SW-NE 000 00 N 11A 06 N DAY INJ UNKNOWN 01 DRVR NONE 00 M UNK 026 000 29 N 45 8 45.27 -122 51 38.81 (02) UNK 02 NONE 0 STOP PRVTE SW-NE 012 013 00 CAR 01 DRVR INJC 51 M OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE SW-NE 012 00 CAR 01 DRVR NONE 27 M OR-Y 000 000 00 OR<25 00351 N N N 01/30/2018 16 SETTLEMIER AVE N N CLD S-1STOP 01 NONE 9 29 NONE TU 67 HAYES ST SW (NONE) UNKNOWN N WET REAR N/A NE-SW 000 00 N 4P 07 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 43.87 -122 51 39.24 (02) UNK 02 NONE 9 N/A NE-SW 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE and HAYES ST, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/05/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 6 - 8 of 8 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 ANGLE 0 0 0 1 0 1 0 0 0 1 2020 TOTAL 0 0 0 1 0 1 0 0 0 1 YEAR: 2019 ANGLE 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2019 TOTAL 0 0 0 0 2 2 0 0 0 0 YEAR: 2018 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 1 2018 TOTAL 0 0 0 1 0 1 0 0 0 1 YEAR: 2016 FIXED / OTHER OBJECT 0 0 1 0 0 1 0 0 1 0 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 1 2016 TOTAL 0 0 1 1 0 2 0 0 1 1 FINAL TOTAL 0 0 1 3 2 6 0 0 1 3 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE EVERGREEN RD and HARVARD DR, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01932 N N N N N 05/09/2016 19 EVERGREEN RD INTER CROSS N N CLR ANGL-STP 01 NONE 0 TURN-L 08 CITY MO 0 HARVARD DR S TRF SIGNAL N DRY TURN PRVTE E -S 000 00 N 8A 06 0 N DAY INJ CAR 01 DRVR NONE 38 M OR-Y 002,026 000 08 N 45 8 45.16 -122 52 44.46 OR<25 02 NONE 0 STOP PRVTE S -N 011 00 CAR 01 DRVR INJC 51 F OR-Y 000 000 00 OR<25 04785 N N N N N 12/13/2018 17 EVERGREEN RD INTER CROSS N N CLR O-1 L-TURN 01 NONE 0 TURN-L 087 02 CITY TH 0 HARVARD DR CN STOP SIGN N DRY TURN PRVTE W -N 000 00 N 9P 02 0 N DLIT INJ CAR 01 DRVR INJC 20 F OR-Y 028,004 000 02 N 45 8 45.16 -122 52 44.46 OR<25 02 NONE 0 PRVTE E -W 000 087 00 CAR 01 DRVR NONE 29 F OR-Y 000 000 00 OR<25 03226 N N N 08/24/2019 17 EVERGREEN RD INTER CROSS N N CLR ANGL-OTH 01 NONE 9 08,02 CITY SA 0 HARVARD DR CN TRF SIGNAL N DRY TURN N/A E -W 000 00 N 2P 02 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 45.18 -122 52 44.46 UNK 02 NONE 9 U-TURN N/A S -S 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 05124 N N N N N 12/19/2019 17 EVERGREEN RD INTER CROSS N N RAIN ANGL-OTH 01 NONE 9 02 CITY TH 0 HARVARD DR CN STOP SIGN N WET ANGL N/A S -N 000 00 N 6A 02 0 N DAWN PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 45.15 -122 52 44.49 UNK 02 NONE 9 N/A E -W 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 03597 N N N N N 11/25/2020 17 EVERGREEN RD INTER CROSS N N RAIN ANGL-OTH 01 NONE 0 04 CITY WE 0 HARVARD DR CN TRF SIGNAL N WET ANGL PRVTE W -E 000 00 N 6P 03 0 N DLIT INJ CAR 01 DRVR NONE 26 M NONE 097 000 00 N 45 8 45.16 -122 52 44.48 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 70 F OR-Y 097 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING EVERGREEN RD and HARVARD DR, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 5 of 6 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02876 N N N N N 06/27/2016 17 EVERGREEN RD N Y CLR FIX OBJ 01 NONE 0 040,062 16 CITY MO 128 HARVARD DR E (NONE) UNKNOWN N DRY FIX PRVTE E -W 000 040,062 00 Y 7A 08 N DAY INJ CAR 01 DRVR NONE 20 M NONE 081 025 16 N 45 8 45.24 -122 52 42.36 (02) N-RES 01 NONE 0 PRVTE E -W 000 040,062 00 CAR 02 PSNG INJB 53 F 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING EVERGREEN RD and HARVARD DR, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 6 - 6 of 6 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2018 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 3 2018 TOTAL 0 0 0 1 0 1 0 0 0 3 FINAL TOTAL 0 0 0 1 0 1 0 0 0 3 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE PARR RD NE, MP 0 to 0.01, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2020 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2019 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 1 2019 TOTAL 0 0 0 1 0 1 0 0 0 1 YEAR: 2018 FIXED / OTHER OBJECT 0 1 0 1 0 2 0 1 0 1 REAR-END 0 0 0 1 0 1 0 0 0 1 2018 TOTAL 0 1 0 2 0 3 0 1 0 2 YEAR: 2017 REAR-END 0 0 0 1 0 1 0 0 0 2 2017 TOTAL 0 0 0 1 0 1 0 0 0 2 YEAR: 2016 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 TURNING MOVEMENTS 0 0 2 0 0 2 0 0 3 0 2016 TOTAL 0 0 2 0 1 3 0 0 3 0 FINAL TOTAL 0 1 2 4 2 9 0 1 3 5 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE BUTTEVILLE RD NE A, MP 2.82 to 2.88, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE MILEPNT COUNTY ROADS INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FROM FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME INTERSECT SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 00142 N N N 01/10/2018 0.00 PARR RD NE INTER 3-LEG N N CLR ANGL-STP 01 NONE 0 TURN-L 08 NONE WE E STOP SIGN N DRY TURN PRVTE N -E 000 00 N 6P 06 0 N DARK INJ CAR 01 DRVR NONE 30 F OR-Y 002,026 000 08 N 45 7 59.2 -122 53 50.77 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 01 DRVR INJC 56 M OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE E -W 011 00 CAR 02 PSNG INJC 53 F 000 000 00 02 NONE 0 STOP PRVTE E -W 011 00 CAR 03 PSNG INJC 15 M 000 000 00 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING PARR RD NE, MP 0 to 0.01, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 MARION COUNTY 1 - 1 of 1 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE MILEPNT COUNTY ROADS INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FROM FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME INTERSECT SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03013 N N N 07/19/2016 2.86 BUTTEVILLE RD NE A INTER 3-LEG N Y CLR FIX OBJ 01 NONE 9 TURN-R 034 08 NONE TU N STOP SIGN N DRY FIX N/A E -N 007 00 N 4P 05 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 7 59.2 -122 53 50.77 UNK 04172 N N N N N 11/02/2018 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR S-1STOP 01 NONE 0 27,29 COUNTY FR N STOP SIGN N DRY REAR PRVTE N -S 000 00 N 7P 06 0 N DARK INJ CAR 01 DRVR NONE 19 M OR-Y 016,026 038 27,29 N 45 7 59.2 -122 53 50.77 OR<25 02 NONE 0 STOP PRVTE N -S 012 00 CAR 01 DRVR NONE 22 F OR-Y 000 000 00 OR<25 02 NONE 0 STOP PRVTE N -S 012 00 CAR 02 PSNG INJC 17 F 000 000 00 02628 Y N N N N 07/19/2018 2.86 BUTTEVILLE RD NE A INTER 3-LEG N Y CLR FIX OBJ 01 NONE 0 079,092 01,26 COUNTY TH S STOP SIGN N DRY FIX PRVTE N -S 007 079,092 26 N 3A 05 0 N DARK INJ CAR 01 DRVR INJA 22 M OR-Y 047,081 000 092 01,26 N 45 7 59.2 -122 53 50.77 OR<25 01193 Y N N N N 04/08/2018 2.86 BUTTEVILLE RD NE A INTER 3-LEG N Y CLR FIX OBJ 01 NONE 0 TURN-R 043,079 01,03 COUNTY SU W STOP SIGN N DRY FIX PRVTE E -N 000 043,079 00 N 9P 05 0 N DARK INJ CAR 01 DRVR INJC 22 M OR-Y 047,021 000 01,03 N 45 7 59.2 -122 53 50.77 OR>25 00010 N N N 01/01/2016 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR ANGL-OTH 01 NONE 0 02 NONE FR CN UNKNOWN N DRY TURN PRVTE N -S 000 00 N 1A 01 0 N DLIT INJ CAR 01 DRVR INJB 22 F OR-Y 000 000 00 N 45 7 59.2 -122 53 50.77 OR<25 01 NONE 0 PRVTE N -S 000 00 CAR 02 PSNG INJB 23 M 000 000 00 02 NONE 0 TURN-L PRVTE E -S 000 00 CAR 01 DRVR NONE 33 M OR-Y 028 000 02 OR<25 03078 N N N 08/13/2019 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR ANGL-STP 01 NONE 0 TURN-L 02 NONE TU CN STOP SIGN N DRY TURN PRVTE E -S 000 00 N 5P 01 0 N DAY INJ CAR 01 DRVR NONE 45 M OR-Y 028 000 02 N 45 7 59.21 -122 53 50.78 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING BUTTEVILLE RD NE A, MP 2.82 to 2.88, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 MARION COUNTY 1 - 5 of 9 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE MILEPNT COUNTY ROADS INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FROM FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME INTERSECT SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 02 NONE STOP PRVTE N -S 012 00 CAR 01 DRVR INJC 35 M OR-Y 000 000 00 OR<25 02844 N N N N N 07/16/2017 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR S-1TURN 01 NONE 0 27,29 COUNTY SU CN STOP SIGN N DRY REAR PRVTE N -S 000 00 N 6P 03 0 N DAY INJ CAR 01 DRVR NONE 17 M NONE 016,042 038 27,29 N 45 7 59.2 -122 53 50.77 OR<25 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 01 DRVR NONE 35 M OR-Y 000 000 00 OR>25 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 02 PSNG INJC 67 F 000 000 00 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 03 PSNG INJC 32 F 000 000 00 03641 N N N N N 08/24/2016 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR O-1 L-TURN 01 NONE 0 02 COUNTY WE CN STOP SIGN N DRY TURN PRVTE S -N 000 00 N 3P 04 0 N DAY INJ CAR 01 DRVR INJB 61 F OR-Y 000 000 00 N 45 7 59.2 -122 53 50.77 OR>25 02 NONE 0 TURN-L PRVTE N -E 000 00 CAR 01 DRVR NONE 38 F OR-Y 028,004 000 02 OR<25 03939 N N N N N 12/28/2020 2.86 BUTTEVILLE RD NE A INTER 3-LEG N N CLR O-1 L-TURN 01 NONE 9 TURN-L 02 NO RPT MO CN STOP SIGN N DRY TURN N/A N -E 000 00 N 6P 04 0 N DARK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 7 59.2 -122 53 50.78 UNK 02 NONE 9 N/A S -N 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING BUTTEVILLE RD NE A, MP 2.82 to 2.88, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 3 MARION COUNTY 6 - 9 of 9 Crash records shown. ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES FINAL TOTAL Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE PARR RD NE, MP 1.06 to 1.08, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE MILEPNT COUNTY ROADS INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FROM FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME INTERSECT SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING PARR RD NE, MP 1.06 to 1.08, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 MARION COUNTY ---PAGE BREAK--- Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT COUNTY ROAD CRASH LISTING PARR RD NE, MP 1.06 to 1.08, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 2 MARION COUNTY ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2018 REAR-END 0 0 0 1 0 1 0 0 0 1 TURNING MOVEMENTS 0 0 0 1 0 1 0 0 0 4 2018 TOTAL 0 0 0 2 0 2 0 0 0 5 YEAR: 2016 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2016 TOTAL 0 0 0 0 1 1 0 0 0 0 FINAL TOTAL 0 0 0 2 1 3 0 0 0 5 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE PARR ST and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS160 Page: 1 ---PAGE BREAK--- MAJOR MODERATE MINOR PROP FATAL INJURY INJURY INJURY DAMAGE TOTAL PEOPLE MAJOR MODERATE MINOR COLLISION TYPE CRASHES CRASHES CRASHES CRASHES ONLY CRASHES KILLED INJURIES INJURIES INJURIES YEAR: 2020 FIXED / OTHER OBJECT 0 0 0 0 1 1 0 0 0 0 2020 TOTAL 0 0 0 0 1 1 0 0 0 0 YEAR: 2019 ANGLE 0 0 0 1 0 1 0 0 0 1 2019 TOTAL 0 0 0 1 0 1 0 0 0 1 YEAR: 2018 TURNING MOVEMENTS 0 0 0 0 1 1 0 0 0 0 2018 TOTAL 0 0 0 0 1 1 0 0 0 0 FINAL TOTAL 0 0 0 1 2 3 0 0 0 1 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirements, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE PARR ST at BOONES FERRY RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS160 Page: 1 ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 01042 N N N N N 03/12/2016 16 PARR ST INTER CROSS N N RAIN S-OTHER 01 NONE 9 TURN-R 08 CITY SA 0 SETTLEMIER AVE CN TRF SIGNAL N WET TURN N/A SW-E 000 00 N 9A 04 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.25 -122 51 54.35 UNK 02 NONE 9 TURN-R N/A SW-E 000 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01281 Y N N 04/15/2018 16 PARR ST INTER CROSS N N RAIN ANGL-OTH 01 NONE 0 03,01 NO RPT SU 0 SETTLEMIER AVE CN STOP SIGN N WET TURN PRVTE SW-NE 000 00 N 11A 02 0 N DAY INJ CAR 01 DRVR NONE 17 M OR-Y 047,021 000 03,01 N 45 8 9.25 -122 51 54.35 OR<25 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 01 DRVR INJC 64 M OR-Y 000 000 00 OR<25 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 02 PSNG INJC 56 F 000 000 00 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 03 PSNG INJC 14 M 000 000 00 02 NONE 0 TURN-L PRVTE E -SW 000 00 CAR 04 PSNG INJC 17 M 000 000 00 01548 N N N 05/07/2018 16 SETTLEMIER AVE Y N CLR S-1STOP 01 NONE 0 29 NONE MO 86 PARR ST SW (NONE) UNKNOWN N DRY REAR PRVTE SW-NE 000 00 N 7A 08 N DAY INJ CAR 01 DRVR NONE 34 M OR-Y 026 000 29 N 45 8 8.39 -122 51 54.78 (02) OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 62 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PARR ST and SETTLEMIER AVE, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/06/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 3 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03684 N Y N 09/30/2018 16 S BOONES FERRY RD INTER CROSS N N CLR ANGL-STP 01 NONE 9 TURN-R 27,08 CITY SU 0 PARR ST S L-GRN-SIG N DRY TURN N/A W -S 000 00 N 4P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.26 -122 51 54.35 UNK 02 NONE 9 N/A S -N 012 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00466 Y N N 02/02/2020 16 S BOONES FERRY RD INTER CROSS N Y CLR FIX OBJ 01 NONE 9 040 30,25 CITY SU 0 PARR ST S STOP SIGN N DRY FIX N/A N -S 000 00 N 8A 05 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.25 -122 51 54.35 UNK 01409 N N N 04/15/2019 16 S BOONES FERRY RD INTER CROSS N N CLR ANGL-OTH 01 UNKN 0 02 NONE MO 0 PARR ST CN N DRY ANGL UNKN W -E 000 00 N 7A 03 0 N DAY INJ UNKNOWN 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.27 -122 51 54.35 UNK 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 27 F OR-Y 000 000 00 OR<25 Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING PARR ST at BOONES FERRY RD, City of Woodburn, Marion County, 01/01/2016 to 12/31/2020 07/22/2022 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 3 of 3 Crash records shown. ---PAGE BREAK--- Left-Turn Lane Warrant Analysis Project: 22082 - Kalugin - Parr Road Intersection: Parr Road & Butteville Road Date: 8/10/2022 Scenario: Background AM 2-lane roadway (English) INPUT Value 55 142 239 242 OUTPUT Value 211 CALIBRATION CONSTANTS (2-Lane Roadway) Value 3.0 5.0 1.9 Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment warranted. Variable Average time for making left-turn, s: Critical headway, s: Variable Variable 85th percentile speed, mph: Left-turns in advancing volume (VA), veh/hr: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 Opposing Volume (VO), veh/h Advancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warranted. ---PAGE BREAK--- Left-Turn Lane Warrant Analysis Project: 22082 - Kalugin - Parr Road Intersection: Parr Road & Butteville Road Date: 8/10/2022 Scenario: Background AM 2-lane roadway (English) INPUT Value 55 163 390 162 OUTPUT Value 230 CALIBRATION CONSTANTS (2-Lane Roadway) Value 3.0 5.0 1.9 Variable Variable 85th percentile speed, mph: Left-turns in advancing volume (VA), veh/hr: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment warranted. Variable Average time for making left-turn, s: Critical headway, s: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 Opposing Volume (VO), veh/h Advancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warranted. ---PAGE BREAK--- Left-Turn Lane Warrant Analysis Project: 22082 - Kalugin - Parr Road Intersection: Parr Road & Butteville Road Date: 8/10/2022 Scenario: Background AM 2-lane roadway (English) INPUT Value 55 155 252 244 OUTPUT Value 212 CALIBRATION CONSTANTS (2-Lane Roadway) Value 3.0 5.0 1.9 Variable Variable 85th percentile speed, mph: Left-turns in advancing volume (VA), veh/hr: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment warranted. Variable Average time for making left-turn, s: Critical headway, s: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 Opposing Volume (VO), veh/h Advancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warranted. ---PAGE BREAK--- Left-Turn Lane Warrant Analysis Project: 22082 - Kalugin - Parr Road Intersection: Parr Road & Butteville Road Date: 8/10/2022 Scenario: Background AM 2-lane roadway (English) INPUT Value 55 199 426 167 OUTPUT Value 226 CALIBRATION CONSTANTS (2-Lane Roadway) Value 3.0 5.0 1.9 Variable Variable 85th percentile speed, mph: Left-turns in advancing volume (VA), veh/hr: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment warranted. Variable Average time for making left-turn, s: Critical headway, s: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 Opposing Volume (VO), veh/h Advancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warranted. ---PAGE BREAK--- Preliminary Traffic Signal Warrant Summary Based on AM Based on PM Based on AM Based on PM 6 Stacy Allision Way at Evergreen Road No Yes No Yes 7 Hayes Street at Evergreen Road No Yes No Yes 8&9 Hayes Street at Settlemier Avenue No No No No 10 Harvard Drive at Evergreen Road No No No No 11 Parr Road at Butteville Road No No No No 15 Stubb Road at Parr Road No No No No 16 Parr Road at Settlemier Avenue No No No No Warrant Met? 2028 Background Condition 2028 Buildout Condition Intersection ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Evergreen Road Stacy Allision Way 1 1 173 Total 21 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 8,850 Minor Street* 1,630 2,650 No Condition B: Interruption of Continuous Traffic Major Street 10 13,300 Minor Street* 1,630 1,350 No Combination Warrant Major Street 10 10,640 Minor Street* 1,630 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 1 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Evergreen Road Hayes Street 1 1 274 Total 62 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 13,690 8,850 Minor Street* 2,430 2,650 No Condition B: Interruption of Continuous Traffic Major Street 13,690 13,300 Minor Street* 2,430 1,350 Yes Combination Warrant Major Street 13,690 10,640 Minor Street* 2,430 2,120 Yes * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1369 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Evergreen Road Hayes Street 1 1 265 Total 130 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 8,680 8,850 Minor Street* 2,000 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,680 13,300 Minor Street* 2,000 1,350 No Combination Warrant Major Street 8,680 10,640 Minor Street* 2,000 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 868 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Evergreen Road Stacy Allision Way 1 1 380 Total 120 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 12,360 8,850 Minor Street* 3,200 2,650 Yes Condition B: Interruption of Continuous Traffic Major Street 12,360 13,300 Minor Street* 3,200 1,350 No Combination Warrant Major Street 12,360 10,640 Minor Street* 3,200 2,120 Yes * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1236 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Settlemier Avenue Hayes Street 1 1 70 Total 39 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 8,740 8,850 Minor Street* 510 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,740 13,300 Minor Street* 510 1,350 No Combination Warrant Major Street 8,740 10,640 Minor Street* 510 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 874 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Settlemier Avenue Hayes Street 1 1 258 Total 176 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 12,410 8,850 Minor Street* 1,700 2,650 No Condition B: Interruption of Continuous Traffic Major Street 12,410 13,300 Minor Street* 1,700 1,350 No Combination Warrant Major Street 12,410 10,640 Minor Street* 1,700 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: 1241 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Evergreen Road Harvard Drive 1 1 312 Total 233 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 6,820 8,850 Minor Street* 1,960 2,650 No Condition B: Interruption of Continuous Traffic Major Street 6,820 13,300 Minor Street* 1,960 1,350 No Combination Warrant Major Street 6,820 10,640 Minor Street* 1,960 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 682 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Evergreen Road Harvard Drive 1 1 201 Total 41 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 8,980 8,850 Minor Street* 1,810 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,980 13,300 Minor Street* 1,810 1,350 No Combination Warrant Major Street 8,980 10,640 Minor Street* 1,810 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: 898 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Butteville Road Parr Road 1 1 267 Total 220 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 4,960 8,850 Minor Street* 1,570 2,650 No Condition B: Interruption of Continuous Traffic Major Street 4,960 13,300 Minor Street* 1,570 1,350 No Combination Warrant Major Street 4,960 10,640 Minor Street* 1,570 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 496 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Butteville Road Parr Road 1 1 198 Total 150 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 5,930 8,850 Minor Street* 1,230 2,650 No Condition B: Interruption of Continuous Traffic Major Street 5,930 13,300 Minor Street* 1,230 1,350 No Combination Warrant Major Street 5,930 10,640 Minor Street* 1,230 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: 593 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Parr Road Stubb Road 1 1 36 Total 7 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 3,240 8,850 Minor Street* 330 2,650 No Condition B: Interruption of Continuous Traffic Major Street 3,240 13,300 Minor Street* 330 1,350 No Combination Warrant Major Street 3,240 10,640 Minor Street* 330 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 324 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Parr Road Stubb Road 1 1 39 Total 10 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 3,070 8,850 Minor Street* 340 2,650 No Condition B: Interruption of Continuous Traffic Major Street 3,070 13,300 Minor Street* 340 1,350 No Combination Warrant Major Street 3,070 10,640 Minor Street* 340 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: 307 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - AM Settlemier Avenue Parr Road 1 1 187 Total 17 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 3,710 8,850 Minor Street* 1,790 2,650 No Condition B: Interruption of Continuous Traffic Major Street 3,710 13,300 Minor Street* 1,790 1,350 No Combination Warrant Major Street 3,710 10,640 Minor Street* 1,790 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 371 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Buildout - PM Settlemier Avenue Parr Road 1 1 261 Total 105 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 4,080 8,850 Minor Street* 2,090 2,650 No Condition B: Interruption of Continuous Traffic Major Street 4,080 13,300 Minor Street* 2,090 1,350 No Combination Warrant Major Street 4,080 10,640 Minor Street* 2,090 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: 408 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Evergreen Road Stacy Allision Way 1 1 172 Total 20 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 10,060 8,850 Minor Street* 1,620 2,650 No Condition B: Interruption of Continuous Traffic Major Street 10,060 13,300 Minor Street* 1,620 1,350 No Combination Warrant Major Street 10,060 10,640 Minor Street* 1,620 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 1006 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Evergreen Road Hayes Street 1 1 268 Total 56 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 13,060 8,850 Minor Street* 2,400 2,650 No Condition B: Interruption of Continuous Traffic Major Street 13,060 13,300 Minor Street* 2,400 1,350 No Combination Warrant Major Street 13,060 10,640 Minor Street* 2,400 2,120 Yes * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1306 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Evergreen Road Stacy Allision Way 1 1 265 Total 130 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 8,170 8,850 Minor Street* 2,000 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,170 13,300 Minor Street* 2,000 1,350 No Combination Warrant Major Street 8,170 10,640 Minor Street* 2,000 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 817 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Evergreen Road Stacy Allision Way 1 1 380 Total 120 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 11,670 8,850 Minor Street* 3,200 2,650 Yes Condition B: Interruption of Continuous Traffic Major Street 11,670 13,300 Minor Street* 3,200 1,350 No Combination Warrant Major Street 11,670 10,640 Minor Street* 3,200 2,120 Yes * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1167 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Settlemier Avenue Hayes Street 1 1 70 Total 39 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 8,670 8,850 Minor Street* 510 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,670 13,300 Minor Street* 510 1,350 No Combination Warrant Major Street 8,670 10,640 Minor Street* 510 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 867 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Settlemier Avenue Hayes Street 1 1 258 Total 176 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 12,330 8,850 Minor Street* 1,700 2,650 No Condition B: Interruption of Continuous Traffic Major Street 12,330 13,300 Minor Street* 1,700 1,350 No Combination Warrant Major Street 12,330 10,640 Minor Street* 1,700 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: 1233 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Evergreen Road Harvard Drive 1 1 307 Total 228 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 6,360 8,850 Minor Street* 1,930 2,650 No Condition B: Interruption of Continuous Traffic Major Street 6,360 13,300 Minor Street* 1,930 1,350 No Combination Warrant Major Street 6,360 10,640 Minor Street* 1,930 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 636 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Evergreen Road Harvard Drive 1 1 201 Total 134 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 8,320 8,850 Minor Street* 1,340 2,650 No Condition B: Interruption of Continuous Traffic Major Street 8,320 13,300 Minor Street* 1,340 1,350 No Combination Warrant Major Street 8,320 10,640 Minor Street* 1,340 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: 832 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Butteville Road Parr Road 1 1 228 Total 186 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 4,810 8,850 Minor Street* 1,350 2,650 No Condition B: Interruption of Continuous Traffic Major Street 4,810 13,300 Minor Street* 1,350 1,350 No Combination Warrant Major Street 4,810 10,640 Minor Street* 1,350 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 481 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Butteville Road Parr Road 1 1 172 Total 127 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 5,520 8,850 Minor Street* 1,090 2,650 No Condition B: Interruption of Continuous Traffic Major Street 5,520 13,300 Minor Street* 1,090 1,350 No Combination Warrant Major Street 5,520 10,640 Minor Street* 1,090 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: 552 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Parr Road Stubb Road 1 1 36 Total 7 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 2,920 8,850 Minor Street* 330 2,650 No Condition B: Interruption of Continuous Traffic Major Street 2,920 13,300 Minor Street* 330 1,350 No Combination Warrant Major Street 2,920 10,640 Minor Street* 330 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 292 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Parr Road Stubb Road 1 1 34 Total 5 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 2,710 8,850 Minor Street* 320 2,650 No Condition B: Interruption of Continuous Traffic Major Street 2,710 13,300 Minor Street* 320 1,350 No Combination Warrant Major Street 2,710 10,640 Minor Street* 320 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: 271 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - AM Settlemier Avenue Parr Road 1 1 187 Total 17 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 3,460 8,850 Minor Street* 1,790 2,650 No Condition B: Interruption of Continuous Traffic Major Street 3,460 13,300 Minor Street* 1,790 1,350 No Combination Warrant Major Street 3,460 10,640 Minor Street* 1,790 2,120 No * Minor street right-turning traffic volumes reduced by 50%. Major Street: Minor Street: Number of Lanes: Number of Lanes: AM Peak Hour Volumes: 346 AM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: Kalugin - Parr Road Date: 8/10/2022 Scenario: Year 2028 Background - PM Settlemier Avenue Parr Road 1 1 256 Total 100 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 3,800 8,850 Minor Street* 2,060 2,650 No Condition B: Interruption of Continuous Traffic Major Street 3,800 13,300 Minor Street* 2,060 1,350 No Combination Warrant Major Street 3,800 10,640 Minor Street* 2,060 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: 380 PM Peak Hour Volumes: ---PAGE BREAK--- Brighton Pointe Subdivision 8/10/2022 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 6th TWSC 1: Butteville Road NE & OR 219 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 1 Intersection Int Delay, s/veh 5.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 138 50 92 221 82 143 Future Vol, veh/h 138 50 92 221 82 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 9 10 4 3 6 2 Mvmt Flow 153 56 102 246 91 159 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 209 0 631 181 Stage 1 - - - - 181 - Stage 2 - - - - 450 - Critical Hdwy - - 4.14 - 6.46 6.22 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.236 - 3.554 3.318 Pot Cap-1 Maneuver - - 1350 - 439 862 Stage 1 - - - - 841 - Stage 2 - - - - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1350 - 401 862 Mov Cap-2 Maneuver - - - - 401 - Stage 1 - - - - 841 - Stage 2 - - - - 579 - Approach EB WB NB HCM Control Delay, s 0 2.3 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 607 - - 1350 - HCM Lane V/C Ratio 0.412 - - 0.076 - HCM Control Delay 15 - - 7.9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2 - - 0.2 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 421 140 0 392 393 0 0 0 212 0 134 Future Volume (vph) 0 421 140 0 392 393 0 0 0 212 0 134 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3167 1316 3107 1324 2880 1390 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3167 1316 3107 1324 2880 1390 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 439 146 0 408 409 0 0 0 221 0 140 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 120 Lane Group Flow (vph) 0 439 146 0 408 409 0 0 0 221 0 20 Confl. Peds. 2 2 Heavy Vehicles 0% 5% 13% 0% 7% 10% 0% 0% 0% 12% 0% 7% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 77.1 100.0 77.1 100.0 13.9 13.9 Effective Green, g 77.6 100.0 77.6 100.0 14.4 14.4 Actuated g/C Ratio 0.78 1.00 0.78 1.00 0.14 0.14 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 2457 1316 2411 1324 414 200 v/s Ratio Prot 0.14 0.13 c0.08 0.01 v/s Ratio Perm 0.11 c0.31 v/c Ratio 0.18 0.11 0.17 0.31 0.53 0.10 Uniform Delay, d1 2.9 0.0 2.9 0.0 39.7 37.2 Progression Factor 1.00 1.00 0.88 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.2 0.1 0.6 1.0 0.2 Delay 3.1 0.2 2.7 0.6 40.7 37.3 Level of Service A A A A D D Approach Delay 2.3 1.6 0.0 39.4 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.36 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 421 140 0 392 393 0 0 0 212 0 134 Future Volume (veh/h) 0 421 140 0 392 393 0 0 0 212 0 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1682 1573 0 1654 1614 1586 0 1654 Adj Flow Rate, veh/h 0 439 0 0 408 0 221 0 62 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 5 13 0 7 10 12 0 7 Cap, veh/h 0 2564 0 2522 345 0 165 Arrive On Green 0.00 0.80 0.00 0.00 0.26 0.00 0.12 0.00 0.12 Sat Flow, veh/h 0 3279 1333 0 3226 1367 2931 0 1402 Grp Volume(v), veh/h 0 439 0 0 408 0 221 0 62 Grp Sat Flow(s),veh/h/ln 0 1598 1333 0 1572 1367 1465 0 1402 Q Serve(g_s), s 0.0 3.1 0.0 0.0 10.0 0.0 7.2 0.0 4.1 Cycle Q Clear(g_c), s 0.0 3.1 0.0 0.0 10.0 0.0 7.2 0.0 4.1 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2564 0 2522 345 0 165 V/C Ratio(X) 0.00 0.17 0.00 0.16 0.64 0.00 0.38 Avail Cap(c_a), veh/h 0 2564 0 2522 1055 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.95 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 2.3 0.0 0.0 10.9 0.0 42.1 0.0 40.7 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.1 0.0 1.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.0 0.0 3.9 0.0 2.7 0.0 1.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 2.4 0.0 0.0 11.1 0.0 43.6 0.0 41.8 LOS A A A B D A D Approach Vol, veh/h 439 A 408 A 283 Approach Delay, s/veh 2.4 11.1 43.2 Approach LOS A B D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 84.2 15.8 84.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 5.1 9.2 12.0 Green Ext Time s 12.4 2.1 7.2 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 445 188 0 614 534 171 0 583 0 0 0 Future Volume (vph) 0 445 188 0 614 534 171 0 583 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3107 1417 3079 1442 1423 1283 1333 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3107 1417 3079 1442 1423 1283 1333 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 468 198 0 646 562 180 0 614 0 0 0 RTOR Reduction (vph) 0 0 56 0 0 159 0 240 249 0 0 0 Lane Group Flow (vph) 0 468 142 0 646 403 162 79 64 0 0 0 Confl. Peds. 1 1 Heavy Vehicles 0% 7% 5% 0% 8% 1% 11% 0% 6% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 6 Actuated Green, G 71.2 71.2 71.2 71.2 18.9 18.9 18.9 Effective Green, g 71.7 71.7 71.7 71.7 20.3 20.3 20.3 Actuated g/C Ratio 0.72 0.72 0.72 0.72 0.20 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 2227 1015 2207 1033 288 260 270 v/s Ratio Prot 0.15 0.21 c0.11 0.06 0.05 v/s Ratio Perm 0.10 c0.28 v/c Ratio 0.21 0.14 0.29 0.39 0.56 0.30 0.24 Uniform Delay, d1 4.7 4.5 5.1 5.6 35.9 33.9 33.4 Progression Factor 0.83 0.95 1.11 3.31 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.3 1.0 2.0 0.5 0.3 Delay 4.1 4.5 5.9 19.4 37.9 34.3 33.7 Level of Service A A A B D C C Approach Delay 4.3 12.2 34.8 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 445 188 0 614 534 171 0 583 0 0 0 Future Volume (veh/h) 0 445 188 0 614 534 171 0 583 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1654 1682 0 1641 1736 1600 1750 1668 Adj Flow Rate, veh/h 0 468 0 0 646 0 120 0 468 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 0 8 1 11 0 6 Cap, veh/h 0 2171 0 2153 350 0 649 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.23 0.00 0.23 Sat Flow, veh/h 0 3226 1425 0 3200 1471 1524 0 2827 Grp Volume(v), veh/h 0 468 0 0 646 0 120 0 468 Grp Sat Flow(s),veh/h/ln 0 1572 1425 0 1559 1471 1524 0 1414 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 6.6 0.0 15.3 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 6.6 0.0 15.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2171 0 2153 350 0 649 V/C Ratio(X) 0.00 0.22 0.00 0.30 0.34 0.00 0.72 Avail Cap(c_a), veh/h 0 2171 0 2153 549 0 1018 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.96 0.00 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 32.2 0.0 35.6 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.3 0.0 0.4 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 2.5 0.0 5.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 0.2 0.0 0.0 0.3 0.0 32.7 0.0 36.7 LOS A A A A C A D Approach Vol, veh/h 468 A 646 A 588 Approach Delay, s/veh 0.2 0.3 35.9 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 73.1 73.1 26.9 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 17.3 Green Ext Time s 8.8 20.2 4.3 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 52 725 52 5 104 702 13 368 20 126 11 Future Volume (vph) 45 52 725 52 5 104 702 13 368 20 126 11 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1645 3023 1261 1558 2992 1490 1495 1377 1662 Flt Permitted 0.29 1.00 1.00 0.28 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 507 3023 1261 458 2992 1490 1495 1377 1662 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) 48 56 780 56 5 112 755 14 396 22 135 12 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 0 0 0 Lane Group Flow (vph) 0 104 780 56 0 117 768 0 210 208 135 12 Confl. Bikes 1 Heavy Vehicles 0% 2% 10% 18% 0% 7% 11% 0% 6% 10% 8% 0% Turn Type pm+pt pm+pt NA Free custom pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 6 4 4 8 Permitted Phases 2 2 Free 1 6 Free Actuated Green, G 58.1 50.5 100.0 59.3 51.1 17.5 17.5 100.0 6.3 Effective Green, g 58.1 51.0 100.0 59.3 51.6 18.0 18.0 100.0 6.8 Actuated g/C Ratio 0.58 0.51 1.00 0.59 0.52 0.18 0.18 1.00 0.07 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 381 1541 1261 361 1543 [PHONE REDACTED] 113 v/s Ratio Prot 0.02 c0.26 c0.03 0.26 c0.14 0.14 0.01 v/s Ratio Perm 0.14 0.04 0.17 c0.10 v/c Ratio 0.27 0.51 0.04 0.32 0.50 0.78 0.77 0.10 0.11 Uniform Delay, d1 9.9 16.2 0.0 9.7 15.8 39.1 39.1 0.0 43.7 Progression Factor 0.73 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.1 0.4 1.2 13.4 12.4 0.1 0.3 Delay 7.5 13.4 0.1 10.1 16.9 52.6 51.5 0.1 44.0 Level of Service A B A B B D D A D Approach Delay 11.9 16.0 39.4 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 19.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 16 33 Future Volume (vph) 16 33 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1651 1271 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1651 1271 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 17 35 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 17 35 Confl. Bikes Heavy Vehicles 6% 17% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 6.3 100.0 Effective Green, g 6.8 100.0 Actuated g/C Ratio 0.07 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 112 1271 v/s Ratio Prot 0.01 v/s Ratio Perm 0.03 v/c Ratio 0.15 0.03 Uniform Delay, d1 43.9 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.5 0.0 Delay 44.3 0.0 Level of Service D A Approach Delay 20.1 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 45 52 725 52 5 104 702 13 368 20 126 11 Future Volume (veh/h) 45 52 725 52 5 104 702 13 368 20 126 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1614 1504 1654 1600 1750 1668 1614 1641 1750 Adj Flow Rate, veh/h 56 780 0 112 755 14 412 0 0 12 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 10 18 7 11 0 6 10 8 0 Cap, veh/h 489 1782 474 1802 33 511 0 82 Arrive On Green 0.08 0.77 0.00 0.05 0.79 0.59 0.16 0.00 0.00 0.05 Sat Flow, veh/h 1641 3066 1275 1576 3052 57 3177 0 1391 1667 Grp Volume(v), veh/h 56 780 0 112 376 393 412 0 0 12 Grp Sat Flow(s),veh/h/ln 1641 1533 1275 1576 1520 1588 1589 0 1391 1667 Q Serve(g_s), s 1.3 8.7 0.0 2.9 7.9 8.1 12.5 0.0 0.0 0.7 Cycle Q Clear(g_c), s 1.3 8.7 0.0 2.9 7.9 8.1 12.5 0.0 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 489 1782 474 897 938 511 0 82 V/C Ratio(X) 0.11 0.44 0.24 0.42 0.42 0.81 0.00 0.15 Avail Cap(c_a), veh/h 654 1782 618 897 938 667 0 267 HCM Platoon Ratio 2.00 1.33 2.00 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 7.6 5.7 0.0 8.0 5.2 5.4 40.5 0.0 0.0 45.5 Incr Delay (d2), s/veh 0.1 0.7 0.0 0.2 1.4 1.4 5.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 0.4 2.3 0.0 0.9 2.3 2.4 5.2 0.0 0.0 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 7.7 6.5 0.0 8.2 6.7 6.8 45.4 0.0 0.0 46.1 LOS A A A A A D A D Approach Vol, veh/h 836 A 881 412 A Approach Delay, s/veh 6.6 6.9 45.4 Approach LOS A A D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.9 62.1 20.1 7.9 63.1 8.9 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 20.5 14.0 32.5 15.5 Max Q Clear Time (g_c+I1), s 4.9 10.7 14.5 3.3 10.1 3.0 Green Ext Time s 0.2 15.4 1.1 0.1 15.3 0.0 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 16 33 Future Volume (veh/h) 16 33 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1668 1518 Adj Flow Rate, veh/h 17 0 Peak Hour Factor 0.93 0.93 Percent Heavy Veh, % 6 17 Cap, veh/h 82 Arrive On Green 0.05 0.00 Sat Flow, veh/h 1668 1286 Grp Volume(v), veh/h 17 0 Grp Sat Flow(s),veh/h/ln 1668 1286 Q Serve(g_s), s 1.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 82 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 267 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 45.7 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 46.6 0.0 LOS D Approach Vol, veh/h 29 A Approach Delay, s/veh 46.4 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 109 483 219 39 344 48 351 143 56 43 82 79 Future Volume (vph) 109 483 219 39 344 48 351 143 56 43 82 79 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1606 1438 1630 1549 1488 1662 1733 1488 1630 1750 1471 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1606 1438 1630 1549 1488 1662 1733 1488 1630 1750 1471 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) 115 508 231 41 362 51 369 151 59 45 86 83 RTOR Reduction (vph) 0 0 78 0 0 32 0 0 34 0 0 63 Lane Group Flow (vph) 115 508 153 41 362 19 369 151 25 45 86 20 Confl. Peds. 2 2 8 Confl. Bikes 1 1 Heavy Vehicles 4% 9% 2% 2% 13% 0% 0% 1% 0% 2% 0% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 13.5 42.6 74.5 6.8 35.9 41.5 31.9 39.9 46.7 5.6 13.6 27.1 Effective Green, g 14.0 43.6 75.5 7.3 36.9 42.5 32.4 40.9 47.7 6.1 14.6 28.1 Actuated g/C Ratio 0.12 0.38 0.66 0.06 0.32 0.37 0.28 0.36 0.42 0.05 0.13 0.25 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 196 614 953 104 501 555 472 622 623 87 224 362 v/s Ratio Prot c0.07 c0.32 0.05 0.03 0.23 0.00 c0.22 0.09 0.00 0.03 c0.05 0.01 v/s Ratio Perm 0.06 0.01 0.01 0.01 v/c Ratio 0.59 0.83 0.16 0.39 0.72 0.03 0.78 0.24 0.04 0.52 0.38 0.06 Uniform Delay, d1 47.2 31.8 7.2 51.2 34.0 22.7 37.5 25.6 19.6 52.5 45.5 32.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 9.9 0.1 1.8 6.1 0.0 7.9 0.1 0.0 3.8 0.8 0.0 Delay 50.9 41.7 7.3 53.0 40.0 22.7 45.4 25.8 19.6 56.3 46.3 32.8 Level of Service D D A D D C D C B E D C Approach Delay 33.6 39.3 37.7 43.2 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length 113.9 Sum of lost time 16.0 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 483 219 39 344 48 351 143 56 43 82 79 Future Volume (veh/h) 109 483 219 39 344 48 351 143 56 43 82 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1627 1723 1723 1573 1750 1750 1736 1750 1723 1750 1750 Adj Flow Rate, veh/h 115 508 231 41 362 51 369 151 59 45 86 83 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, % 4 9 2 2 13 0 0 1 0 2 0 0 Cap, veh/h [PHONE REDACTED] 63 626 642 413 541 506 66 182 282 Arrive On Green 0.09 0.45 0.45 0.04 0.40 0.39 0.25 0.31 0.31 0.04 0.10 0.10 Sat Flow, veh/h 1615 1627 1426 1641 1573 1479 1667 1736 1464 1641 1750 1448 Grp Volume(v), veh/h 115 508 231 41 362 51 369 151 59 45 86 83 Grp Sat Flow(s),veh/h/ln 1615 1627 1426 1641 1573 1479 1667 1736 1464 1641 1750 1448 Q Serve(g_s), s 7.1 25.3 6.0 2.5 18.4 2.1 21.8 6.7 2.8 2.8 4.7 5.0 Cycle Q Clear(g_c), s 7.1 25.3 6.0 2.5 18.4 2.1 21.8 6.7 2.8 2.8 4.7 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h [PHONE REDACTED] 63 626 642 413 541 506 66 182 282 V/C Ratio(X) 0.76 0.69 0.23 0.65 0.58 0.08 0.89 0.28 0.12 0.68 0.47 0.29 Avail Cap(c_a), veh/h 332 1133 1347 338 1095 1082 507 541 506 499 532 571 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 45.2 22.2 5.6 48.3 24.0 16.9 37.1 26.5 22.8 48.3 43.0 35.3 Incr Delay (d2), s/veh 5.9 2.2 0.2 8.0 1.6 0.1 15.2 0.2 0.1 8.8 1.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 9.8 1.7 1.2 6.9 0.7 10.6 2.8 1.0 1.3 2.1 1.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 51.1 24.4 5.9 56.3 25.6 17.0 52.3 26.7 22.9 57.1 44.5 35.7 LOS D C A E C B D C C E D D Approach Vol, veh/h 854 454 579 214 Approach Delay, s/veh 23.0 27.4 42.6 43.7 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 50.2 29.3 14.6 13.5 44.6 8.1 35.8 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.5 70.0 30.5 30.0 20.5 70.0 30.5 30.0 Max Q Clear Time (g_c+I1), s 4.5 27.3 23.8 7.0 9.1 20.4 4.8 8.7 Green Ext Time s 0.1 17.9 0.9 0.6 0.3 9.8 0.1 0.8 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 12 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115 1 19 2 0 1 24 240 0 3 77 92 Future Vol, veh/h 115 1 19 2 0 1 24 240 0 3 77 92 Conflicting Peds, #/hr 3 0 1 1 0 3 3 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 14 0 5 0 0 0 4 4 0 33 3 7 Mvmt Flow 135 1 22 2 0 1 28 282 0 4 91 108 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 498 494 149 504 548 285 202 0 0 282 0 0 Stage 1 156 156 - 338 338 - - - - - - - Stage 2 342 338 - 166 210 - - - - - - - Critical Hdwy 7.24 6.5 6.25 7.1 6.5 6.2 4.14 - - 4.43 - - Critical Hdwy Stg 1 6.24 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.24 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.626 4 3.345 3.5 4 3.3 2.236 - - 2.497 - - Pot Cap-1 Maneuver 464 479 890 482 [PHONE REDACTED] - - 1122 - - Stage 1 819 772 - 681 644 - - - - - - - Stage 2 649 644 - 841 732 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 452 466 887 460 [PHONE REDACTED] - - 1122 - - Mov Cap-2 Maneuver 520 521 - 460 434 - - - - - - - Stage 1 800 767 - 667 630 - - - - - - - Stage 2 633 630 - 815 727 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.6 11.9 0.7 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1354 - - 520 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.021 - - 0.26 0.027 0.007 0.003 - - HCM Control Delay 7.7 - - 14.3 9.3 11.9 8.2 - - HCM Lane LOS A - - B A B A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.1 0 0 - - ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 13 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 19 2 69 56 113 0 147 81 44 38 4 Future Vol, veh/h 6 19 2 69 56 113 0 147 81 44 38 4 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 33 15 0 5 0 0 0 8 4 4 5 25 Mvmt Flow 7 23 2 82 67 135 0 175 96 52 45 5 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 9.3 10.8 11.6 9.3 HCM LOS A B B A Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 0% 22% 29% 100% 0% Vol Thru, % 100% 64% 70% 24% 0% 90% Vol Right, % 0% 36% 7% 47% 0% 10% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 0 228 27 238 44 42 LT Vol 0 0 6 69 44 0 Through Vol 0 147 19 56 0 38 RT Vol 0 81 2 113 0 4 Lane Flow Rate 0 271 32 283 52 50 Geometry Grp 7 7 2 2 7 7 Degree of Util 0 0.399 0.052 0.378 0.09 0.078 Departure Headway (Hd) 5.402 5.288 5.846 4.798 6.156 5.6 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 0 676 606 745 577 633 Service Time 3.183 3.069 3.945 2.859 3.951 3.395 HCM Lane V/C Ratio 0 0.401 0.053 0.38 0.09 0.079 HCM Control Delay 8.2 11.6 9.3 10.8 9.6 8.9 HCM Lane LOS N B A B A A HCM 95th-tile Q 0 1.9 0.2 1.8 0.3 0.3 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 14 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 19 0 64 374 211 20 Future Vol, veh/h 19 0 64 374 211 20 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 5 0 3 0 2 5 Mvmt Flow 23 0 78 456 257 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 882 - 282 0 - 0 Stage 1 270 - - - - - Stage 2 612 - - - - - Critical Hdwy 6.45 - 4.13 - - - Critical Hdwy Stg 1 5.45 - - - - - Critical Hdwy Stg 2 5.45 - - - - - Follow-up Hdwy 3.545 - 2.227 - - - Pot Cap-1 Maneuver 313 0 1275 - - - Stage 1 768 0 - - - - Stage 2 535 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 287 - 1274 - - - Mov Cap-2 Maneuver 287 - - - - - Stage 1 704 - - - - - Stage 2 534 - - - - - Approach EB NB SB HCM Control Delay, s 18.6 1.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1274 - 287 - - HCM Lane V/C Ratio 0.061 - 0.081 - - HCM Control Delay 8 0 18.6 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 15 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 7 29 0 0 21 0 417 1 7 204 0 Future Vol, veh/h 0 7 29 0 0 21 0 417 1 7 204 0 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 5 0 0 0 0 0 3 0 0 28 2 5 Mvmt Flow 0 9 35 0 0 26 0 509 1 9 249 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 778 249 - - 511 - 0 0 511 0 0 Stage 1 - 267 - - - - - - - - - - Stage 2 - 511 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.38 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.452 - - Pot Cap-1 Maneuver 0 330 795 0 0 567 0 - - 934 - 0 Stage 1 0 692 - 0 0 - 0 - - - - 0 Stage 2 0 540 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 326 795 - - 566 - - - 933 - - Mov Cap-2 Maneuver - 326 - - - - - - - - - - Stage 1 - 684 - - - - - - - - - - Stage 2 - 539 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.2 11.7 0 0.3 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - 621 566 933 - HCM Lane V/C Ratio - - 0.071 0.045 0.009 - HCM Control Delay - - 11.2 11.7 8.9 0 HCM Lane LOS - - B B A A HCM 95th %tile Q(veh) - - 0.2 0.1 0 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 16 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 155 14 34 58 2 5 29 95 2 45 16 Future Vol, veh/h 19 155 14 34 58 2 5 29 95 2 45 16 Conflicting Peds, #/hr 1 0 14 14 0 1 1 0 1 1 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 5 5 7 8 3 0 20 0 2 50 2 12 Mvmt Flow 22 180 16 40 67 2 6 34 110 2 52 19 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 70 0 0 210 0 0 431 396 203 454 403 70 Stage 1 - - - - - - 246 246 - 149 149 - Stage 2 - - - - - - 185 150 - 305 254 - Critical Hdwy 4.15 - - 4.18 - - 7.3 6.5 6.22 7.6 6.52 6.32 Critical Hdwy Stg 1 - - - - - - 6.3 5.5 - 6.6 5.52 - Critical Hdwy Stg 2 - - - - - - 6.3 5.5 - 6.6 5.52 - Follow-up Hdwy 2.245 - - 2.272 - - 3.68 4 3.318 3.95 4.018 3.408 Pot Cap-1 Maneuver 1512 - - 1326 - - 505 544 838 444 536 965 Stage 1 - - - - - - 719 706 - 752 774 - Stage 2 - - - - - - 777 777 - 613 697 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1511 - - 1308 - - 434 512 826 354 504 963 Mov Cap-2 Maneuver - - - - - - 509 556 - 354 504 - Stage 1 - - - - - - 699 686 - 741 749 - Stage 2 - - - - - - 686 752 - 497 677 - Approach EB WB NB SB HCM Control Delay, s 0.7 2.8 11.2 12.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 729 1511 - - 1308 - - 565 HCM Lane V/C Ratio 0.206 0.015 - - 0.03 - - 0.13 HCM Control Delay 11.2 7.4 - - 7.8 - - 12.3 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.8 0 - - 0.1 - - 0.4 ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 17 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 43 151 40 51 81 Future Vol, veh/h 32 43 151 40 51 81 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 3 0 0 0 13 2 Mvmt Flow 41 54 191 51 65 103 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 450 217 0 0 242 0 Stage 1 217 - - - - - Stage 2 233 - - - - - Critical Hdwy 6.43 6.2 - - 4.23 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.3 - - 2.317 - Pot Cap-1 Maneuver 565 828 - - 1263 - Stage 1 817 - - - - - Stage 2 803 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 534 828 - - 1263 - Mov Cap-2 Maneuver 534 - - - - - Stage 1 817 - - - - - Stage 2 759 - - - - - Approach WB NB SB HCM Control Delay, s 11.3 0 3.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 670 1263 - HCM Lane V/C Ratio - - 0.142 0.051 - HCM Control Delay - - 11.3 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0.2 - ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 18 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 91 73 4 7 2 Future Vol, veh/h 0 91 73 4 7 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 59 59 59 59 59 59 Heavy Vehicles, % 0 0 2 0 0 50 Mvmt Flow 0 154 124 7 12 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 131 0 - 0 282 128 Stage 1 - - - - 128 - Stage 2 - - - - 154 - Critical Hdwy 4.1 - - - 6.4 6.7 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.75 Pot Cap-1 Maneuver 1467 - - - 712 808 Stage 1 - - - - 903 - Stage 2 - - - - 879 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1467 - - - 712 808 Mov Cap-2 Maneuver - - - - 712 - Stage 1 - - - - 903 - Stage 2 - - - - 879 - Approach EB WB SB HCM Control Delay, s 0 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1467 - - - 731 HCM Lane V/C Ratio - - - - 0.021 HCM Control Delay 0 - - - 10 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - AM Page 19 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 67 52 31 27 3 40 106 16 1 82 41 Future Vol, veh/h 48 67 52 31 27 3 40 106 16 1 82 41 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 4 0 0 0 0 0 2 2 6 0 6 9 Mvmt Flow 56 78 60 36 31 3 47 123 19 1 95 48 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.3 9 9.9 8.7 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 27% 0% 100% 0% 100% 0% 1% 0% Vol Thru, % 73% 0% 0% 56% 0% 90% 99% 0% Vol Right, % 0% 100% 0% 44% 0% 10% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 146 16 48 119 31 30 83 41 LT Vol 40 0 48 0 31 0 1 0 Through Vol 106 0 0 67 0 27 82 0 RT Vol 0 16 0 52 0 3 0 41 Lane Flow Rate 170 19 56 138 36 35 97 48 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.26 0.024 0.093 0.197 0.061 0.053 0.145 0.064 Departure Headway (Hd) 5.518 4.676 6.009 5.129 6.084 5.509 5.41 4.802 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 649 761 594 696 585 646 659 741 Service Time 3.276 2.433 3.769 2.889 3.857 3.281 3.17 2.562 HCM Lane V/C Ratio 0.262 0.025 0.094 0.198 0.062 0.054 0.147 0.065 HCM Control Delay 10.2 7.5 9.4 9.2 9.3 8.6 9.1 7.9 HCM Lane LOS B A A A A A A A HCM 95th-tile Q 1 0.1 0.3 0.7 0.2 0.2 0.5 0.2 ---PAGE BREAK--- ---PAGE BREAK--- HCM 6th TWSC 1: Butteville Road NE & OR 219 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 1 Intersection Int Delay, s/veh 12.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 380 135 176 187 54 194 Future Vol, veh/h 380 135 176 187 54 194 Conflicting Peds, #/hr 0 0 0 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 1 1 1 7 0 Mvmt Flow 452 161 210 223 64 231 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 613 0 1177 533 Stage 1 - - - - 533 - Stage 2 - - - - 644 - Critical Hdwy - - 4.11 - 6.47 6.2 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy - - 2.209 - 3.563 3.3 Pot Cap-1 Maneuver - - 971 - 206 551 Stage 1 - - - - 578 - Stage 2 - - - - 514 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 971 - 155 551 Mov Cap-2 Maneuver - - - - 155 - Stage 1 - - - - 578 - Stage 2 - - - - 387 - Approach EB WB NB HCM Control Delay, s 0 4.7 50 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 354 - - 971 - HCM Lane V/C Ratio 0.834 - - 0.216 - HCM Control Delay 50 - - 9.7 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 7.5 - - 0.8 - ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 727 386 0 641 650 0 0 0 469 0 261 Future Volume (vph) 0 727 386 0 641 650 0 0 0 469 0 261 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3292 1458 3260 1411 3193 1473 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3292 1458 3260 1411 3193 1473 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 799 424 0 704 714 0 0 0 515 0 287 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 156 Lane Group Flow (vph) 0 799 424 0 704 714 0 0 0 515 0 131 Confl. Peds. 6 6 4 Heavy Vehicles 0% 1% 2% 0% 2% 3% 0% 0% 0% 1% 0% 1% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 68.2 100.0 68.2 100.0 22.8 22.8 Effective Green, g 68.7 100.0 68.7 100.0 23.3 23.3 Actuated g/C Ratio 0.69 1.00 0.69 1.00 0.23 0.23 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 2261 1458 2239 1411 743 343 v/s Ratio Prot 0.24 0.22 c0.16 0.09 v/s Ratio Perm 0.29 c0.51 v/c Ratio 0.35 0.29 0.31 0.51 0.69 0.38 Uniform Delay, d1 6.5 0.0 6.2 0.0 35.1 32.3 Progression Factor 1.00 1.00 0.75 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.5 0.3 1.2 2.6 0.5 Delay 6.9 0.5 5.0 1.2 37.7 32.8 Level of Service A A A A D C Approach Delay 4.7 3.1 0.0 35.9 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 727 386 0 641 650 0 0 0 469 0 261 Future Volume (veh/h) 0 727 386 0 641 650 0 0 0 469 0 261 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1723 0 1723 1709 1736 0 1736 Adj Flow Rate, veh/h 0 799 0 0 704 0 515 0 177 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 1 2 0 2 3 1 0 1 Cap, veh/h 0 2299 0 2281 716 0 328 Arrive On Green 0.00 0.70 0.00 0.00 0.70 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3386 1460 0 3359 1448 3208 0 1471 Grp Volume(v), veh/h 0 799 0 0 704 0 515 0 177 Grp Sat Flow(s),veh/h/ln 0 1650 1460 0 1637 1448 1604 0 1471 Q Serve(g_s), s 0.0 9.7 0.0 0.0 8.3 0.0 14.9 0.0 10.6 Cycle Q Clear(g_c), s 0.0 9.7 0.0 0.0 8.3 0.0 14.9 0.0 10.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2299 0 2281 716 0 328 V/C Ratio(X) 0.00 0.35 0.00 0.31 0.72 0.00 0.54 Avail Cap(c_a), veh/h 0 2299 0 2281 1155 0 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.84 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 6.1 0.0 0.0 5.9 0.0 35.9 0.0 34.3 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.3 0.0 1.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.1 0.0 0.0 2.6 0.0 5.8 0.0 3.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 6.5 0.0 0.0 6.2 0.0 37.0 0.0 35.3 LOS A A A A D A D Approach Vol, veh/h 799 A 704 A 692 Approach Delay, s/veh 6.5 6.2 36.5 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 73.7 26.3 73.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 11.7 16.9 10.3 Green Ext Time s 23.4 5.0 13.9 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1002 194 0 1108 299 183 0 464 0 0 0 Future Volume (vph) 0 1002 194 0 1108 299 183 0 464 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.98 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3292 1428 3260 1409 1548 1324 1367 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3292 1428 3260 1409 1548 1324 1367 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1077 209 0 1191 322 197 0 499 0 0 0 RTOR Reduction (vph) 0 0 63 0 0 97 0 64 64 0 0 0 Lane Group Flow (vph) 0 1077 146 0 1191 225 177 196 195 0 0 0 Confl. Peds. 6 5 5 6 1 1 1 Heavy Vehicles 0% 1% 1% 0% 2% 3% 2% 0% 2% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Perm Protected Phases 2 6 8 8 Permitted Phases 2 6 8 Actuated Green, G 69.5 69.5 69.5 69.5 20.6 20.6 20.6 Effective Green, g 70.0 70.0 70.0 70.0 22.0 22.0 22.0 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.22 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 2304 999 2282 986 340 291 300 v/s Ratio Prot 0.33 c0.37 0.11 c0.15 v/s Ratio Perm 0.10 0.16 0.14 v/c Ratio 0.47 0.15 0.52 0.23 0.52 0.67 0.65 Uniform Delay, d1 6.7 5.0 7.1 5.4 34.4 35.7 35.5 Progression Factor 0.98 1.54 0.60 1.10 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.3 0.7 0.4 1.1 5.5 4.4 Delay 7.2 8.0 4.9 6.3 35.5 41.2 39.9 Level of Service A A A A D D D Approach Delay 7.3 5.2 39.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1002 194 0 1108 299 183 0 464 0 0 0 Future Volume (veh/h) 0 1002 194 0 1108 299 183 0 464 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1736 0 1723 1709 1723 1750 1723 Adj Flow Rate, veh/h 0 1077 0 0 1191 0 131 0 499 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 1 1 0 2 3 2 0 2 Cap, veh/h 0 2251 0 2233 390 0 693 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3386 1471 0 3359 1448 1641 0 2914 Grp Volume(v), veh/h 0 1077 0 0 1191 0 131 0 499 Grp Sat Flow(s),veh/h/ln 0 1650 1471 0 1637 1448 1641 0 1457 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 6.6 0.0 15.8 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 6.6 0.0 15.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2251 0 2233 390 0 693 V/C Ratio(X) 0.00 0.48 0.00 0.53 0.34 0.00 0.72 Avail Cap(c_a), veh/h 0 2251 0 2233 591 0 1049 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.87 0.00 0.00 0.73 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 31.6 0.0 35.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.7 0.0 0.4 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.0 0.0 0.2 0.0 2.6 0.0 5.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 0.6 0.0 0.0 0.7 0.0 31.9 0.0 36.1 LOS A A A A C A D Approach Vol, veh/h 1077 A 1191 A 630 Approach Delay, s/veh 0.6 0.7 35.2 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 72.2 72.2 27.8 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 17.8 Green Ext Time s 26.1 40.1 4.5 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 42 83 875 127 11 174 867 27 416 30 156 36 Future Volume (vph) 42 83 875 127 11 174 867 27 416 30 156 36 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1599 3167 1443 1632 3094 1519 1526 1454 1583 Flt Permitted 0.20 1.00 1.00 0.17 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 344 3167 1443 300 3094 1519 1526 1454 1583 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) 45 89 941 137 12 187 932 29 447 32 168 39 RTOR Reduction (vph) 0 0 0 0 0 0 2 0 0 0 0 0 Lane Group Flow (vph) 0 134 941 137 0 199 959 0 237 242 168 39 Confl. Peds. 2 2 Confl. Bikes 1 1 2 Heavy Vehicles 0% 6% 5% 1% 0% 2% 7% 4% 4% 7% 1% 5% Turn Type pm+pt pm+pt NA Free pm+pt pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 1 6 4 4 8 Permitted Phases 2 2 Free 6 6 Free Actuated Green, G 53.1 44.0 100.0 58.7 46.8 18.6 18.6 100.0 8.0 Effective Green, g 53.1 44.5 100.0 58.7 47.3 19.1 19.1 100.0 8.5 Actuated g/C Ratio 0.53 0.44 1.00 0.59 0.47 0.19 0.19 1.00 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 296 1409 1443 334 1463 [PHONE REDACTED] 134 v/s Ratio Prot 0.04 0.30 c0.07 c0.31 0.16 c0.16 c0.02 v/s Ratio Perm 0.20 0.09 0.28 0.12 v/c Ratio 0.45 0.67 0.09 0.60 0.66 0.82 0.83 0.12 0.29 Uniform Delay, d1 13.3 21.9 0.0 12.9 20.1 38.8 38.9 0.0 42.9 Progression Factor 1.10 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 2.3 0.1 2.4 2.3 15.8 17.7 0.2 0.9 Delay 15.4 22.1 0.1 15.3 22.4 54.6 56.6 0.2 43.8 Level of Service B C A B C D E A D Approach Delay 18.8 21.2 41.2 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 35 82 Future Volume (vph) 35 82 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1699 1373 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1699 1373 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) 38 88 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 38 88 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 3% 7% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 8.0 100.0 Effective Green, g 8.5 100.0 Actuated g/C Ratio 0.08 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 144 1373 v/s Ratio Prot 0.02 v/s Ratio Perm 0.06 v/c Ratio 0.26 0.06 Uniform Delay, d1 42.8 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.7 0.1 Delay 43.5 0.1 Level of Service D A Approach Delay 20.4 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 42 83 875 127 11 174 867 27 416 30 156 36 Future Volume (veh/h) 42 83 875 127 11 174 867 27 416 30 156 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1668 1682 1736 1723 1654 1695 1695 1654 1736 1682 Adj Flow Rate, veh/h 89 941 0 187 932 29 470 0 0 39 Peak Hour Factor 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 1 2 7 4 4 7 1 5 Cap, veh/h 366 1629 404 1679 52 569 0 125 Arrive On Green 0.03 0.68 0.00 0.08 0.72 0.53 0.18 0.00 0.00 0.08 Sat Flow, veh/h 1589 3195 1471 1641 3110 97 3229 0 1471 1602 Grp Volume(v), veh/h 89 941 0 187 471 490 470 0 0 39 Grp Sat Flow(s),veh/h/ln 1589 1598 1471 1641 1572 1635 1615 0 1471 1602 Q Serve(g_s), s 2.7 15.6 0.0 5.3 14.0 14.4 14.0 0.0 0.0 2.3 Cycle Q Clear(g_c), s 2.7 15.6 0.0 5.3 14.0 14.4 14.0 0.0 0.0 2.3 Prop In Lane 1.00 1.00 1.00 0.06 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 366 1629 404 849 883 569 0 125 V/C Ratio(X) 0.24 0.58 0.46 0.56 0.56 0.83 0.00 0.31 Avail Cap(c_a), veh/h 515 1629 510 849 883 678 0 256 HCM Platoon Ratio 0.67 1.33 0.67 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 11.7 10.4 0.0 11.5 8.5 8.8 39.7 0.0 0.0 43.6 Incr Delay (d2), s/veh 0.2 1.3 0.0 0.6 2.6 2.5 6.7 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.4 0.0 1.9 4.1 4.4 6.1 0.0 0.0 0.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.9 11.7 0.0 12.1 11.1 11.4 46.4 0.0 0.0 44.6 LOS B B B B B D A D Approach Vol, veh/h 1030 A 1148 470 A Approach Delay, s/veh 11.7 11.4 46.4 Approach LOS B B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.6 55.0 21.6 8.6 58.0 11.8 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.5 20.5 14.0 32.5 15.5 Max Q Clear Time (g_c+I1), s 7.3 17.6 16.0 4.7 16.4 4.3 Green Ext Time s 0.4 12.5 1.0 0.2 13.4 0.1 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 35 82 Future Volume (veh/h) 35 82 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1709 1654 Adj Flow Rate, veh/h 38 0 Peak Hour Factor 0.93 0.93 Percent Heavy Veh, % 3 7 Cap, veh/h 133 Arrive On Green 0.08 0.00 Sat Flow, veh/h 1709 1402 Grp Volume(v), veh/h 38 0 Grp Sat Flow(s),veh/h/ln 1709 1402 Q Serve(g_s), s 2.1 0.0 Cycle Q Clear(g_c), s 2.1 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 133 V/C Ratio(X) 0.29 Avail Cap(c_a), veh/h 273 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 43.5 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 44.3 0.0 LOS D Approach Vol, veh/h 77 A Approach Delay, s/veh 44.5 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 541 373 103 620 63 280 121 67 121 237 150 Future Volume (vph) 93 541 373 103 620 63 280 121 67 121 237 150 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 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 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1646 1716 1451 1662 1699 1446 1662 1733 1488 1646 1716 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1646 1716 1451 1662 1699 1446 1662 1733 1488 1646 1716 1488 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 94 546 377 104 626 64 283 122 68 122 239 152 RTOR Reduction (vph) 0 0 105 0 0 21 0 0 43 0 0 108 Lane Group Flow (vph) 94 546 272 104 626 43 283 122 25 122 239 44 Confl. Peds. 1 6 6 1 6 Heavy Vehicles 1% 2% 0% 0% 3% 1% 0% 1% 0% 1% 2% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 13.5 57.7 86.0 14.2 58.4 72.6 28.3 38.7 52.9 14.2 24.6 38.1 Effective Green, g 14.0 58.7 87.0 14.7 59.4 73.6 28.8 39.7 53.9 14.7 25.6 39.1 Actuated g/C Ratio 0.10 0.41 0.61 0.10 0.41 0.51 0.20 0.28 0.37 0.10 0.18 0.27 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 160 700 877 169 701 740 332 478 557 168 305 404 v/s Ratio Prot 0.06 0.32 0.06 c0.06 c0.37 0.01 c0.17 0.07 0.00 0.07 c0.14 0.01 v/s Ratio Perm 0.13 0.02 0.01 0.02 v/c Ratio 0.59 0.78 0.31 0.62 0.89 0.06 0.85 0.26 0.05 0.73 0.78 0.11 Uniform Delay, d1 62.1 36.9 13.8 61.8 39.2 17.7 55.5 40.5 28.6 62.6 56.5 39.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 6.4 0.1 5.6 14.5 0.0 18.4 0.2 0.0 13.6 12.0 0.1 Delay 66.6 43.4 14.0 67.4 53.7 17.7 73.8 40.7 28.6 76.2 68.4 39.4 Level of Service E D B E D B E D C E E D Approach Delay 34.6 52.6 58.8 61.7 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay 48.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 143.8 Sum of lost time 16.0 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 541 373 103 620 63 280 121 67 121 237 150 Future Volume (veh/h) 93 541 373 103 620 63 280 121 67 121 237 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1750 1750 1709 1736 1750 1736 1750 1736 1723 1750 Adj Flow Rate, veh/h 94 546 377 104 626 64 283 122 68 122 239 152 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 2 0 0 3 1 0 1 0 1 2 0 Cap, veh/h 122 758 924 133 763 783 316 462 503 154 292 355 Arrive On Green 0.07 0.44 0.44 0.08 0.45 0.44 0.19 0.27 0.26 0.09 0.17 0.17 Sat Flow, veh/h 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Grp Volume(v), veh/h 94 546 377 104 626 64 283 122 68 122 239 152 Grp Sat Flow(s),veh/h/ln 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Q Serve(g_s), s 7.4 34.4 17.0 8.1 42.3 2.8 21.9 7.3 4.2 9.6 17.7 11.5 Cycle Q Clear(g_c), s 7.4 34.4 17.0 8.1 42.3 2.8 21.9 7.3 4.2 9.6 17.7 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 122 758 924 133 763 783 316 462 503 154 292 355 V/C Ratio(X) 0.77 0.72 0.41 0.78 0.82 0.08 0.90 0.26 0.14 0.79 0.82 0.43 Avail Cap(c_a), veh/h [PHONE REDACTED] 264 917 915 390 462 503 387 404 451 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 60.2 30.4 12.4 59.7 32.0 14.9 52.3 38.3 30.0 58.8 53.0 42.6 Incr Delay (d2), s/veh 7.4 3.1 0.6 7.1 6.3 0.1 18.8 0.2 0.1 6.8 8.0 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 3.4 14.8 5.8 3.7 18.6 1.0 10.9 3.2 1.5 4.3 8.3 4.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 67.5 33.5 13.0 66.9 38.3 15.0 71.2 38.6 30.1 65.6 61.0 43.3 LOS E C B E D B E D C E E D Approach Vol, veh/h 1017 794 473 513 Approach Delay, s/veh 29.0 40.2 56.8 56.8 Approach LOS C D E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.6 62.3 29.1 26.4 13.8 63.1 16.3 39.2 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.5 70.0 30.5 30.0 20.5 70.0 30.5 30.0 Max Q Clear Time (g_c+I1), s 10.1 36.4 23.9 19.7 9.4 44.3 11.6 9.3 Green Ext Time s 0.2 19.5 0.6 1.2 0.2 13.7 0.4 0.7 Intersection Summary HCM 6th Ctrl Delay 42.0 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 12 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 179 2 53 2 3 4 18 268 4 3 236 92 Future Vol, veh/h 179 2 53 2 3 4 18 268 4 3 236 92 Conflicting Peds, #/hr 15 0 2 2 0 15 4 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 1 0 0 0 0 0 0 1 0 0 3 2 Mvmt Flow 183 2 54 2 3 4 18 273 4 3 241 94 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 628 614 294 638 659 293 339 0 0 280 0 0 Stage 1 298 298 - 314 314 - - - - - - - Stage 2 330 316 - 324 345 - - - - - - - Critical Hdwy 7.11 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.11 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 397 410 750 392 [PHONE REDACTED] - - 1294 - - Stage 1 713 671 - 701 660 - - - - - - - Stage 2 685 659 - 692 640 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 380 400 746 356 [PHONE REDACTED] - - 1290 - - Mov Cap-2 Maneuver 482 481 - 356 377 - - - - - - - Stage 1 700 667 - 689 648 - - - - - - - Stage 2 658 647 - 637 636 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.4 12.7 0.5 0.1 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1226 - - 482 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.015 - - 0.379 0.077 0.019 0.002 - - HCM Control Delay 8 - - 17 10.3 12.7 7.8 - - HCM Lane LOS A - - C B B A - - HCM 95th %tile Q(veh) 0 - - 1.7 0.2 0.1 0 - - ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 13 Intersection Intersection Delay, s/veh 13.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 62 0 127 110 107 2 160 87 144 136 12 Future Vol, veh/h 11 62 0 127 110 107 2 160 87 144 136 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 1 0 0 0 1 1 2 2 0 Mvmt Flow 11 65 0 132 115 111 2 167 91 150 142 13 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 10.3 15.3 13.4 11.6 HCM LOS B C B B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 15% 37% 100% 0% Vol Thru, % 0% 65% 85% 32% 0% 92% Vol Right, % 0% 35% 0% 31% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 247 73 344 144 148 LT Vol 2 0 11 127 144 0 Through Vol 0 160 62 110 0 136 RT Vol 0 87 0 107 0 12 Lane Flow Rate 2 257 76 358 150 154 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.004 0.432 0.132 0.552 0.281 0.265 Departure Headway (Hd) 6.794 6.05 6.251 5.542 6.748 6.181 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 525 592 570 649 531 580 Service Time 4.556 3.812 4.335 3.6 4.51 3.942 HCM Lane V/C Ratio 0.004 0.434 0.133 0.552 0.282 0.266 HCM Control Delay 9.6 13.4 10.3 15.3 12.1 11.2 HCM Lane LOS A B B C B B HCM 95th-tile Q 0 2.2 0.5 3.4 1.1 1.1 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 14 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 45 0 150 340 439 67 Future Vol, veh/h 45 0 150 340 439 67 Conflicting Peds, #/hr 0 5 5 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 49 0 163 370 477 73 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1215 - 555 0 - 0 Stage 1 519 - - - - - Stage 2 696 - - - - - Critical Hdwy 6.4 - 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 - 2.2 - - - Pot Cap-1 Maneuver 202 0 1026 - - - Stage 1 601 0 - - - - Stage 2 498 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 160 - 1021 - - - Mov Cap-2 Maneuver 160 - - - - - Stage 1 478 - - - - - Stage 2 496 - - - - - Approach EB NB SB HCM Control Delay, s 37.1 2.8 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1021 - 160 - - HCM Lane V/C Ratio 0.16 - 0.306 - - HCM Control Delay 9.2 0 37.1 - - HCM Lane LOS A A E - - HCM 95th %tile Q(veh) 0.6 - 1.2 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 15 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 29 161 0 0 41 0 449 2 22 417 0 Future Vol, veh/h 0 29 161 0 0 41 0 449 2 22 417 0 Conflicting Peds, #/hr 0 0 5 5 0 0 5 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 32 175 0 0 45 0 488 2 24 453 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 994 458 - - 492 - 0 0 493 0 0 Stage 1 - 501 - - - - - - - - - - Stage 2 - 493 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.1 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.2 - - Pot Cap-1 Maneuver 0 247 607 0 0 581 0 - - 1081 - 0 Stage 1 0 546 - 0 0 - 0 - - - - 0 Stage 2 0 550 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 239 604 - - 579 - - - 1078 - - Mov Cap-2 Maneuver - 239 - - - - - - - - - - Stage 1 - 530 - - - - - - - - - - Stage 2 - 548 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.6 11.7 0 0.4 HCM LOS C B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - [PHONE REDACTED] - HCM Lane V/C Ratio - - 0.421 0.077 0.022 - HCM Control Delay - - 17.6 11.7 8.4 0 HCM Lane LOS - - C B A A HCM 95th %tile Q(veh) - - 2.1 0.2 0.1 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 16 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 147 24 46 135 5 6 33 51 1 87 39 Future Vol, veh/h 11 147 24 46 135 5 6 33 51 1 87 39 Conflicting Peds, #/hr 1 0 1 1 0 1 13 0 6 6 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 0 1 0 0 0 20 0 0 0 0 0 0 Mvmt Flow 12 165 27 52 152 6 7 37 57 1 98 44 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 159 0 0 193 0 0 547 467 186 516 477 169 Stage 1 - - - - - - 204 204 - 260 260 - Stage 2 - - - - - - 343 263 - 256 217 - Critical Hdwy 4.1 - - 4.1 - - 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 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1433 - - 1392 - - 451 496 861 473 490 880 Stage 1 - - - - - - 803 737 - 749 697 - Stage 2 - - - - - - 676 694 - 753 727 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1432 - - 1391 - - 343 473 855 401 467 868 Mov Cap-2 Maneuver - - - - - - 424 529 - 401 467 - Stage 1 - - - - - - 796 730 - 742 671 - Stage 2 - - - - - - 521 668 - 657 720 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.9 11.4 14 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 661 1432 - - 1391 - - 543 HCM Lane V/C Ratio 0.153 0.009 - - 0.037 - - 0.263 HCM Control Delay 11.4 7.5 - - 7.7 - - 14 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 1 ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 17 Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 30 97 33 51 202 Future Vol, veh/h 36 30 97 33 51 202 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 49 41 131 45 69 273 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 565 154 0 0 176 0 Stage 1 154 - - - - - Stage 2 411 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 490 897 - - 1412 - Stage 1 879 - - - - - Stage 2 674 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 462 897 - - 1412 - Mov Cap-2 Maneuver 462 - - - - - Stage 1 879 - - - - - Stage 2 635 - - - - - Approach WB NB SB HCM Control Delay, s 12.1 0 1.5 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 593 1412 - HCM Lane V/C Ratio - - 0.15 0.049 - HCM Control Delay - - 12.1 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0.2 - ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 18 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 84 65 2 5 1 Future Vol, veh/h 2 84 65 2 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 3 0 0 0 0 Mvmt Flow 2 97 75 2 6 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 77 0 - 0 177 76 Stage 1 - - - - 76 - Stage 2 - - - - 101 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1535 - - - 817 991 Stage 1 - - - - 952 - Stage 2 - - - - 928 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1535 - - - 816 991 Mov Cap-2 Maneuver - - - - 816 - Stage 1 - - - - 951 - Stage 2 - - - - 928 - Approach EB WB SB HCM Control Delay, s 0.2 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1535 - - - 841 HCM Lane V/C Ratio 0.001 - - - 0.008 HCM Control Delay 7.3 0 - - 9.3 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2022 Existing - PM Page 19 Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 68 59 58 37 66 4 39 115 29 4 129 51 Future Vol, veh/h 68 59 58 37 66 4 39 115 29 4 129 51 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 10 0 5 0 1 0 0 0 3 0 0 2 Mvmt Flow 76 66 65 42 74 4 44 129 33 4 145 57 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.9 9.6 10.4 9.7 HCM LOS A A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 25% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 75% 0% 0% 50% 0% 94% 97% 0% Vol Right, % 0% 100% 0% 50% 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 154 29 68 117 37 70 133 51 LT Vol 39 0 68 0 37 0 4 0 Through Vol 115 0 0 59 0 66 129 0 RT Vol 0 29 0 58 0 4 0 51 Lane Flow Rate 173 33 76 131 42 79 149 57 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.281 0.045 0.138 0.2 0.074 0.129 0.238 0.08 Departure Headway (Hd) 5.849 5.014 6.493 5.465 6.447 5.918 5.744 5.022 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 616 715 553 657 557 606 626 715 Service Time 3.57 2.736 4.217 3.189 4.175 3.645 3.466 2.743 HCM Lane V/C Ratio 0.281 0.046 0.137 0.199 0.075 0.13 0.238 0.08 HCM Control Delay 10.8 8 10.3 9.6 9.7 9.5 10.3 8.2 HCM Lane LOS B A B A A A B A HCM 95th-tile Q 1.1 0.1 0.5 0.7 0.2 0.4 0.9 0.3 ---PAGE BREAK--- ---PAGE BREAK--- HCM 6th Roundabout 1: Butteville Rd & OR 219 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 1 Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB NB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 309 869 434 Demand Flow Rate, veh/h 338 900 447 Vehicles Circulating, veh/h 575 129 197 Vehicles Exiting, veh/h 454 197 716 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 7.1 6.6 1.1 Approach LOS A A A Lane Left Right Left Right Left Bypass Designated Moves LT R L LTR L R Assumed Moves LT R L LTR L R RT Channelized Free Lane Util 0.583 0.417 0.530 0.470 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 318 Entry Flow, veh/h 197 141 477 [PHONE REDACTED] Cap Entry Lane, veh/h [PHONE REDACTED] 1273 1201 0.980 Entry HV Adj Factor 0.917 0.908 0.965 0.965 0.946 312 Flow Entry, veh/h 181 128 460 [PHONE REDACTED] Cap Entry, veh/h [PHONE REDACTED] 1228 1136 0.178 V/C Ratio 0.248 0.162 0.398 0.332 0.107 0.0 Control Delay, s/veh 7.8 6.2 7.1 6.0 4.1 A LOS A A A A A 1 95th %tile Queue, veh 1 1 2 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 554 289 0 712 520 0 0 0 304 0 309 Future Volume (vph) 0 554 289 0 712 520 0 0 0 304 0 309 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3167 1316 3107 1324 2880 1390 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3167 1316 3107 1324 2880 1390 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 577 301 0 742 542 0 0 0 317 0 322 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 153 Lane Group Flow (vph) 0 577 301 0 742 542 0 0 0 317 0 169 Confl. Peds. 2 2 Heavy Vehicles 0% 5% 13% 0% 7% 10% 0% 0% 0% 12% 0% 7% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 72.1 100.0 72.1 100.0 18.9 18.9 Effective Green, g 72.6 100.0 72.6 100.0 19.4 19.4 Actuated g/C Ratio 0.73 1.00 0.73 1.00 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 2299 1316 2255 1324 558 269 v/s Ratio Prot 0.18 0.24 0.11 c0.12 v/s Ratio Perm 0.23 c0.41 v/c Ratio 0.25 0.23 0.33 0.41 0.57 0.63 Uniform Delay, d1 4.6 0.0 4.9 0.0 36.5 37.0 Progression Factor 1.00 1.00 0.77 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.4 0.3 0.8 1.1 3.9 Delay 4.9 0.4 4.1 0.8 37.6 40.9 Level of Service A A A A D D Approach Delay 3.3 2.7 0.0 39.3 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 554 289 0 712 520 0 0 0 304 0 309 Future Volume (veh/h) 0 554 289 0 712 520 0 0 0 304 0 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1682 1573 0 1654 1614 1586 0 1654 Adj Flow Rate, veh/h 0 577 0 0 742 0 317 0 218 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 5 13 0 7 10 12 0 7 Cap, veh/h 0 2273 0 2236 611 0 292 Arrive On Green 0.00 0.71 0.00 0.00 0.95 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3279 1333 0 3226 1367 2931 0 1402 Grp Volume(v), veh/h 0 577 0 0 742 0 317 0 218 Grp Sat Flow(s),veh/h/ln 0 1598 1333 0 1572 1367 1465 0 1402 Q Serve(g_s), s 0.0 6.4 0.0 0.0 1.8 0.0 9.6 0.0 14.6 Cycle Q Clear(g_c), s 0.0 6.4 0.0 0.0 1.8 0.0 9.6 0.0 14.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2273 0 2236 611 0 292 V/C Ratio(X) 0.00 0.25 0.00 0.33 0.52 0.00 0.75 Avail Cap(c_a), veh/h 0 2273 0 2236 1055 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.81 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.1 0.0 0.0 0.8 0.0 35.1 0.0 37.1 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.5 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.9 0.0 0.0 0.5 0.0 3.4 0.0 5.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 5.3 0.0 0.0 1.1 0.0 35.6 0.0 39.9 LOS A A A A D A D Approach Vol, veh/h 577 A 742 A 535 Approach Delay, s/veh 5.3 1.1 37.4 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 75.1 24.9 75.1 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 8.4 16.6 3.8 Green Ext Time s 16.7 3.8 15.6 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 597 260 0 880 804 350 0 733 0 0 0 Future Volume (vph) 0 597 260 0 880 804 350 0 733 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3107 1417 3079 1442 1423 1286 1333 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3107 1417 3079 1442 1423 1286 1333 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 628 274 0 926 846 368 0 772 0 0 0 RTOR Reduction (vph) 0 0 107 0 0 330 0 175 175 0 0 0 Lane Group Flow (vph) 0 628 167 0 926 516 331 233 226 0 0 0 Confl. Peds. 1 1 Heavy Vehicles 0% 7% 5% 0% 8% 1% 11% 0% 6% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 6 Actuated Green, G 60.5 60.5 60.5 60.5 29.6 29.6 29.6 Effective Green, g 61.0 61.0 61.0 61.0 31.0 31.0 31.0 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.31 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1895 864 1878 879 441 398 413 v/s Ratio Prot 0.20 0.30 c0.23 0.18 0.17 v/s Ratio Perm 0.12 c0.36 v/c Ratio 0.33 0.19 0.49 0.59 0.75 0.59 0.55 Uniform Delay, d1 9.5 8.6 10.9 11.8 31.0 29.1 28.7 Progression Factor 1.32 3.86 0.77 3.57 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.5 0.6 1.8 6.7 1.8 1.2 Delay 13.0 33.8 9.0 44.1 37.7 30.9 29.9 Level of Service B C A D D C C Approach Delay 19.3 25.8 32.5 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 597 260 0 880 804 350 0 733 0 0 0 Future Volume (veh/h) 0 597 260 0 880 804 350 0 733 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1654 1682 0 1641 1736 1600 1750 1668 Adj Flow Rate, veh/h 0 628 0 0 926 0 245 0 746 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 0 8 1 11 0 6 Cap, veh/h 0 1878 0 1863 491 0 912 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 3226 1425 0 3200 1471 1524 0 2827 Grp Volume(v), veh/h 0 628 0 0 926 0 245 0 746 Grp Sat Flow(s),veh/h/ln 0 1572 1425 0 1559 1471 1524 0 1414 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 13.0 0.0 24.3 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.0 0.0 24.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1878 0 1863 491 0 912 V/C Ratio(X) 0.00 0.33 0.00 0.50 0.50 0.00 0.82 Avail Cap(c_a), veh/h 0 1878 0 1863 549 0 1018 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.94 0.00 0.00 0.54 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 27.4 0.0 31.2 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.5 0.0 0.6 0.0 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 4.7 0.0 8.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 0.5 0.0 0.0 0.5 0.0 27.9 0.0 35.8 LOS A A A A C A D Approach Vol, veh/h 628 A 926 A 991 Approach Delay, s/veh 0.5 0.5 33.9 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 63.8 63.8 36.2 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 26.3 Green Ext Time s 12.6 31.1 4.6 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 48 55 858 236 5 136 895 14 721 21 170 12 Future Volume (vph) 48 55 858 236 5 136 895 14 721 21 170 12 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1645 3023 1261 1557 2992 1490 1495 1377 1662 Flt Permitted 0.17 1.00 1.00 0.16 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 286 3023 1261 266 2992 1490 1495 1377 1662 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) 51 58 903 248 5 143 942 15 759 22 179 13 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 0 0 0 Lane Group Flow (vph) 0 109 903 248 0 148 956 0 387 394 179 13 Confl. Bikes 1 Heavy Vehicles 0% 2% 10% 18% 0% 7% 11% 0% 6% 10% 8% 0% Turn Type pm+pt pm+pt NA Free custom pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 6 4 4 8 Permitted Phases 2 2 Free 1 6 Free Actuated Green, G 47.0 38.6 100.0 50.4 40.3 28.5 28.5 100.0 5.3 Effective Green, g 47.0 39.1 100.0 50.4 40.8 29.0 29.0 100.0 5.8 Actuated g/C Ratio 0.47 0.39 1.00 0.50 0.41 0.29 0.29 1.00 0.06 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 248 1181 1261 264 1220 [PHONE REDACTED] 96 v/s Ratio Prot 0.04 0.30 c0.06 c0.32 0.26 c0.26 0.01 v/s Ratio Perm 0.17 c0.20 0.23 0.13 v/c Ratio 0.44 0.76 0.20 0.56 0.78 0.90 0.91 0.13 0.14 Uniform Delay, d1 16.9 26.5 0.0 16.3 25.8 34.1 34.2 0.0 44.7 Progression Factor 1.11 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 4.2 0.3 2.2 5.1 20.5 22.6 0.2 0.5 Delay 19.6 30.3 0.3 18.5 30.8 54.5 56.9 0.2 45.2 Level of Service B C A B C D E A D Approach Delay 23.5 29.2 45.4 Approach LOS C C D Intersection Summary HCM 2000 Control Delay 31.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 17 35 Future Volume (vph) 17 35 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1651 1271 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1651 1271 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 18 37 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 18 37 Confl. Bikes Heavy Vehicles 6% 17% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 5.3 100.0 Effective Green, g 5.8 100.0 Actuated g/C Ratio 0.06 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 95 1271 v/s Ratio Prot 0.01 v/s Ratio Perm 0.03 v/c Ratio 0.19 0.03 Uniform Delay, d1 44.9 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.7 0.0 Delay 45.6 0.0 Level of Service D A Approach Delay 20.7 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 48 55 858 236 5 136 895 14 721 21 170 12 Future Volume (veh/h) 48 55 858 236 5 136 895 14 721 21 170 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1614 1504 1654 1600 1750 1668 1614 1641 1750 Adj Flow Rate, veh/h 58 903 0 143 942 15 775 0 0 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 10 18 7 11 0 6 10 8 0 Cap, veh/h 296 1353 322 1442 23 883 0 85 Arrive On Green 0.01 0.59 0.00 0.07 0.63 0.47 0.28 0.00 0.00 0.05 Sat Flow, veh/h 1641 3066 1275 1576 3061 49 3177 0 1391 1667 Grp Volume(v), veh/h 58 903 0 143 468 489 775 0 0 13 Grp Sat Flow(s),veh/h/ln 1641 1533 1275 1576 1520 1590 1589 0 1391 1667 Q Serve(g_s), s 1.9 20.0 0.0 4.8 19.5 19.6 23.3 0.0 0.0 0.7 Cycle Q Clear(g_c), s 1.9 20.0 0.0 4.8 19.5 19.6 23.3 0.0 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 296 1353 322 716 749 883 0 85 V/C Ratio(X) 0.20 0.67 0.44 0.65 0.65 0.88 0.00 0.15 Avail Cap(c_a), veh/h 460 1353 433 716 749 985 0 183 HCM Platoon Ratio 0.33 1.33 0.33 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 16.2 15.7 0.0 15.8 13.5 13.7 34.5 0.0 0.0 45.4 Incr Delay (d2), s/veh 0.2 2.3 0.0 0.7 4.6 4.4 8.2 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 0.7 6.1 0.0 1.7 6.1 6.4 9.9 0.0 0.0 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.4 18.0 0.0 16.5 18.1 18.1 42.7 0.0 0.0 46.0 LOS B B B B B D A D Approach Vol, veh/h 961 A 1100 775 A Approach Delay, s/veh 17.9 17.9 42.7 Approach LOS B B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 48.1 31.8 8.0 51.1 9.1 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 27.5 30.5 14.0 27.5 10.5 Max Q Clear Time (g_c+I1), s 6.8 22.0 25.3 3.9 21.6 3.0 Green Ext Time s 0.3 4.8 2.0 0.1 5.2 0.0 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 17 35 Future Volume (veh/h) 17 35 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1668 1518 Adj Flow Rate, veh/h 18 0 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 6 17 Cap, veh/h 85 Arrive On Green 0.05 0.00 Sat Flow, veh/h 1668 1286 Grp Volume(v), veh/h 18 0 Grp Sat Flow(s),veh/h/ln 1668 1286 Q Serve(g_s), s 1.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 85 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 183 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 45.5 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 46.4 0.0 LOS D Approach Vol, veh/h 31 A Approach Delay, s/veh 46.2 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 585 247 58 454 61 413 170 90 76 114 111 Future Volume (vph) 129 585 247 58 454 61 413 170 90 76 114 111 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1606 1435 1630 1549 1488 1662 1733 1488 1630 1750 1472 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1606 1435 1630 1549 1488 1662 1733 1488 1630 1750 1472 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) 136 616 260 61 478 64 435 179 95 80 120 117 RTOR Reduction (vph) 0 0 73 0 0 32 0 0 53 0 0 91 Lane Group Flow (vph) 136 616 187 61 478 32 435 179 42 80 120 26 Confl. Peds. 2 2 8 Confl. Bikes 1 1 Heavy Vehicles 4% 9% 2% 2% 13% 0% 0% 1% 0% 2% 0% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 16.5 62.7 103.4 10.5 56.7 67.1 40.7 46.1 56.6 10.4 15.8 32.3 Effective Green, g 17.0 63.7 104.4 11.0 57.7 68.1 41.2 47.1 57.6 10.9 16.8 33.3 Actuated g/C Ratio 0.11 0.43 0.70 0.07 0.39 0.46 0.28 0.32 0.39 0.07 0.11 0.22 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 120 601 681 460 548 576 119 197 329 v/s Ratio Prot c0.09 c0.38 0.05 0.04 0.31 0.00 c0.26 0.10 0.01 0.05 c0.07 0.01 v/s Ratio Perm 0.08 0.02 0.02 0.01 v/c Ratio 0.75 0.90 0.19 0.51 0.80 0.05 0.95 0.33 0.07 0.67 0.61 0.08 Uniform Delay, d1 63.8 39.4 7.6 66.2 40.3 22.3 52.7 38.7 28.7 67.2 62.8 45.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.6 15.1 0.1 2.5 8.1 0.0 28.5 0.3 0.0 12.7 4.4 0.1 Delay 78.4 54.5 7.7 68.7 48.4 22.3 81.1 39.0 28.8 79.9 67.3 45.7 Level of Service E D A E D C F D C E E D Approach Delay 45.7 47.7 63.5 62.5 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay 52.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 148.7 Sum of lost time 16.0 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 585 247 58 454 61 413 170 90 76 114 111 Future Volume (veh/h) 129 585 247 58 454 61 413 170 90 76 114 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1627 1723 1723 1573 1750 1750 1736 1750 1723 1750 1750 Adj Flow Rate, veh/h 136 616 260 61 478 64 435 179 95 80 120 117 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, % 4 9 2 2 13 0 0 1 0 2 0 0 Cap, veh/h [PHONE REDACTED] 83 603 659 467 569 550 107 198 310 Arrive On Green 0.10 0.44 0.43 0.05 0.38 0.38 0.28 0.33 0.32 0.07 0.11 0.11 Sat Flow, veh/h 1615 1627 1426 1641 1573 1479 1667 1736 1465 1641 1750 1448 Grp Volume(v), veh/h 136 616 260 61 478 64 435 179 95 80 120 117 Grp Sat Flow(s),veh/h/ln 1615 1627 1426 1641 1573 1479 1667 1736 1465 1641 1750 1448 Q Serve(g_s), s 10.9 45.6 8.5 4.9 35.7 3.3 33.7 10.2 5.7 6.3 8.7 9.2 Cycle Q Clear(g_c), s 10.9 45.6 8.5 4.9 35.7 3.3 33.7 10.2 5.7 6.3 8.7 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h [PHONE REDACTED] 83 603 659 467 569 550 107 198 310 V/C Ratio(X) 0.82 0.87 0.25 0.73 0.79 0.10 0.93 0.31 0.17 0.75 0.61 0.38 Avail Cap(c_a), veh/h [PHONE REDACTED] 260 724 772 516 569 550 508 410 486 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 58.2 34.0 6.7 62.0 36.2 21.3 46.5 33.4 27.7 60.8 56.0 44.8 Incr Delay (d2), s/veh 9.5 11.3 0.3 8.8 6.5 0.1 22.5 0.2 0.1 7.4 2.2 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 4.9 19.9 2.6 2.2 14.7 1.2 16.9 4.4 2.1 2.9 3.9 3.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 67.7 45.3 7.0 70.8 42.6 21.4 68.9 33.6 27.8 68.3 58.2 45.3 LOS E D A E D C E C C E E D Approach Vol, veh/h 1012 603 709 317 Approach Delay, s/veh 38.4 43.2 54.5 56.0 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 61.7 41.1 19.0 17.6 54.8 12.7 47.4 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.5 60.0 40.5 30.0 20.5 60.0 40.5 30.0 Max Q Clear Time (g_c+I1), s 6.9 47.6 35.7 11.2 12.9 37.7 8.3 12.2 Green Ext Time s 0.1 9.1 0.9 0.8 0.2 9.6 0.3 1.0 Intersection Summary HCM 6th Ctrl Delay 46.0 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 12 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 151 1 20 2 0 1 25 591 0 3 277 110 Future Vol, veh/h 151 1 20 2 0 1 25 591 0 3 277 110 Conflicting Peds, #/hr 3 0 1 1 0 3 3 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 14 0 5 0 0 0 4 4 0 33 3 7 Mvmt Flow 178 1 24 2 0 1 29 695 0 4 326 129 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1159 1155 395 1165 1219 698 458 0 0 695 0 0 Stage 1 402 402 - 753 753 - - - - - - - Stage 2 757 753 - 412 466 - - - - - - - Critical Hdwy 7.24 6.5 6.25 7.1 6.5 6.2 4.14 - - 4.43 - - Critical Hdwy Stg 1 6.24 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.24 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.626 4 3.345 3.5 4 3.3 2.236 - - 2.497 - - Pot Cap-1 Maneuver ~ 164 199 648 173 [PHONE REDACTED] - - 773 - - Stage 1 601 604 - 405 420 - - - - - - - Stage 2 382 420 - 621 566 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 159 192 646 162 [PHONE REDACTED] - - 773 - - Mov Cap-2 Maneuver 272 303 - 162 176 - - - - - - - Stage 1 584 599 - 394 409 - - - - - - - Stage 2 370 409 - 594 561 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 36.6 22.9 0.3 0.1 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1089 - - 272 613 205 773 - - HCM Lane V/C Ratio 0.027 - - 0.653 0.04 0.017 0.005 - - HCM Control Delay 8.4 - - 40.1 11.1 22.9 9.7 - - HCM Lane LOS A - - E B C A - - HCM 95th %tile Q(veh) 0.1 - - 4.2 0.1 0.1 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 13 Intersection Intersection Delay, s/veh 63.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 20 2 76 59 130 0 438 94 50 218 17 Future Vol, veh/h 49 20 2 76 59 130 0 438 94 50 218 17 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 33 15 0 5 0 0 0 8 4 4 5 25 Mvmt Flow 58 24 2 90 70 155 0 521 112 60 260 20 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 14.1 19.9 116.8 17.1 HCM LOS B C F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 0% 69% 29% 100% 0% Vol Thru, % 100% 82% 28% 22% 0% 93% Vol Right, % 0% 18% 3% 49% 0% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 0 532 71 265 50 235 LT Vol 0 0 49 76 50 0 Through Vol 0 438 20 59 0 218 RT Vol 0 94 2 130 0 17 Lane Flow Rate 0 633 85 315 60 280 Geometry Grp 7 7 2 2 7 7 Degree of Util 0 1.166 0.195 0.588 0.124 0.541 Departure Headway (Hd) 6.618 6.63 8.919 7.154 7.871 7.322 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 0 545 405 508 458 495 Service Time 4.387 4.4 6.919 5.154 5.571 5.022 HCM Lane V/C Ratio 0 1.161 0.21 0.62 0.131 0.566 HCM Control Delay 9.4 116.8 14.1 19.9 11.7 18.3 HCM Lane LOS N F B C B C HCM 95th-tile Q 0 21.9 0.7 3.7 0.4 3.2 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 14 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 22 0 72 484 283 22 Future Vol, veh/h 22 0 72 484 283 22 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 5 0 3 0 2 5 Mvmt Flow 27 0 88 590 345 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1126 - 373 0 - 0 Stage 1 360 - - - - - Stage 2 766 - - - - - Critical Hdwy 6.45 - 4.13 - - - Critical Hdwy Stg 1 5.45 - - - - - Critical Hdwy Stg 2 5.45 - - - - - Follow-up Hdwy 3.545 - 2.227 - - - Pot Cap-1 Maneuver 224 0 1180 - - - Stage 1 699 0 - - - - Stage 2 454 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 199 - 1179 - - - Mov Cap-2 Maneuver 199 - - - - - Stage 1 621 - - - - - Stage 2 454 - - - - - Approach EB NB SB HCM Control Delay, s 25.9 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1179 - 199 - - HCM Lane V/C Ratio 0.074 - 0.135 - - HCM Control Delay 8.3 0 25.9 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.2 - 0.5 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 15 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 9 39 0 0 23 0 533 7 7 275 0 Future Vol, veh/h 0 9 39 0 0 23 0 533 7 7 275 0 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 5 0 0 0 0 0 3 0 0 28 2 5 Mvmt Flow 0 11 48 0 0 28 0 650 9 9 335 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 1013 335 - - 656 - 0 0 660 0 0 Stage 1 - 353 - - - - - - - - - - Stage 2 - 660 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.38 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.452 - - Pot Cap-1 Maneuver 0 241 712 0 0 469 0 - - 817 - 0 Stage 1 0 634 - 0 0 - 0 - - - - 0 Stage 2 0 463 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 237 712 - - 469 - - - 816 - - Mov Cap-2 Maneuver - 237 - - - - - - - - - - Stage 1 - 625 - - - - - - - - - - Stage 2 - 463 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.8 13.2 0 0.2 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - 518 469 816 - HCM Lane V/C Ratio - - 0.113 0.06 0.01 - HCM Control Delay - - 12.8 13.2 9.5 0 HCM Lane LOS - - B B A A HCM 95th %tile Q(veh) - - 0.4 0.2 0 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 16 Intersection Int Delay, s/veh 10.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 327 15 70 202 2 5 74 228 8 61 17 Future Vol, veh/h 20 327 15 70 202 2 5 74 228 8 61 17 Conflicting Peds, #/hr 1 0 14 14 0 1 1 0 1 1 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 5 5 7 8 3 0 20 0 2 50 2 12 Mvmt Flow 23 380 17 81 235 2 6 86 265 9 71 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 238 0 0 411 0 0 894 [PHONE REDACTED] 856 238 Stage 1 - - - - - - 449 449 - 399 399 - Stage 2 - - - - - - 445 400 - 611 457 - Critical Hdwy 4.15 - - 4.18 - - 7.3 6.5 6.22 7.6 6.52 6.32 Critical Hdwy Stg 1 - - - - - - 6.3 5.5 - 6.6 5.52 - Critical Hdwy Stg 2 - - - - - - 6.3 5.5 - 6.6 5.52 - Follow-up Hdwy 2.245 - - 2.272 - - 3.68 4 3.318 3.95 4.018 3.408 Pot Cap-1 Maneuver 1311 - - 1116 - - 244 300 647 179 295 777 Stage 1 - - - - - - 556 576 - 542 602 - Stage 2 - - - - - - 559 605 - 408 568 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1310 - - 1101 - - 174 269 638 80 265 776 Mov Cap-2 Maneuver - - - - - - 292 372 - 80 265 - Stage 1 - - - - - - 539 558 - 532 557 - Stage 2 - - - - - - 440 560 - 198 550 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.2 24.2 29.6 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 535 1310 - - 1101 - - 244 HCM Lane V/C Ratio 0.667 0.018 - - 0.074 - - 0.41 HCM Control Delay 24.2 7.8 - - 8.5 - - 29.6 HCM Lane LOS C A - - A - - D HCM 95th %tile Q(veh) 4.9 0.1 - - 0.2 - - 1.9 ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 17 Intersection Int Delay, s/veh 6.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 186 190 52 142 97 Future Vol, veh/h 42 186 190 52 142 97 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 3 0 0 0 13 2 Mvmt Flow 53 235 241 66 180 123 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 757 274 0 0 307 0 Stage 1 274 - - - - - Stage 2 483 - - - - - Critical Hdwy 6.43 6.2 - - 4.23 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.3 - - 2.317 - Pot Cap-1 Maneuver 374 770 - - 1194 - Stage 1 770 - - - - - Stage 2 618 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 313 770 - - 1194 - Mov Cap-2 Maneuver 313 - - - - - Stage 1 770 - - - - - Stage 2 518 - - - - - Approach WB NB SB HCM Control Delay, s 16.2 0 5.1 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 607 1194 - HCM Lane V/C Ratio - - 0.475 0.151 - HCM Control Delay - - 16.2 8.5 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.6 0.5 - ---PAGE BREAK--- HCM 6th AWSC 13: Industrial/Parr Rd NE & Evergreen 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 18 Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 20 69 125 26 15 50 41 103 13 34 53 Future Vol, veh/h 32 20 69 125 26 15 50 41 103 13 34 53 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 41 25 87 158 33 19 63 52 130 16 43 67 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.3 10.5 10.2 9.1 HCM LOS A B B A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 26% 26% 75% 13% Vol Thru, % 21% 17% 16% 34% Vol Right, % 53% 57% 9% 53% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 194 121 166 100 LT Vol 50 32 125 13 Through Vol 41 20 26 34 RT Vol 103 69 15 53 Lane Flow Rate 246 153 210 127 Geometry Grp 1 1 1 1 Degree of Util 0.326 0.207 0.301 0.173 Departure Headway (Hd) 4.783 4.872 5.163 4.915 Convergence, Y/N Yes Yes Yes Yes Cap 744 728 689 722 Service Time 2.861 2.965 3.251 3.006 HCM Lane V/C Ratio 0.331 0.21 0.305 0.176 HCM Control Delay 10.2 9.3 10.5 9.1 HCM Lane LOS B A B A HCM 95th-tile Q 1.4 0.8 1.3 0.6 ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 19 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 129 4 2 148 6 11 18 7 14 6 6 Future Vol, veh/h 3 129 4 2 148 6 11 18 7 14 6 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 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 59 59 59 59 59 59 59 59 59 59 59 59 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 50 Mvmt Flow 5 219 7 3 251 10 19 31 12 24 10 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 261 0 0 226 0 0 505 500 223 516 498 256 Stage 1 - - - - - - 233 233 - 262 262 - Stage 2 - - - - - - 272 267 - 254 236 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.7 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 3.3 3.5 4 3.75 Pot Cap-1 Maneuver 1315 - - 1354 - - 481 476 822 473 477 679 Stage 1 - - - - - - 775 716 - 747 695 - Stage 2 - - - - - - 738 692 - 755 713 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1315 - - 1354 - - 464 473 822 441 474 679 Mov Cap-2 Maneuver - - - - - - 464 473 - 441 474 - Stage 1 - - - - - - 772 713 - 744 694 - Stage 2 - - - - - - 715 691 - 710 710 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.1 13 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 512 1315 - - 1354 - - 488 HCM Lane V/C Ratio 0.119 0.004 - - 0.003 - - 0.09 HCM Control Delay 13 7.7 - - 7.7 - - 13.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.3 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2028 Background - AM Page 20 Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 90 85 62 33 73 3 50 120 17 1 110 70 Future Vol, veh/h 90 85 62 33 73 3 50 120 17 1 110 70 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 4 0 0 0 0 0 2 2 6 0 6 9 Mvmt Flow 105 99 72 38 85 3 58 140 20 1 128 81 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.6 9.9 11.7 9.8 HCM LOS B A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 29% 0% 100% 0% 100% 0% 1% 0% Vol Thru, % 71% 0% 0% 58% 0% 96% 99% 0% Vol Right, % 0% 100% 0% 42% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 170 17 90 147 33 76 111 70 LT Vol 50 0 90 0 33 0 1 0 Through Vol 120 0 0 85 0 73 110 0 RT Vol 0 17 0 62 0 3 0 70 Lane Flow Rate 198 20 105 171 38 88 129 81 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.337 0.029 0.189 0.267 0.071 0.15 0.215 0.122 Departure Headway (Hd) 6.145 5.288 6.503 5.63 6.659 6.124 5.999 5.389 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 585 677 553 638 538 585 599 665 Service Time 3.88 3.023 4.237 3.364 4.398 3.863 3.734 3.124 HCM Lane V/C Ratio 0.338 0.03 0.19 0.268 0.071 0.15 0.215 0.122 HCM Control Delay 12 8.2 10.8 10.4 9.9 9.9 10.4 8.9 HCM Lane LOS B A B B A A B A HCM 95th-tile Q 1.5 0.1 0.7 1.1 0.2 0.5 0.8 0.4 ---PAGE BREAK--- ---PAGE BREAK--- HCM 6th Roundabout 1: OR 219 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 1 Intersection Intersection Delay, s/veh 6.5 Intersection LOS A Approach EB WB NB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 752 698 506 Demand Flow Rate, veh/h 765 705 513 Vehicles Circulating, veh/h 431 102 551 Vehicles Exiting, veh/h 376 551 645 Ped Vol Crossing Leg, 1 0 0 Ped Cap Adj 0.999 1.000 1.000 Approach Delay, s/veh 11.1 5.4 1.0 Approach LOS B A A Lane Left Right Left Right Left Bypass Designated Moves LT R L LTR L R Assumed Moves LT R L LTR L R RT Channelized Free Lane Util 0.720 0.280 0.530 0.470 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 411 Entry Flow, veh/h 551 214 374 [PHONE REDACTED] Cap Entry Lane, veh/h [PHONE REDACTED] 1302 889 1.000 Entry HV Adj Factor 0.980 0.991 0.990 0.992 0.931 411 Flow Entry, veh/h 540 212 370 328 95 1750 Cap Entry, veh/h [PHONE REDACTED] 1291 828 0.235 V/C Ratio 0.607 0.218 0.304 0.254 0.115 0.0 Control Delay, s/veh 13.1 5.8 5.8 5.0 5.5 A LOS B A A A A 1 95th %tile Queue, veh 4 1 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 889 526 0 854 756 0 0 0 734 0 399 Future Volume (vph) 0 889 526 0 854 756 0 0 0 734 0 399 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3292 1458 3260 1411 3193 1473 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3292 1458 3260 1411 3193 1473 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 936 554 0 899 796 0 0 0 773 0 420 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 51 Lane Group Flow (vph) 0 936 554 0 899 796 0 0 0 773 0 369 Confl. Peds. 6 6 4 Heavy Vehicles 0% 1% 2% 0% 2% 3% 0% 0% 0% 1% 0% 1% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 56.4 100.0 56.4 100.0 34.6 34.6 Effective Green, g 56.9 100.0 56.9 100.0 35.1 35.1 Actuated g/C Ratio 0.57 1.00 0.57 1.00 0.35 0.35 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 1873 1458 1854 1411 1120 517 v/s Ratio Prot 0.28 0.28 0.24 c0.25 v/s Ratio Perm 0.38 c0.56 v/c Ratio 0.50 0.38 0.48 0.56 0.69 0.71 Uniform Delay, d1 13.0 0.0 12.8 0.0 27.8 28.1 Progression Factor 1.00 1.00 0.98 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.8 0.7 1.2 1.7 4.3 Delay 13.9 0.8 13.3 1.2 29.5 32.5 Level of Service B A B A C C Approach Delay 9.0 7.6 0.0 30.5 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 889 526 0 854 756 0 0 0 734 0 399 Future Volume (veh/h) 0 889 526 0 854 756 0 0 0 734 0 399 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1723 0 1723 1709 1736 0 1736 Adj Flow Rate, veh/h 0 936 0 0 899 0 773 0 367 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 2 0 2 3 1 0 1 Cap, veh/h 0 1922 0 1907 1082 0 496 Arrive On Green 0.00 0.58 0.00 0.00 0.77 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 3386 1460 0 3359 1448 3208 0 1471 Grp Volume(v), veh/h 0 936 0 0 899 0 773 0 367 Grp Sat Flow(s),veh/h/ln 0 1650 1460 0 1637 1448 1604 0 1471 Q Serve(g_s), s 0.0 16.5 0.0 0.0 9.7 0.0 21.0 0.0 22.0 Cycle Q Clear(g_c), s 0.0 16.5 0.0 0.0 9.7 0.0 21.0 0.0 22.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1922 0 1907 1082 0 496 V/C Ratio(X) 0.00 0.49 0.00 0.47 0.71 0.00 0.74 Avail Cap(c_a), veh/h 0 1922 0 1907 1476 0 677 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.68 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 12.2 0.0 0.0 5.8 0.0 28.9 0.0 29.2 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.6 0.0 0.8 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.9 0.0 0.0 2.6 0.0 8.0 0.0 7.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 13.0 0.0 0.0 6.4 0.0 29.7 0.0 31.6 LOS A B A A C A C Approach Vol, veh/h 936 A 899 A 1140 Approach Delay, s/veh 13.0 6.4 30.3 Approach LOS B A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 62.3 37.7 62.3 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 45.5 45.5 45.5 Max Q Clear Time (g_c+I1), s 18.5 24.0 11.7 Green Ext Time s 19.4 9.2 16.5 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1364 258 0 1309 478 301 0 673 0 0 0 Future Volume (vph) 0 1364 258 0 1309 478 301 0 673 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3292 1428 3260 1423 1630 1367 1367 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3292 1428 3260 1423 1630 1367 1367 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1436 272 0 1378 503 317 0 708 0 0 0 RTOR Reduction (vph) 0 0 106 0 0 196 0 21 21 0 0 0 Lane Group Flow (vph) 0 1436 166 0 1378 307 317 333 333 0 0 0 Confl. Peds. 6 5 5 6 1 1 1 Heavy Vehicles 0% 1% 1% 0% 2% 3% 2% 0% 2% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Perm Protected Phases 2 6 8 8 Permitted Phases 2 6 8 Actuated Green, G 60.5 60.5 60.5 60.5 29.6 29.6 29.6 Effective Green, g 61.0 61.0 61.0 61.0 31.0 31.0 31.0 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.31 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 2008 871 1988 868 505 423 423 v/s Ratio Prot c0.44 0.42 0.19 c0.24 v/s Ratio Perm 0.12 0.22 0.24 v/c Ratio 0.72 0.19 0.69 0.35 0.63 0.79 0.79 Uniform Delay, d1 13.5 8.6 13.2 9.7 29.6 31.5 31.5 Progression Factor 1.05 0.80 0.71 2.48 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.4 1.1 0.6 2.1 9.0 9.0 Delay 16.1 7.3 10.4 24.7 31.7 40.5 40.5 Level of Service B A B C C D D Approach Delay 14.7 14.2 37.7 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1364 258 0 1309 478 301 0 673 0 0 0 Future Volume (veh/h) 0 1364 258 0 1309 478 301 0 673 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1736 0 1723 1709 1723 1750 1723 Adj Flow Rate, veh/h 0 1436 0 0 1378 0 317 0 666 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 0 2 3 2 0 2 Cap, veh/h 0 2039 0 2023 495 0 880 Arrive On Green 0.00 0.62 0.00 0.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3386 1471 0 3359 1448 1641 0 2915 Grp Volume(v), veh/h 0 1436 0 0 1378 0 317 0 666 Grp Sat Flow(s),veh/h/ln 0 1650 1471 0 1637 1448 1641 0 1457 Q Serve(g_s), s 0.0 29.4 0.0 0.0 0.0 0.0 16.7 0.0 20.7 Cycle Q Clear(g_c), s 0.0 29.4 0.0 0.0 0.0 0.0 16.7 0.0 20.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2039 0 2023 495 0 880 V/C Ratio(X) 0.00 0.70 0.00 0.68 0.64 0.00 0.76 Avail Cap(c_a), veh/h 0 2039 0 2023 607 0 1079 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.78 0.00 0.00 0.45 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 12.9 0.0 0.0 0.0 0.0 30.2 0.0 31.6 Incr Delay (d2), s/veh 0.0 1.6 0.0 0.0 0.8 0.0 1.3 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.3 0.0 0.0 0.2 0.0 6.7 0.0 7.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 14.5 0.0 0.0 0.8 0.0 31.5 0.0 33.8 LOS A B A A C A C Approach Vol, veh/h 1436 A 1378 A 983 Approach Delay, s/veh 14.5 0.8 33.1 Approach LOS B A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 65.8 65.8 34.2 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 54.5 54.5 35.6 Max Q Clear Time (g_c+I1), s 31.4 2.0 22.7 Green Ext Time s 19.2 44.2 6.1 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 88 1106 499 12 240 1005 29 661 32 191 38 Future Volume (vph) 45 88 1106 499 12 240 1005 29 661 32 191 38 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1599 3167 1443 1631 3095 1519 1525 1454 1583 Flt Permitted 0.13 1.00 1.00 0.11 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 211 3167 1443 184 3095 1519 1525 1454 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 47 93 1164 525 13 253 1058 31 696 34 201 40 RTOR Reduction (vph) 0 0 0 0 0 0 2 0 0 0 0 0 Lane Group Flow (vph) 0 140 1164 525 0 266 1087 0 362 368 201 40 Confl. Peds. 2 2 Confl. Bikes 1 1 2 Heavy Vehicles 0% 6% 5% 1% 0% 2% 7% 4% 4% 7% 1% 5% Turn Type pm+pt pm+pt NA Free custom pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 6 4 4 8 Permitted Phases 2 2 Free 1 6 Free Actuated Green, G 43.0 33.3 100.0 53.5 39.8 25.0 25.0 100.0 8.0 Effective Green, g 43.0 33.8 100.0 53.5 40.3 25.5 25.5 100.0 8.5 Actuated g/C Ratio 0.43 0.34 1.00 0.54 0.40 0.26 0.26 1.00 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 225 1070 1443 332 1247 [PHONE REDACTED] 134 v/s Ratio Prot 0.06 c0.37 c0.13 0.35 0.24 c0.24 0.03 v/s Ratio Perm 0.21 c0.36 0.30 0.14 v/c Ratio 0.62 1.09 0.36 0.80 0.87 0.94 0.95 0.14 0.30 Uniform Delay, d1 20.0 33.1 0.0 25.9 27.5 36.4 36.6 0.0 43.0 Progression Factor 0.90 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.2 50.9 0.5 12.6 8.6 29.6 32.3 0.2 0.9 Delay 21.1 85.1 0.5 38.5 36.0 66.1 68.9 0.2 43.9 Level of Service C F A D D E E A D Approach Delay 55.9 36.5 53.0 Approach LOS E D D Intersection Summary HCM 2000 Control Delay 47.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 37 87 Future Volume (vph) 37 87 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1699 1373 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1699 1373 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 39 92 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 39 92 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 3% 7% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 8.0 100.0 Effective Green, g 8.5 100.0 Actuated g/C Ratio 0.08 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 144 1373 v/s Ratio Prot 0.02 v/s Ratio Perm 0.07 v/c Ratio 0.27 0.07 Uniform Delay, d1 42.8 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.7 0.1 Delay 43.6 0.1 Level of Service D A Approach Delay 20.3 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 45 88 1106 499 12 240 1005 29 661 32 191 38 Future Volume (veh/h) 45 88 1106 499 12 240 1005 29 661 32 191 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1668 1682 1736 1723 1654 1695 1695 1654 1736 1682 Adj Flow Rate, veh/h 93 1164 0 253 1058 31 720 0 0 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 5 1 2 7 4 4 7 1 5 Cap, veh/h 261 1289 285 1437 42 804 0 126 Arrive On Green 0.02 0.54 0.00 0.11 0.61 0.46 0.25 0.00 0.00 0.08 Sat Flow, veh/h 1589 3195 1471 1641 3116 91 3229 0 1471 1602 Grp Volume(v), veh/h 93 1164 0 253 534 555 720 0 0 40 Grp Sat Flow(s),veh/h/ln 1589 1598 1471 1641 1572 1636 1615 0 1471 1602 Q Serve(g_s), s 3.4 32.7 0.0 8.6 23.9 24.2 21.6 0.0 0.0 2.4 Cycle Q Clear(g_c), s 3.4 32.7 0.0 8.6 23.9 24.2 21.6 0.0 0.0 2.4 Prop In Lane 1.00 1.00 1.00 0.06 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 261 1289 285 725 755 804 0 126 V/C Ratio(X) 0.36 0.90 0.89 0.74 0.74 0.90 0.00 0.32 Avail Cap(c_a), veh/h 402 1289 336 725 755 840 0 256 HCM Platoon Ratio 0.33 1.33 0.33 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 18.8 21.4 0.0 21.5 15.0 15.4 36.3 0.0 0.0 43.6 Incr Delay (d2), s/veh 0.4 6.8 0.0 20.5 6.6 6.3 11.7 0.0 0.0 1.1 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 %ile BackOfQ(50%),veh/ln 1.3 11.4 0.0 4.7 8.0 8.5 9.7 0.0 0.0 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.2 28.2 0.0 42.0 21.6 21.7 48.0 0.0 0.0 44.6 LOS B C D C C D A D Approach Vol, veh/h 1257 A 1342 720 A Approach Delay, s/veh 27.6 25.5 48.0 Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.9 44.4 28.9 9.1 50.1 11.8 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 27.5 25.5 14.0 27.5 15.5 Max Q Clear Time (g_c+I1), s 10.6 34.7 23.6 5.4 26.2 4.4 Green Ext Time s 0.3 0.0 0.8 0.2 1.2 0.1 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 37 87 Future Volume (veh/h) 37 87 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1709 1654 Adj Flow Rate, veh/h 39 0 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 3 7 Cap, veh/h 134 Arrive On Green 0.08 0.00 Sat Flow, veh/h 1709 1402 Grp Volume(v), veh/h 39 0 Grp Sat Flow(s),veh/h/ln 1709 1402 Q Serve(g_s), s 2.2 0.0 Cycle Q Clear(g_c), s 2.2 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 134 V/C Ratio(X) 0.29 Avail Cap(c_a), veh/h 273 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 43.5 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 44.3 0.0 LOS D Approach Vol, veh/h 79 A Approach Delay, s/veh 44.5 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 639 427 145 744 101 321 155 92 147 275 177 Future Volume (vph) 122 639 427 145 744 101 321 155 92 147 275 177 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1646 1716 1447 1662 1699 1445 1662 1733 1488 1646 1716 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1646 1716 1447 1662 1699 1445 1662 1733 1488 1646 1716 1488 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 123 645 431 146 752 102 324 157 93 148 278 179 RTOR Reduction (vph) 0 0 48 0 0 31 0 0 60 0 0 92 Lane Group Flow (vph) 123 645 383 146 752 71 324 157 33 148 278 87 Confl. Peds. 1 6 6 1 6 Heavy Vehicles 1% 2% 0% 0% 3% 1% 0% 1% 0% 1% 2% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 13.5 73.0 106.3 15.5 75.0 92.9 33.3 43.1 58.6 17.9 27.7 41.2 Effective Green, g 14.0 74.0 107.3 16.0 76.0 93.9 33.8 44.1 59.6 18.4 28.7 42.2 Actuated g/C Ratio 0.08 0.44 0.64 0.09 0.45 0.56 0.20 0.26 0.35 0.11 0.17 0.25 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 136 753 921 157 766 805 333 453 526 179 292 372 v/s Ratio Prot 0.07 0.38 0.08 c0.09 c0.44 0.01 c0.19 0.09 0.01 0.09 c0.16 0.02 v/s Ratio Perm 0.18 0.04 0.02 0.04 v/c Ratio 0.90 0.86 0.42 0.93 0.98 0.09 0.97 0.35 0.06 0.83 0.95 0.23 Uniform Delay, d1 76.6 42.5 15.1 75.7 45.6 17.4 66.9 50.5 36.0 73.5 69.2 50.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 49.1 10.3 0.2 50.8 28.0 0.0 41.8 0.3 0.0 25.2 39.7 0.2 Delay 125.7 52.7 15.3 126.5 73.6 17.4 108.7 50.8 36.0 98.7 108.9 50.5 Level of Service F D B F E B F D D F F D Approach Delay 46.8 75.6 81.1 89.1 Approach LOS D E F F Intersection Summary HCM 2000 Control Delay 68.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length 168.5 Sum of lost time 16.0 Intersection Capacity Utilization 98.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 639 427 145 744 101 321 155 92 147 275 177 Future Volume (veh/h) 122 639 427 145 744 101 321 155 92 147 275 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1750 1750 1709 1736 1750 1736 1750 1736 1723 1750 Adj Flow Rate, veh/h 123 645 431 146 752 102 324 157 93 148 278 179 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 2 0 0 3 1 0 1 0 1 2 0 Cap, veh/h 136 759 942 157 773 811 334 463 526 172 294 371 Arrive On Green 0.08 0.44 0.44 0.09 0.45 0.45 0.20 0.27 0.26 0.10 0.17 0.17 Sat Flow, veh/h 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Grp Volume(v), veh/h 123 645 431 146 752 102 324 157 93 148 278 179 Grp Sat Flow(s),veh/h/ln 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Q Serve(g_s), s 12.5 56.9 25.4 14.8 73.1 5.7 32.8 12.4 7.4 15.0 27.1 17.5 Cycle Q Clear(g_c), s 12.5 56.9 25.4 14.8 73.1 5.7 32.8 12.4 7.4 15.0 27.1 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 136 759 942 157 773 811 334 463 526 172 294 371 V/C Ratio(X) 0.90 0.85 0.46 0.93 0.97 0.13 0.97 0.34 0.18 0.86 0.95 0.48 Avail Cap(c_a), veh/h 136 761 943 157 775 812 334 463 526 243 294 371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 77.3 42.5 15.7 76.4 45.5 18.2 67.4 50.2 37.4 74.8 69.6 54.3 Incr Delay (d2), s/veh 48.5 9.7 0.7 51.2 25.8 0.1 41.3 0.3 0.1 17.1 37.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 26.3 9.0 8.6 36.3 2.0 17.9 5.6 2.8 7.2 15.0 6.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 125.8 52.1 16.4 127.6 71.2 18.3 108.8 50.5 37.5 91.9 107.5 55.0 LOS F D B F E B F D D F F E Approach Vol, veh/h 1199 1000 574 605 Approach Delay, s/veh 46.8 74.1 81.3 88.2 Approach LOS D E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.0 78.9 38.0 33.0 18.0 80.9 21.7 49.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 15.5 74.0 33.5 28.0 13.5 76.0 24.5 37.0 Max Q Clear Time (g_c+I1), s 16.8 58.9 34.8 29.1 14.5 75.1 17.0 14.4 Green Ext Time s 0.0 12.1 0.0 0.0 0.0 0.8 0.3 1.0 Intersection Summary HCM 6th Ctrl Delay 68.2 HCM 6th LOS E ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 12 Intersection Int Delay, s/veh 9.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 210 2 56 2 3 4 19 509 4 3 646 125 Future Vol, veh/h 210 2 56 2 3 4 19 509 4 3 646 125 Conflicting Peds, #/hr 15 0 2 2 0 15 4 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 1 0 0 0 0 0 0 1 0 0 3 2 Mvmt Flow 214 2 57 2 3 4 19 519 4 3 659 128 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1311 1297 729 1323 1359 539 791 0 0 526 0 0 Stage 1 733 733 - 562 562 - - - - - - - Stage 2 578 564 - 761 797 - - - - - - - Critical Hdwy 7.11 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.11 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver ~ 136 163 426 135 150 546 838 - - 1051 - - Stage 1 414 429 - 515 513 - - - - - - - Stage 2 503 512 - 401 401 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 128 158 424 113 145 537 835 - - 1048 - - Mov Cap-2 Maneuver 257 281 - 113 145 - - - - - - - Stage 1 403 426 - 502 500 - - - - - - - Stage 2 478 499 - 344 398 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 52.8 24.3 0.3 0 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 835 - - 257 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.023 - - 0.834 0.142 0.047 0.003 - - HCM Control Delay 9.4 - - 63.2 15.1 24.3 8.4 - - HCM Lane LOS A - - F C C A - - HCM 95th %tile Q(veh) 0.1 - - 6.7 0.5 0.1 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 13 Intersection Intersection Delay, s/veh 79.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 66 0 143 117 120 2 362 97 165 481 60 Future Vol, veh/h 38 66 0 143 117 120 2 362 97 165 481 60 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 1 0 0 0 1 1 2 2 0 Mvmt Flow 40 69 0 149 122 125 2 377 101 172 501 63 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 16.5 40.2 77.9 111.5 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 37% 38% 100% 0% Vol Thru, % 0% 79% 63% 31% 0% 89% Vol Right, % 0% 21% 0% 32% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 459 104 380 165 541 LT Vol 2 0 38 143 165 0 Through Vol 0 362 66 117 0 481 RT Vol 0 97 0 120 0 60 Lane Flow Rate 2 478 108 396 172 564 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.026 0.277 0.835 0.398 1.214 Departure Headway (Hd) 8.781 8.125 9.822 8.018 8.54 7.941 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 410 449 368 455 425 462 Service Time 6.481 5.825 7.822 6.018 6.24 5.641 HCM Lane V/C Ratio 0.005 1.065 0.293 0.87 0.405 1.221 HCM Control Delay 11.5 78.2 16.5 40.2 16.8 140.4 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 13.8 1.1 8.1 1.9 21.7 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 14 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 0 168 432 555 73 Future Vol, veh/h 49 0 168 432 555 73 Conflicting Peds, #/hr 0 5 5 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 53 0 183 470 603 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1484 - 687 0 - 0 Stage 1 648 - - - - - Stage 2 836 - - - - - Critical Hdwy 6.4 - 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 - 2.2 - - - Pot Cap-1 Maneuver 139 0 916 - - - Stage 1 524 0 - - - - Stage 2 429 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 100 - 912 - - - Mov Cap-2 Maneuver 100 - - - - - Stage 1 380 - - - - - Stage 2 427 - - - - - Approach EB NB SB HCM Control Delay, s 76.1 2.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 912 - 100 - - HCM Lane V/C Ratio 0.2 - 0.533 - - HCM Control Delay 9.9 0 76.1 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.7 - 2.4 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 15 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 33 176 0 0 44 0 556 5 23 532 0 Future Vol, veh/h 0 33 176 0 0 44 0 556 5 23 532 0 Conflicting Peds, #/hr 0 0 5 5 0 0 5 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 36 191 0 0 48 0 604 5 25 578 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 1240 583 - - 610 - 0 0 612 0 0 Stage 1 - 628 - - - - - - - - - - Stage 2 - 612 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.1 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.2 - - Pot Cap-1 Maneuver 0 177 516 0 0 498 0 - - 977 - 0 Stage 1 0 479 - 0 0 - 0 - - - - 0 Stage 2 0 487 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 170 514 - - 497 - - - 974 - - Mov Cap-2 Maneuver - 170 - - - - - - - - - - Stage 1 - 461 - - - - - - - - - - Stage 2 - 486 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.3 13 0 0.4 HCM LOS D B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - 390 497 974 - HCM Lane V/C Ratio - - 0.582 0.096 0.026 - HCM Control Delay - - 26.3 13 8.8 0 HCM Lane LOS - - D B A A HCM 95th %tile Q(veh) - - 3.6 0.3 0.1 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 16 Intersection Int Delay, s/veh 39 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 273 25 169 348 5 6 61 134 21 139 41 Future Vol, veh/h 12 273 25 169 348 5 6 61 134 21 139 41 Conflicting Peds, #/hr 1 0 1 1 0 1 13 0 6 6 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 0 1 0 0 0 20 0 0 0 0 0 0 Mvmt Flow 13 307 28 190 391 6 7 69 151 24 156 46 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 398 0 0 336 0 0 1236 1126 328 1238 1137 408 Stage 1 - - - - - - 348 348 - 775 775 - Stage 2 - - - - - - 888 778 - 463 362 - Critical Hdwy 4.1 - - 4.1 - - 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 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1172 - - 1235 - - 154 207 718 154 203 648 Stage 1 - - - - - - 672 638 - 394 411 - Stage 2 - - - - - - 341 410 - 583 629 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1171 - - 1234 - - 25 173 713 85 170 639 Mov Cap-2 Maneuver - - - - - - 106 266 - 85 170 - Stage 1 - - - - - - 664 630 - 389 347 - Stage 2 - - - - - - 145 346 - 403 621 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.7 22.8 209 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 424 1171 - - 1234 - - 178 HCM Lane V/C Ratio 0.533 0.012 - - 0.154 - - 1.269 HCM Control Delay 22.8 8.1 - - 8.4 - - 209 HCM Lane LOS C A - - A - - F HCM 95th %tile Q(veh) 3 0 - - 0.5 - - 12.7 ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 17 Intersection Int Delay, s/veh 6.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 127 117 45 163 227 Future Vol, veh/h 45 127 117 45 163 227 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 61 172 158 61 220 307 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 936 189 0 0 219 0 Stage 1 189 - - - - - Stage 2 747 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 297 858 - - 1362 - Stage 1 848 - - - - - Stage 2 472 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 239 858 - - 1362 - Mov Cap-2 Maneuver 239 - - - - - Stage 1 848 - - - - - Stage 2 380 - - - - - Approach WB NB SB HCM Control Delay, s 17.8 0 3.4 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 511 1362 - HCM Lane V/C Ratio - - 0.455 0.162 - HCM Control Delay - - 17.8 8.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.3 0.6 - ---PAGE BREAK--- HCM 6th AWSC 13: Industrial/Parr Rd NE & Evergreen 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 18 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 17 57 85 26 17 67 34 107 11 30 42 Future Vol, veh/h 29 17 57 85 26 17 67 34 107 11 30 42 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 23 77 115 35 23 91 46 145 15 41 57 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 9.8 10.2 8.7 HCM LOS A A B A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 32% 28% 66% 13% Vol Thru, % 16% 17% 20% 36% Vol Right, % 51% 55% 13% 51% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 208 103 128 83 LT Vol 67 29 85 11 Through Vol 34 17 26 30 RT Vol 107 57 17 42 Lane Flow Rate 281 139 173 112 Geometry Grp 1 1 1 1 Degree of Util 0.359 0.186 0.244 0.149 Departure Headway (Hd) 4.595 4.804 5.075 4.769 Convergence, Y/N Yes Yes Yes Yes Cap 776 739 701 745 Service Time 2.658 2.884 3.152 2.847 HCM Lane V/C Ratio 0.362 0.188 0.247 0.15 HCM Control Delay 10.2 9 9.8 8.7 HCM Lane LOS B A A A HCM 95th-tile Q 1.6 0.7 1 0.5 ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 19 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 5 120 12 8 116 10 7 12 5 9 20 5 Future Vol, veh/h 5 120 12 8 116 10 7 12 5 9 20 5 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 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 3 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 6 138 14 9 133 11 8 14 6 10 23 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 144 0 0 152 0 0 328 319 145 324 321 139 Stage 1 - - - - - - 157 157 - 157 157 - Stage 2 - - - - - - 171 162 - 167 164 - Critical Hdwy 4.1 - - 4.1 - - 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 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1451 - - 1441 - - 629 601 908 633 599 915 Stage 1 - - - - - - 850 772 - 850 772 - Stage 2 - - - - - - 836 768 - 840 766 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1451 - - 1441 - - 602 595 908 613 593 915 Mov Cap-2 Maneuver - - - - - - 602 595 - 613 593 - Stage 1 - - - - - - 847 769 - 847 767 - Stage 2 - - - - - - 801 763 - 816 763 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 10.9 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 643 1451 - - 1441 - - 631 HCM Lane V/C Ratio 0.043 0.004 - - 0.006 - - 0.062 HCM Control Delay 10.9 7.5 - - 7.5 - - 11.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2028 Background - PM Page 20 Intersection Intersection Delay, s/veh 11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 100 79 66 39 92 4 50 147 31 4 152 100 Future Vol, veh/h 100 79 66 39 92 4 50 147 31 4 152 100 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 10 0 5 0 1 0 0 0 3 0 0 2 Mvmt Flow 112 89 74 44 103 4 56 165 35 4 171 112 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.3 10.8 12.6 10.8 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 25% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 75% 0% 0% 54% 0% 96% 97% 0% Vol Right, % 0% 100% 0% 46% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 197 31 100 145 39 96 156 100 LT Vol 50 0 100 0 39 0 4 0 Through Vol 147 0 0 79 0 92 152 0 RT Vol 0 31 0 66 0 4 0 100 Lane Flow Rate 221 35 112 163 44 108 175 112 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.391 0.053 0.219 0.272 0.086 0.195 0.303 0.172 Departure Headway (Hd) 6.363 5.524 7.004 6 7.043 6.522 6.229 5.506 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 564 645 511 596 507 548 575 649 Service Time 4.12 3.281 4.758 3.754 4.806 4.285 3.984 3.26 HCM Lane V/C Ratio 0.392 0.054 0.219 0.273 0.087 0.197 0.304 0.173 HCM Control Delay 13.2 8.6 11.7 11 10.5 10.9 11.7 9.4 HCM Lane LOS B A B B B B B A HCM 95th-tile Q 1.8 0.2 0.8 1.1 0.3 0.7 1.3 0.6 ---PAGE BREAK--- ---PAGE BREAK--- HCM 6th Roundabout 1: OR 219 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 1 Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB NB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 311 882 471 Demand Flow Rate, veh/h 340 914 486 Vehicles Circulating, veh/h 589 136 197 Vehicles Exiting, veh/h 461 197 732 Ped Vol Crossing Leg, 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 7.3 6.8 1.1 Approach LOS A A A Lane Left Right Left Right Left Bypass Designated Moves LT R L LTR L R Assumed Moves LT R L LTR L R RT Channelized Free Lane Util 0.579 0.421 0.530 0.470 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 350 Entry Flow, veh/h 197 143 484 [PHONE REDACTED] Cap Entry Lane, veh/h [PHONE REDACTED] 1265 1201 0.980 Entry HV Adj Factor 0.917 0.909 0.965 0.964 0.941 343 Flow Entry, veh/h 181 130 467 [PHONE REDACTED] Cap Entry, veh/h [PHONE REDACTED] 1219 1130 0.196 V/C Ratio 0.251 0.166 0.406 0.340 0.113 0.0 Control Delay, s/veh 7.9 6.3 7.3 6.2 4.2 A LOS A A A A A 1 95th %tile Queue, veh 1 1 2 2 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 573 299 0 716 534 0 0 0 311 0 316 Future Volume (vph) 0 573 299 0 716 534 0 0 0 311 0 316 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3167 1316 3107 1324 2880 1390 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3167 1316 3107 1324 2880 1390 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 597 311 0 746 556 0 0 0 324 0 329 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 151 Lane Group Flow (vph) 0 597 311 0 746 556 0 0 0 324 0 178 Confl. Peds. 2 2 Heavy Vehicles 0% 5% 13% 0% 7% 10% 0% 0% 0% 12% 0% 7% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 71.6 100.0 71.6 100.0 19.4 19.4 Effective Green, g 72.1 100.0 72.1 100.0 19.9 19.9 Actuated g/C Ratio 0.72 1.00 0.72 1.00 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 2283 1316 2240 1324 573 276 v/s Ratio Prot 0.19 0.24 0.11 c0.13 v/s Ratio Perm 0.24 c0.42 v/c Ratio 0.26 0.24 0.33 0.42 0.57 0.65 Uniform Delay, d1 4.8 0.0 5.1 0.0 36.1 36.8 Progression Factor 1.00 1.00 0.74 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.4 0.3 0.8 1.0 4.5 Delay 5.1 0.4 4.1 0.8 37.2 41.4 Level of Service A A A A D D Approach Delay 3.5 2.7 0.0 39.3 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 573 299 0 716 534 0 0 0 311 0 316 Future Volume (veh/h) 0 573 299 0 716 534 0 0 0 311 0 316 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1682 1573 0 1654 1614 1586 0 1654 Adj Flow Rate, veh/h 0 597 0 0 746 0 324 0 225 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 5 13 0 7 10 12 0 7 Cap, veh/h 0 2256 0 2220 627 0 300 Arrive On Green 0.00 0.71 0.00 0.00 0.94 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3279 1333 0 3226 1367 2931 0 1402 Grp Volume(v), veh/h 0 597 0 0 746 0 324 0 225 Grp Sat Flow(s),veh/h/ln 0 1598 1333 0 1572 1367 1465 0 1402 Q Serve(g_s), s 0.0 6.8 0.0 0.0 2.1 0.0 9.8 0.0 15.0 Cycle Q Clear(g_c), s 0.0 6.8 0.0 0.0 2.1 0.0 9.8 0.0 15.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2256 0 2220 627 0 300 V/C Ratio(X) 0.00 0.26 0.00 0.34 0.52 0.00 0.75 Avail Cap(c_a), veh/h 0 2256 0 2220 1055 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.80 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 5.3 0.0 0.0 1.0 0.0 34.7 0.0 36.8 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.5 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.0 0.0 0.0 0.5 0.0 3.5 0.0 5.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 5.6 0.0 0.0 1.3 0.0 35.2 0.0 39.6 LOS A A A A D A D Approach Vol, veh/h 597 A 746 A 549 Approach Delay, s/veh 5.6 1.3 37.0 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 74.6 25.4 74.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 8.8 17.0 4.1 Green Ext Time s 17.3 3.9 15.7 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 604 279 0 894 823 354 0 739 0 0 0 Future Volume (vph) 0 604 279 0 894 823 354 0 739 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3107 1417 3079 1442 1423 1286 1333 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3107 1417 3079 1442 1423 1286 1333 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 636 294 0 941 866 373 0 778 0 0 0 RTOR Reduction (vph) 0 0 115 0 0 339 0 171 171 0 0 0 Lane Group Flow (vph) 0 636 179 0 941 527 336 239 234 0 0 0 Confl. Peds. 1 1 Heavy Vehicles 0% 7% 5% 0% 8% 1% 11% 0% 6% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Prot Protected Phases 2 6 8 8 8 Permitted Phases 2 6 Actuated Green, G 60.4 60.4 60.4 60.4 29.7 29.7 29.7 Effective Green, g 60.9 60.9 60.9 60.9 31.1 31.1 31.1 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.31 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1892 862 1875 878 442 399 414 v/s Ratio Prot 0.20 0.31 c0.24 0.19 0.18 v/s Ratio Perm 0.13 c0.37 v/c Ratio 0.34 0.21 0.50 0.60 0.76 0.60 0.57 Uniform Delay, d1 9.6 8.8 11.0 12.1 31.1 29.2 28.8 Progression Factor 1.31 3.92 0.77 3.70 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.5 0.6 1.8 7.2 2.0 1.4 Delay 13.1 34.8 9.0 46.4 38.3 31.2 30.2 Level of Service B C A D D C C Approach Delay 20.0 27.0 32.9 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 604 279 0 894 823 354 0 739 0 0 0 Future Volume (veh/h) 0 604 279 0 894 823 354 0 739 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1654 1682 0 1641 1736 1600 1750 1668 Adj Flow Rate, veh/h 0 636 0 0 941 0 249 0 753 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 0 8 1 11 0 6 Cap, veh/h 0 1873 0 1857 494 0 917 Arrive On Green 0.00 1.00 0.00 0.00 1.00 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 3226 1425 0 3200 1471 1524 0 2827 Grp Volume(v), veh/h 0 636 0 0 941 0 249 0 753 Grp Sat Flow(s),veh/h/ln 0 1572 1425 0 1559 1471 1524 0 1414 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 13.2 0.0 24.5 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.2 0.0 24.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1873 0 1857 494 0 917 V/C Ratio(X) 0.00 0.34 0.00 0.51 0.50 0.00 0.82 Avail Cap(c_a), veh/h 0 1873 0 1857 549 0 1018 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.94 0.00 0.00 0.52 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 0.0 0.0 27.3 0.0 31.1 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.5 0.0 0.6 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.0 4.8 0.0 8.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 0.5 0.0 0.0 0.5 0.0 27.9 0.0 35.9 LOS A A A A C A D Approach Vol, veh/h 636 A 941 A 1002 Approach Delay, s/veh 0.5 0.5 33.9 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 63.6 63.6 36.4 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 2.0 2.0 26.5 Green Ext Time s 12.8 31.6 4.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 48 55 858 249 5 136 895 14 754 21 170 12 Future Volume (vph) 48 55 858 249 5 136 895 14 754 21 170 12 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 Satd. Flow (prot) 1645 3023 1261 1557 2992 1490 1495 1377 1662 Flt Permitted 0.16 1.00 1.00 0.16 1.00 0.95 0.95 1.00 0.95 Satd. Flow (perm) 278 3023 1261 259 2992 1490 1495 1377 1662 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) 51 58 903 262 5 143 942 15 794 22 179 13 RTOR Reduction (vph) 0 0 0 0 0 0 1 0 0 0 0 0 Lane Group Flow (vph) 0 109 903 262 0 148 956 0 405 411 179 13 Confl. Bikes 1 Heavy Vehicles 0% 2% 10% 18% 0% 7% 11% 0% 6% 10% 8% 0% Turn Type pm+pt pm+pt NA Free custom pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 6 4 4 8 Permitted Phases 2 2 Free 1 6 Free Actuated Green, G 46.3 37.9 100.0 49.7 39.6 29.2 29.2 100.0 5.3 Effective Green, g 46.3 38.4 100.0 49.7 40.1 29.7 29.7 100.0 5.8 Actuated g/C Ratio 0.46 0.38 1.00 0.50 0.40 0.30 0.30 1.00 0.06 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 243 1160 1261 259 1199 [PHONE REDACTED] 96 v/s Ratio Prot 0.04 0.30 c0.06 c0.32 0.27 c0.28 0.01 v/s Ratio Perm 0.17 c0.21 0.23 0.13 v/c Ratio 0.45 0.78 0.21 0.57 0.80 0.92 0.93 0.13 0.14 Uniform Delay, d1 17.4 27.1 0.0 16.7 26.4 33.9 34.1 0.0 44.7 Progression Factor 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 4.6 0.3 2.5 5.6 23.5 25.1 0.2 0.5 Delay 20.5 31.7 0.3 19.2 31.9 57.4 59.2 0.2 45.2 Level of Service C C A B C E E A D Approach Delay 24.3 30.2 47.9 Approach LOS C C D Intersection Summary HCM 2000 Control Delay 32.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 17 35 Future Volume (vph) 17 35 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1651 1271 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1651 1271 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 18 37 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 18 37 Confl. Bikes Heavy Vehicles 6% 17% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 5.3 100.0 Effective Green, g 5.8 100.0 Actuated g/C Ratio 0.06 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 95 1271 v/s Ratio Prot 0.01 v/s Ratio Perm 0.03 v/c Ratio 0.19 0.03 Uniform Delay, d1 44.9 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.7 0.0 Delay 45.6 0.0 Level of Service D A Approach Delay 20.7 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 48 55 858 249 5 136 895 14 754 21 170 12 Future Volume (veh/h) 48 55 858 249 5 136 895 14 754 21 170 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1614 1504 1654 1600 1750 1668 1614 1641 1750 Adj Flow Rate, veh/h 58 903 0 143 942 15 810 0 0 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 10 18 7 11 0 6 10 8 0 Cap, veh/h 288 1325 314 1416 23 910 0 85 Arrive On Green 0.01 0.57 0.00 0.07 0.62 0.46 0.29 0.00 0.00 0.05 Sat Flow, veh/h 1641 3066 1275 1576 3061 49 3177 0 1391 1667 Grp Volume(v), veh/h 58 903 0 143 468 489 810 0 0 13 Grp Sat Flow(s),veh/h/ln 1641 1533 1275 1576 1520 1590 1589 0 1391 1667 Q Serve(g_s), s 2.0 20.6 0.0 4.9 20.1 20.2 24.4 0.0 0.0 0.7 Cycle Q Clear(g_c), s 2.0 20.6 0.0 4.9 20.1 20.2 24.4 0.0 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 1325 314 703 735 910 0 85 V/C Ratio(X) 0.20 0.68 0.46 0.67 0.67 0.89 0.00 0.15 Avail Cap(c_a), veh/h 452 1325 424 703 735 985 0 183 HCM Platoon Ratio 0.33 1.33 0.33 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 16.8 16.5 0.0 16.4 14.2 14.4 34.2 0.0 0.0 45.4 Incr Delay (d2), s/veh 0.2 2.5 0.0 0.8 4.9 4.7 9.5 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 0.8 6.4 0.0 1.8 6.4 6.7 10.5 0.0 0.0 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.0 19.0 0.0 17.2 19.1 19.1 43.6 0.0 0.0 46.0 LOS B B B B B D A D Approach Vol, veh/h 961 A 1100 810 A Approach Delay, s/veh 18.8 18.9 43.6 Approach LOS B B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 47.2 32.6 8.0 50.2 9.1 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 27.5 30.5 14.0 27.5 10.5 Max Q Clear Time (g_c+I1), s 6.9 22.6 26.4 4.0 22.2 3.0 Green Ext Time s 0.3 4.3 1.7 0.1 4.7 0.0 Intersection Summary HCM 6th Ctrl Delay 26.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 17 35 Future Volume (veh/h) 17 35 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1668 1518 Adj Flow Rate, veh/h 18 0 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 6 17 Cap, veh/h 85 Arrive On Green 0.05 0.00 Sat Flow, veh/h 1668 1286 Grp Volume(v), veh/h 18 0 Grp Sat Flow(s),veh/h/ln 1668 1286 Q Serve(g_s), s 1.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 85 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 183 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 45.5 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 46.4 0.0 LOS D Approach Vol, veh/h 31 A Approach Delay, s/veh 46.2 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 585 247 58 454 61 413 175 90 76 116 111 Future Volume (vph) 129 585 247 58 454 61 413 175 90 76 116 111 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1599 1606 1435 1630 1549 1488 1662 1733 1488 1630 1750 1472 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1599 1606 1435 1630 1549 1488 1662 1733 1488 1630 1750 1472 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) 136 616 260 61 478 64 435 184 95 80 122 117 RTOR Reduction (vph) 0 0 74 0 0 32 0 0 52 0 0 91 Lane Group Flow (vph) 136 616 186 61 478 32 435 184 43 80 122 26 Confl. Peds. 2 2 8 Confl. Bikes 1 1 Heavy Vehicles 4% 9% 2% 2% 13% 0% 0% 1% 0% 2% 0% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 16.5 62.7 103.4 10.5 56.7 67.1 40.7 46.3 56.8 10.4 16.0 32.5 Effective Green, g 17.0 63.7 104.4 11.0 57.7 68.1 41.2 47.3 57.8 10.9 17.0 33.5 Actuated g/C Ratio 0.11 0.43 0.70 0.07 0.39 0.46 0.28 0.32 0.39 0.07 0.11 0.22 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) [PHONE REDACTED] 120 600 680 459 550 577 119 199 331 v/s Ratio Prot c0.09 c0.38 0.05 0.04 0.31 0.00 c0.26 0.11 0.01 0.05 c0.07 0.01 v/s Ratio Perm 0.08 0.02 0.02 0.01 v/c Ratio 0.75 0.90 0.19 0.51 0.80 0.05 0.95 0.33 0.07 0.67 0.61 0.08 Uniform Delay, d1 63.9 39.5 7.6 66.3 40.4 22.4 52.8 38.8 28.7 67.3 62.8 45.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.6 15.1 0.1 2.5 8.2 0.0 28.9 0.3 0.0 12.7 4.7 0.1 Delay 78.5 54.6 7.7 68.8 48.6 22.4 81.7 39.0 28.7 80.0 67.5 45.6 Level of Service E D A E D C F D C E E D Approach Delay 45.8 47.9 63.6 62.6 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay 53.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 148.9 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 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 585 247 58 454 61 413 175 90 76 116 111 Future Volume (veh/h) 129 585 247 58 454 61 413 175 90 76 116 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1627 1723 1723 1573 1750 1750 1736 1750 1723 1750 1750 Adj Flow Rate, veh/h 136 616 260 61 478 64 435 184 95 80 122 117 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, % 4 9 2 2 13 0 0 1 0 2 0 0 Cap, veh/h [PHONE REDACTED] 83 603 659 467 569 550 107 198 310 Arrive On Green 0.10 0.44 0.43 0.05 0.38 0.38 0.28 0.33 0.32 0.07 0.11 0.11 Sat Flow, veh/h 1615 1627 1426 1641 1573 1479 1667 1736 1465 1641 1750 1448 Grp Volume(v), veh/h 136 616 260 61 478 64 435 184 95 80 122 117 Grp Sat Flow(s),veh/h/ln 1615 1627 1426 1641 1573 1479 1667 1736 1465 1641 1750 1448 Q Serve(g_s), s 10.9 45.6 8.5 4.9 35.7 3.3 33.7 10.6 5.7 6.3 8.8 9.2 Cycle Q Clear(g_c), s 10.9 45.6 8.5 4.9 35.7 3.3 33.7 10.6 5.7 6.3 8.8 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h [PHONE REDACTED] 83 603 659 467 569 550 107 198 310 V/C Ratio(X) 0.82 0.87 0.25 0.73 0.79 0.10 0.93 0.32 0.17 0.75 0.62 0.38 Avail Cap(c_a), veh/h [PHONE REDACTED] 260 724 772 516 569 550 508 409 486 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 58.3 34.0 6.7 62.0 36.2 21.3 46.5 33.5 27.7 60.8 56.0 44.8 Incr Delay (d2), s/veh 9.5 11.3 0.3 8.8 6.5 0.1 22.5 0.2 0.1 7.4 2.3 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 4.9 20.0 2.6 2.2 14.7 1.2 16.9 4.6 2.1 2.9 4.0 3.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 67.7 45.3 7.0 70.8 42.6 21.4 68.9 33.7 27.8 68.3 58.3 45.3 LOS E D A E D C E C C E E D Approach Vol, veh/h 1012 603 714 319 Approach Delay, s/veh 38.5 43.2 54.4 56.1 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 61.7 41.1 19.0 17.6 54.8 12.7 47.4 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.5 60.0 40.5 30.0 20.5 60.0 40.5 30.0 Max Q Clear Time (g_c+I1), s 6.9 47.6 35.7 11.2 12.9 37.7 8.3 12.6 Green Ext Time s 0.1 9.1 0.9 0.8 0.2 9.6 0.3 1.1 Intersection Summary HCM 6th Ctrl Delay 46.0 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 12 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 151 1 21 2 0 1 29 624 0 3 290 110 Future Vol, veh/h 151 1 21 2 0 1 29 624 0 3 290 110 Conflicting Peds, #/hr 3 0 1 1 0 3 3 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 14 0 5 0 0 0 4 4 0 33 3 7 Mvmt Flow 178 1 25 2 0 1 34 734 0 4 341 129 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1223 1219 410 1230 1283 737 473 0 0 734 0 0 Stage 1 417 417 - 802 802 - - - - - - - Stage 2 806 802 - 428 481 - - - - - - - Critical Hdwy 7.24 6.5 6.25 7.1 6.5 6.2 4.14 - - 4.43 - - Critical Hdwy Stg 1 6.24 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.24 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.626 4 3.345 3.5 4 3.3 2.236 - - 2.497 - - Pot Cap-1 Maneuver ~ 148 182 635 156 [PHONE REDACTED] - - 746 - - Stage 1 590 595 - 381 399 - - - - - - - Stage 2 359 399 - 609 557 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 143 175 633 145 [PHONE REDACTED] - - 746 - - Mov Cap-2 Maneuver 254 286 - 145 160 - - - - - - - Stage 1 570 590 - 369 386 - - - - - - - Stage 2 346 386 - 580 553 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 42.1 24.7 0.4 0.1 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1076 - - 254 600 186 746 - - HCM Lane V/C Ratio 0.032 - - 0.699 0.043 0.019 0.005 - - HCM Control Delay 8.5 - - 46.6 11.3 24.7 9.8 - - HCM Lane LOS A - - E B C A - - HCM 95th %tile Q(veh) 0.1 - - 4.7 0.1 0.1 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 13 Intersection Intersection Delay, s/veh 81.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 20 2 76 59 130 0 475 94 50 232 17 Future Vol, veh/h 49 20 2 76 59 130 0 475 94 50 232 17 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 33 15 0 5 0 0 0 8 4 4 5 25 Mvmt Flow 58 24 2 90 70 155 0 565 112 60 276 20 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 14.4 20.4 151.1 18.4 HCM LOS B C F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 0% 69% 29% 100% 0% Vol Thru, % 100% 83% 28% 22% 0% 93% Vol Right, % 0% 17% 3% 49% 0% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 0 569 71 265 50 249 LT Vol 0 0 49 76 50 0 Through Vol 0 475 20 59 0 232 RT Vol 0 94 2 130 0 17 Lane Flow Rate 0 677 85 315 60 296 Geometry Grp 7 7 2 2 7 7 Degree of Util 0 1.255 0.197 0.591 0.124 0.574 Departure Headway (Hd) 6.651 6.672 9.179 7.356 7.987 7.44 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 0 542 394 495 452 489 Service Time 4.433 4.454 7.179 5.356 5.687 5.14 HCM Lane V/C Ratio 0 1.249 0.216 0.636 0.133 0.605 HCM Control Delay 9.4 151.1 14.4 20.4 11.8 19.7 HCM Lane LOS N F B C B C HCM 95th-tile Q 0 26.5 0.7 3.8 0.4 3.6 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 14 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 22 0 72 489 285 22 Future Vol, veh/h 22 0 72 489 285 22 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 5 0 3 0 2 5 Mvmt Flow 27 0 88 596 348 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1135 - 376 0 - 0 Stage 1 363 - - - - - Stage 2 772 - - - - - Critical Hdwy 6.45 - 4.13 - - - Critical Hdwy Stg 1 5.45 - - - - - Critical Hdwy Stg 2 5.45 - - - - - Follow-up Hdwy 3.545 - 2.227 - - - Pot Cap-1 Maneuver 221 0 1177 - - - Stage 1 697 0 - - - - Stage 2 451 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 196 - 1176 - - - Mov Cap-2 Maneuver 196 - - - - - Stage 1 618 - - - - - Stage 2 451 - - - - - Approach EB NB SB HCM Control Delay, s 26.3 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1176 - 196 - - HCM Lane V/C Ratio 0.075 - 0.137 - - HCM Control Delay 8.3 0 26.3 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.2 - 0.5 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 15 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 9 39 0 0 23 0 538 7 7 277 0 Future Vol, veh/h 0 9 39 0 0 23 0 538 7 7 277 0 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 5 0 0 0 0 0 3 0 0 28 2 5 Mvmt Flow 0 11 48 0 0 28 0 656 9 9 338 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 1022 338 - - 662 - 0 0 666 0 0 Stage 1 - 356 - - - - - - - - - - Stage 2 - 666 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.38 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.452 - - Pot Cap-1 Maneuver 0 238 709 0 0 465 0 - - 812 - 0 Stage 1 0 633 - 0 0 - 0 - - - - 0 Stage 2 0 460 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 234 709 - - 465 - - - 811 - - Mov Cap-2 Maneuver - 234 - - - - - - - - - - Stage 1 - 624 - - - - - - - - - - Stage 2 - 460 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 13.2 0 0.2 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - 514 465 811 - HCM Lane V/C Ratio - - 0.114 0.06 0.011 - HCM Control Delay - - 12.9 13.2 9.5 0 HCM Lane LOS - - B B A A HCM 95th %tile Q(veh) - - 0.4 0.2 0 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 16 Intersection Int Delay, s/veh 11.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 359 15 72 214 2 5 74 233 8 61 17 Future Vol, veh/h 20 359 15 72 214 2 5 74 233 8 61 17 Conflicting Peds, #/hr 1 0 14 14 0 1 1 0 1 1 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 5 5 7 8 3 0 20 0 2 50 2 12 Mvmt Flow 23 417 17 84 249 2 6 86 271 9 71 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 252 0 0 448 0 0 951 [PHONE REDACTED] 913 252 Stage 1 - - - - - - 486 486 - 419 419 - Stage 2 - - - - - - 465 420 - 651 494 - Critical Hdwy 4.15 - - 4.18 - - 7.3 6.5 6.22 7.6 6.52 6.32 Critical Hdwy Stg 1 - - - - - - 6.3 5.5 - 6.6 5.52 - Critical Hdwy Stg 2 - - - - - - 6.3 5.5 - 6.6 5.52 - Follow-up Hdwy 2.245 - - 2.272 - - 3.68 4 3.318 3.95 4.018 3.408 Pot Cap-1 Maneuver 1296 - - 1081 - - 222 278 616 162 273 763 Stage 1 - - - - - - 530 554 - 527 590 - Stage 2 - - - - - - 545 593 - 387 546 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1295 - - 1067 - - 154 248 607 68 244 762 Mov Cap-2 Maneuver - - - - - - 275 355 - 68 244 - Stage 1 - - - - - - 514 537 - 517 543 - Stage 2 - - - - - - 425 546 - 177 529 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.2 27.5 34.1 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 511 1295 - - 1067 - - 221 HCM Lane V/C Ratio 0.71 0.018 - - 0.078 - - 0.452 HCM Control Delay 27.5 7.8 - - 8.7 - - 34.1 HCM Lane LOS D A - - A - - D HCM 95th %tile Q(veh) 5.6 0.1 - - 0.3 - - 2.2 ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 17 Intersection Int Delay, s/veh 8.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 220 190 54 155 97 Future Vol, veh/h 47 220 190 54 155 97 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 3 0 0 0 13 2 Mvmt Flow 59 278 241 68 196 123 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 790 275 0 0 309 0 Stage 1 275 - - - - - Stage 2 515 - - - - - Critical Hdwy 6.43 6.2 - - 4.23 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.3 - - 2.317 - Pot Cap-1 Maneuver 358 769 - - 1192 - Stage 1 769 - - - - - Stage 2 598 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 295 769 - - 1192 - Mov Cap-2 Maneuver 295 - - - - - Stage 1 769 - - - - - Stage 2 493 - - - - - Approach WB NB SB HCM Control Delay, s 18.5 0 5.3 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 599 1192 - HCM Lane V/C Ratio - - 0.564 0.165 - HCM Control Delay - - 18.5 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.5 0.6 - ---PAGE BREAK--- HCM 6th AWSC 12: Parr Rd NE/Street H (Access) 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 18 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 196 13 34 23 8 233 Future Vol, veh/h 196 13 34 23 8 233 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 5 1 1 1 1 5 Mvmt Flow 248 16 43 29 10 295 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 10.7 8.2 9.5 HCM LOS B A A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 94% 0% 3% Vol Thru, % 6% 60% 0% Vol Right, % 0% 40% 97% Sign Control Stop Stop Stop Traffic Vol by Lane 209 57 241 LT Vol 196 0 8 Through Vol 13 34 0 RT Vol 0 23 233 Lane Flow Rate 265 72 305 Geometry Grp 1 1 1 Degree of Util 0.361 0.094 0.354 Departure Headway (Hd) 4.916 4.668 4.176 Convergence, Y/N Yes Yes Yes Cap 730 763 860 Service Time 2.965 2.726 2.205 HCM Lane V/C Ratio 0.363 0.094 0.355 HCM Control Delay 10.7 8.2 9.5 HCM Lane LOS B A A HCM 95th-tile Q 1.6 0.3 1.6 ---PAGE BREAK--- HCM 6th AWSC 13: Industrial/Parr Rd NE & Evergreen 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 19 Intersection Intersection Delay, s/veh10.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 20 69 130 26 24 50 64 105 17 42 53 Future Vol, veh/h 32 20 69 130 26 24 50 64 105 17 42 53 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 41 25 87 165 33 30 63 81 133 22 53 67 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.6 11.2 11.2 9.6 HCM LOS A B B A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 23% 26% 72% 15% Vol Thru, % 29% 17% 14% 38% Vol Right, % 48% 57% 13% 47% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 219 121 180 112 LT Vol 50 32 130 17 Through Vol 64 20 26 42 RT Vol 105 69 24 53 Lane Flow Rate 277 153 228 142 Geometry Grp 1 1 1 1 Degree of Util 0.387 0.219 0.34 0.204 Departure Headway (Hd) 5.02 5.157 5.378 5.182 Convergence, Y/N Yes Yes Yes Yes Cap 721 695 668 692 Service Time 3.02 3.193 3.411 3.218 HCM Lane V/C Ratio 0.384 0.22 0.341 0.205 HCM Control Delay 11.2 9.6 11.2 9.6 HCM Lane LOS B A B A HCM 95th-tile Q 1.8 0.8 1.5 0.8 ---PAGE BREAK--- HCM 6th TWSC 14: Street A (Access) & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 20 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 136 6 10 166 14 24 Future Vol, veh/h 136 6 10 166 14 24 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 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 5 1 1 5 1 1 Mvmt Flow 172 8 13 210 18 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 180 0 412 176 Stage 1 - - - - 176 - Stage 2 - - - - 236 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1402 - 598 870 Stage 1 - - - - 857 - Stage 2 - - - - 806 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1402 - 593 870 Mov Cap-2 Maneuver - - - - 593 - Stage 1 - - - - 857 - Stage 2 - - - - 799 - Approach EB WB NB HCM Control Delay, s 0 0.4 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 742 - - 1402 - HCM Lane V/C Ratio 0.065 - - 0.009 - HCM Control Delay 10.2 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 21 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 148 4 2 156 6 11 18 7 14 6 8 Future Vol, veh/h 8 148 4 2 156 6 11 18 7 14 6 8 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 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 59 59 59 59 59 59 59 59 59 59 59 59 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 50 Mvmt Flow 14 251 7 3 264 10 19 31 12 24 10 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 274 0 0 258 0 0 570 563 255 579 561 269 Stage 1 - - - - - - 283 283 - 275 275 - Stage 2 - - - - - - 287 280 - 304 286 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.7 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 3.3 3.5 4 3.75 Pot Cap-1 Maneuver 1301 - - 1318 - - 435 438 789 429 439 667 Stage 1 - - - - - - 728 681 - 736 686 - Stage 2 - - - - - - 725 683 - 710 679 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1301 - - 1318 - - 415 432 789 396 433 667 Mov Cap-2 Maneuver - - - - - - 415 432 - 396 433 - Stage 1 - - - - - - 720 674 - 728 685 - Stage 2 - - - - - - 698 682 - 660 672 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 13.9 13.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 467 1301 - - 1318 - - 457 HCM Lane V/C Ratio 0.131 0.01 - - 0.003 - - 0.104 HCM Control Delay 13.9 7.8 - - 7.7 - - 13.8 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.3 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - AM Page 22 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 99 62 33 79 3 50 120 17 1 110 72 Future Vol, veh/h 95 99 62 33 79 3 50 120 17 1 110 72 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 4 0 0 0 0 0 2 2 6 0 6 9 Mvmt Flow 110 115 72 38 92 3 58 140 20 1 128 84 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.8 10.1 11.8 10 HCM LOS B B B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 29% 0% 100% 0% 100% 0% 1% 0% Vol Thru, % 71% 0% 0% 61% 0% 96% 99% 0% Vol Right, % 0% 100% 0% 39% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 170 17 95 161 33 82 111 72 LT Vol 50 0 95 0 33 0 1 0 Through Vol 120 0 0 99 0 79 110 0 RT Vol 0 17 0 62 0 3 0 72 Lane Flow Rate 198 20 110 187 38 95 129 84 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.343 0.03 0.201 0.296 0.072 0.164 0.219 0.128 Departure Headway (Hd) 6.244 5.386 6.541 5.694 6.722 6.188 6.097 5.487 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 575 664 549 631 533 579 589 652 Service Time 3.986 3.127 4.281 3.434 4.468 3.935 3.839 3.228 HCM Lane V/C Ratio 0.344 0.03 0.2 0.296 0.071 0.164 0.219 0.129 HCM Control Delay 12.2 8.3 10.9 10.8 10 10.2 10.6 9 HCM Lane LOS B A B B A B B A HCM 95th-tile Q 1.5 0.1 0.7 1.2 0.2 0.6 0.8 0.4 ---PAGE BREAK--- ---PAGE BREAK--- HCM 6th Roundabout 1: OR 219 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 1 Intersection Intersection Delay, s/veh 6.7 Intersection LOS A Approach EB WB NB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 758 735 534 Demand Flow Rate, veh/h 771 743 541 Vehicles Circulating, veh/h 469 106 551 Vehicles Exiting, veh/h 380 551 689 Ped Vol Crossing Leg, 1 0 0 Ped Cap Adj 0.999 1.000 1.000 Approach Delay, s/veh 11.8 5.6 1.0 Approach LOS B A A Lane Left Right Left Right Left Bypass Designated Moves LT R L LTR L R Assumed Moves LT R L LTR L R RT Channelized Free Lane Util 0.715 0.285 0.530 0.470 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 435 Entry Flow, veh/h 551 220 394 [PHONE REDACTED] Cap Entry Lane, veh/h [PHONE REDACTED] 1298 889 1.000 Entry HV Adj Factor 0.980 0.991 0.989 0.990 0.934 435 Flow Entry, veh/h 540 218 390 346 99 1750 Cap Entry, veh/h [PHONE REDACTED] 1285 830 0.249 V/C Ratio 0.629 0.231 0.322 0.269 0.119 0.0 Control Delay, s/veh 14.2 6.1 6.0 5.2 5.5 A LOS B A A A A 1 95th %tile Queue, veh 5 1 1 1 0 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 902 533 0 864 766 0 0 0 755 0 420 Future Volume (vph) 0 902 533 0 864 766 0 0 0 755 0 420 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3292 1458 3260 1411 3193 1473 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3292 1458 3260 1411 3193 1473 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 949 561 0 909 806 0 0 0 795 0 442 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 82 Lane Group Flow (vph) 0 949 561 0 909 806 0 0 0 795 0 360 Confl. Peds. 6 6 4 Heavy Vehicles 0% 1% 2% 0% 2% 3% 0% 0% 0% 1% 0% 1% Turn Type NA Free NA Free Prot Prot Protected Phases 2 6 4 4 Permitted Phases Free Free Actuated Green, G 57.3 100.0 57.3 100.0 33.7 33.7 Effective Green, g 57.8 100.0 57.8 100.0 34.2 34.2 Actuated g/C Ratio 0.58 1.00 0.58 1.00 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 1902 1458 1884 1411 1092 503 v/s Ratio Prot 0.29 0.28 c0.25 0.24 v/s Ratio Perm 0.38 c0.57 v/c Ratio 0.50 0.38 0.48 0.57 0.73 0.72 Uniform Delay, d1 12.5 0.0 12.3 0.0 28.8 28.7 Progression Factor 1.00 1.00 0.76 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.8 0.7 1.2 2.3 4.5 Delay 13.5 0.8 10.1 1.2 31.1 33.2 Level of Service B A B A C C Approach Delay 8.7 5.9 0.0 31.9 Approach LOS A A A C Intersection Summary HCM 2000 Control Delay 14.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: OR 219/OR 214/219 & I-5 SB Ramps 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 902 533 0 864 766 0 0 0 755 0 420 Future Volume (veh/h) 0 902 533 0 864 766 0 0 0 755 0 420 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1723 0 1723 1709 1736 0 1736 Adj Flow Rate, veh/h 0 949 0 0 909 0 795 0 358 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 2 0 2 3 1 0 1 Cap, veh/h 0 2003 0 1988 1003 0 460 Arrive On Green 0.00 0.61 0.00 0.00 0.81 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3386 1460 0 3359 1448 3208 0 1471 Grp Volume(v), veh/h 0 949 0 0 909 0 795 0 358 Grp Sat Flow(s),veh/h/ln 0 1650 1460 0 1637 1448 1604 0 1471 Q Serve(g_s), s 0.0 15.9 0.0 0.0 8.5 0.0 22.6 0.0 22.1 Cycle Q Clear(g_c), s 0.0 15.9 0.0 0.0 8.5 0.0 22.6 0.0 22.1 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2003 0 1988 1003 0 460 V/C Ratio(X) 0.00 0.47 0.00 0.46 0.79 0.00 0.78 Avail Cap(c_a), veh/h 0 2003 0 1988 1155 0 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.66 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 10.8 0.0 0.0 4.6 0.0 31.4 0.0 31.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.5 0.0 3.2 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.6 0.0 0.0 2.2 0.0 9.0 0.0 8.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 11.6 0.0 0.0 5.1 0.0 34.6 0.0 37.1 LOS A B A A C A D Approach Vol, veh/h 949 A 909 A 1153 Approach Delay, s/veh 11.6 5.1 35.3 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 64.7 35.3 64.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 55.5 Max Q Clear Time (g_c+I1), s 17.9 24.6 10.5 Green Ext Time s 25.2 6.1 19.3 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1385 271 0 1319 491 311 0 688 0 0 0 Future Volume (vph) 0 1385 271 0 1319 491 311 0 688 0 0 0 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 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3292 1428 3260 1423 1630 1367 1367 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3292 1428 3260 1423 1630 1367 1367 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1458 285 0 1388 517 327 0 724 0 0 0 RTOR Reduction (vph) 0 0 111 0 0 202 0 22 22 0 0 0 Lane Group Flow (vph) 0 1458 174 0 1388 315 327 340 340 0 0 0 Confl. Peds. 6 5 5 6 1 1 1 Heavy Vehicles 0% 1% 1% 0% 2% 3% 2% 0% 2% 0% 0% 0% Turn Type NA Perm NA Perm Split NA Perm Protected Phases 2 6 8 8 Permitted Phases 2 6 8 Actuated Green, G 60.5 60.5 60.5 60.5 29.6 29.6 29.6 Effective Green, g 61.0 61.0 61.0 61.0 31.0 31.0 31.0 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.31 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 5.4 5.4 5.4 Vehicle Extension 4.0 4.0 6.0 6.0 2.5 2.5 2.5 Lane Grp Cap (vph) 2008 871 1988 868 505 423 423 v/s Ratio Prot c0.44 0.43 0.20 c0.25 v/s Ratio Perm 0.12 0.22 0.25 v/c Ratio 0.73 0.20 0.70 0.36 0.65 0.80 0.80 Uniform Delay, d1 13.7 8.7 13.2 9.8 29.8 31.7 31.7 Progression Factor 0.96 1.72 0.45 0.90 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.4 1.0 0.6 2.5 10.3 10.3 Delay 15.0 15.3 7.0 9.3 32.3 42.0 42.0 Level of Service B B A A C D D Approach Delay 15.1 7.7 39.0 0.0 Approach LOS B A D A Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 100.0 Sum of lost time 8.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 NB Ramps & OR 214/219/OR 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1385 271 0 1319 491 311 0 688 0 0 0 Future Volume (veh/h) 0 1385 271 0 1319 491 311 0 688 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1736 1736 0 1723 1709 1723 1750 1723 Adj Flow Rate, veh/h 0 1458 0 0 1388 0 327 0 682 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 0 2 3 2 0 2 Cap, veh/h 0 2032 0 2016 499 0 886 Arrive On Green 0.00 0.62 0.00 0.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3386 1471 0 3359 1448 1641 0 2915 Grp Volume(v), veh/h 0 1458 0 0 1388 0 327 0 682 Grp Sat Flow(s),veh/h/ln 0 1650 1471 0 1637 1448 1641 0 1458 Q Serve(g_s), s 0.0 30.4 0.0 0.0 0.0 0.0 17.3 0.0 21.3 Cycle Q Clear(g_c), s 0.0 30.4 0.0 0.0 0.0 0.0 17.3 0.0 21.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2032 0 2016 499 0 886 V/C Ratio(X) 0.00 0.72 0.00 0.69 0.66 0.00 0.77 Avail Cap(c_a), veh/h 0 2032 0 2016 591 0 1049 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.76 0.00 0.00 0.43 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 13.2 0.0 0.0 0.0 0.0 30.3 0.0 31.6 Incr Delay (d2), s/veh 0.0 1.7 0.0 0.0 0.8 0.0 1.7 0.0 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.6 0.0 0.0 0.2 0.0 7.0 0.0 7.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 14.9 0.0 0.0 0.8 0.0 32.0 0.0 34.3 LOS A B A A C A C Approach Vol, veh/h 1458 A 1388 A 1009 Approach Delay, s/veh 14.9 0.8 33.6 Approach LOS B A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 65.6 65.6 34.4 Change Period (Y+Rc), s 4.5 4.5 5.4 Max Green Setting (Gmax), s 55.5 55.5 34.6 Max Q Clear Time (g_c+I1), s 32.4 2.0 23.3 Green Ext Time s 19.3 45.1 5.7 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. User approved changes to right turn type. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 45 88 1106 535 12 240 1005 29 684 32 191 38 Future Volume (vph) 45 88 1106 535 12 240 1005 29 684 32 191 38 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 Satd. Flow (prot) 1599 3167 1443 1631 3095 1519 1525 1454 1583 Flt Permitted 0.12 1.00 1.00 0.11 1.00 0.95 0.96 1.00 0.95 Satd. Flow (perm) 205 3167 1443 187 3095 1519 1525 1454 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 47 93 1164 563 13 253 1058 31 720 34 201 40 RTOR Reduction (vph) 0 0 0 0 0 0 2 0 0 0 0 0 Lane Group Flow (vph) 0 140 1164 563 0 266 1087 0 374 380 201 40 Confl. Peds. 2 2 Confl. Bikes 1 1 2 Heavy Vehicles 0% 6% 5% 1% 0% 2% 7% 4% 4% 7% 1% 5% Turn Type pm+pt pm+pt NA Free custom pm+pt NA Split NA Free Split Protected Phases 5 5 2 1 6 4 4 8 Permitted Phases 2 2 Free 1 6 Free Actuated Green, G 42.5 32.8 100.0 53.0 39.3 25.5 25.5 100.0 8.0 Effective Green, g 42.5 33.3 100.0 53.0 39.8 26.0 26.0 100.0 8.5 Actuated g/C Ratio 0.42 0.33 1.00 0.53 0.40 0.26 0.26 1.00 0.08 Clearance Time 4.0 4.5 4.0 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 Lane Grp Cap (vph) 222 1054 1443 333 1231 [PHONE REDACTED] 134 v/s Ratio Prot 0.06 c0.37 c0.13 0.35 0.25 c0.25 0.03 v/s Ratio Perm 0.21 c0.39 0.29 0.14 v/c Ratio 0.63 1.10 0.39 0.80 0.88 0.95 0.96 0.14 0.30 Uniform Delay, d1 20.4 33.4 0.0 25.7 27.9 36.4 36.5 0.0 43.0 Progression Factor 0.83 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 57.1 0.5 12.2 9.4 32.1 34.4 0.2 0.9 Delay 20.3 91.6 0.5 37.9 37.3 68.5 70.8 0.2 43.9 Level of Service C F A D D E E A D Approach Delay 58.8 37.4 55.0 Approach LOS E D E Intersection Summary HCM 2000 Control Delay 49.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length 100.0 Sum of lost time 16.0 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 7 Movement SBT SBR Lane Configurations Traffic Volume (vph) 37 87 Future Volume (vph) 37 87 Ideal Flow 1750 1750 Total Lost time 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.99 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 1699 1373 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1699 1373 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 39 92 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 39 92 Confl. Peds. 2 Confl. Bikes Heavy Vehicles 3% 7% Turn Type NA Free Protected Phases 8 Permitted Phases Free Actuated Green, G 8.0 100.0 Effective Green, g 8.5 100.0 Actuated g/C Ratio 0.08 1.00 Clearance Time 4.5 Vehicle Extension 2.5 Lane Grp Cap (vph) 144 1373 v/s Ratio Prot 0.02 v/s Ratio Perm 0.07 v/c Ratio 0.27 0.07 Uniform Delay, d1 42.8 0.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.7 0.1 Delay 43.6 0.1 Level of Service D A Approach Delay 20.3 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 8 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (veh/h) 45 88 1106 535 12 240 1005 29 684 32 191 38 Future Volume (veh/h) 45 88 1106 535 12 240 1005 29 684 32 191 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1668 1682 1736 1723 1654 1695 1695 1654 1736 1682 Adj Flow Rate, veh/h 93 1164 0 253 1058 31 744 0 0 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 5 1 2 7 4 4 7 1 5 Cap, veh/h 257 1258 284 1421 42 819 0 126 Arrive On Green 0.02 0.52 0.00 0.11 0.61 0.45 0.25 0.00 0.00 0.08 Sat Flow, veh/h 1589 3195 1471 1641 3116 91 3229 0 1471 1602 Grp Volume(v), veh/h 93 1164 0 253 534 555 744 0 0 40 Grp Sat Flow(s),veh/h/ln 1589 1598 1471 1641 1572 1636 1615 0 1471 1602 Q Serve(g_s), s 3.5 33.7 0.0 9.2 24.4 24.6 22.3 0.0 0.0 2.4 Cycle Q Clear(g_c), s 3.5 33.7 0.0 9.2 24.4 24.6 22.3 0.0 0.0 2.4 Prop In Lane 1.00 1.00 1.00 0.06 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 257 1258 284 717 746 819 0 126 V/C Ratio(X) 0.36 0.93 0.89 0.74 0.74 0.91 0.00 0.32 Avail Cap(c_a), veh/h 397 1258 327 717 746 840 0 256 HCM Platoon Ratio 0.33 1.33 0.33 1.00 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 19.4 22.5 0.0 23.0 15.5 15.9 36.2 0.0 0.0 43.6 Incr Delay (d2), s/veh 0.4 8.4 0.0 21.9 6.9 6.7 13.3 0.0 0.0 1.1 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 %ile BackOfQ(50%),veh/ln 1.3 12.1 0.0 5.0 8.3 8.8 10.2 0.0 0.0 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.8 30.9 0.0 44.9 22.4 22.6 49.5 0.0 0.0 44.6 LOS B C D C C D A D Approach Vol, veh/h 1257 A 1342 744 A Approach Delay, s/veh 30.0 26.7 49.5 Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.4 43.4 29.4 9.2 49.6 11.8 Change Period (Y+Rc), s 4.0 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 27.5 25.5 14.0 27.5 15.5 Max Q Clear Time (g_c+I1), s 11.2 35.7 24.3 5.5 26.6 4.4 Green Ext Time s 0.3 0.0 0.5 0.2 0.8 0.1 Intersection Summary HCM 6th Ctrl Delay 33.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: Evergreen Road & OR 214/Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 9 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 37 87 Future Volume (veh/h) 37 87 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1709 1654 Adj Flow Rate, veh/h 39 0 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 3 7 Cap, veh/h 134 Arrive On Green 0.08 0.00 Sat Flow, veh/h 1709 1402 Grp Volume(v), veh/h 39 0 Grp Sat Flow(s),veh/h/ln 1709 1402 Q Serve(g_s), s 2.2 0.0 Cycle Q Clear(g_c), s 2.2 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 134 V/C Ratio(X) 0.29 Avail Cap(c_a), veh/h 273 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay s/veh 43.5 0.0 Incr Delay (d2), s/veh 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 44.3 0.0 LOS D Approach Vol, veh/h 79 A Approach Delay, s/veh 44.5 Approach LOS D Timer - Assigned Phs Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 639 427 145 744 101 321 158 92 147 280 177 Future Volume (vph) 122 639 427 145 744 101 321 158 92 147 280 177 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1646 1716 1447 1662 1699 1445 1662 1733 1488 1646 1716 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1646 1716 1447 1662 1699 1445 1662 1733 1488 1646 1716 1488 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 123 645 431 146 752 102 324 160 93 148 283 179 RTOR Reduction (vph) 0 0 47 0 0 32 0 0 60 0 0 92 Lane Group Flow (vph) 123 645 384 146 752 70 324 160 33 148 283 87 Confl. Peds. 1 6 6 1 6 Heavy Vehicles 1% 2% 0% 0% 3% 1% 0% 1% 0% 1% 2% 0% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G 13.5 73.0 106.3 15.5 75.0 92.9 33.3 43.4 58.9 17.9 28.0 41.5 Effective Green, g 14.0 74.0 107.3 16.0 76.0 93.9 33.8 44.4 59.9 18.4 29.0 42.5 Actuated g/C Ratio 0.08 0.44 0.64 0.09 0.45 0.56 0.20 0.26 0.35 0.11 0.17 0.25 Clearance Time 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 136 752 919 157 764 803 332 455 528 179 294 374 v/s Ratio Prot 0.07 0.38 0.08 c0.09 c0.44 0.01 c0.19 0.09 0.01 0.09 c0.16 0.02 v/s Ratio Perm 0.18 0.04 0.02 0.04 v/c Ratio 0.90 0.86 0.42 0.93 0.98 0.09 0.98 0.35 0.06 0.83 0.96 0.23 Uniform Delay, d1 76.7 42.7 15.3 75.8 45.8 17.5 67.1 50.5 35.9 73.6 69.4 50.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 49.1 10.3 0.2 50.8 28.6 0.0 42.5 0.3 0.0 25.2 42.1 0.2 Delay 125.8 53.0 15.5 126.7 74.4 17.5 109.6 50.9 36.0 98.9 111.5 50.4 Level of Service F D B F E B F D D F F D Approach Delay 47.0 76.2 81.4 90.5 Approach LOS D E F F Intersection Summary HCM 2000 Control Delay 69.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length 168.8 Sum of lost time 16.0 Intersection Capacity Utilization 98.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 639 427 145 744 101 321 158 92 147 280 177 Future Volume (veh/h) 122 639 427 145 744 101 321 158 92 147 280 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1750 1750 1709 1736 1750 1736 1750 1736 1723 1750 Adj Flow Rate, veh/h 123 645 431 146 752 102 324 160 93 148 283 179 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 2 0 0 3 1 0 1 0 1 2 0 Cap, veh/h 136 759 942 157 773 811 334 463 526 172 294 371 Arrive On Green 0.08 0.44 0.44 0.09 0.45 0.45 0.20 0.27 0.26 0.10 0.17 0.17 Sat Flow, veh/h 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Grp Volume(v), veh/h 123 645 431 146 752 102 324 160 93 148 283 179 Grp Sat Flow(s),veh/h/ln 1654 1723 1473 1667 1709 1462 1667 1736 1466 1654 1723 1483 Q Serve(g_s), s 12.5 56.9 25.4 14.8 73.1 5.7 32.8 12.6 7.4 15.0 27.7 17.5 Cycle Q Clear(g_c), s 12.5 56.9 25.4 14.8 73.1 5.7 32.8 12.6 7.4 15.0 27.7 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 136 759 942 157 773 811 334 463 526 172 294 371 V/C Ratio(X) 0.90 0.85 0.46 0.93 0.97 0.13 0.97 0.35 0.18 0.86 0.96 0.48 Avail Cap(c_a), veh/h 136 761 943 157 775 812 334 463 526 243 294 371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 77.3 42.5 15.7 76.4 45.5 18.2 67.4 50.3 37.4 74.8 69.9 54.3 Incr Delay (d2), s/veh 48.5 9.7 0.7 51.2 25.8 0.1 41.3 0.3 0.1 17.1 42.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 26.3 9.0 8.6 36.3 2.0 17.9 5.7 2.8 7.2 15.6 6.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 125.8 52.1 16.4 127.6 71.2 18.3 108.8 50.6 37.5 91.9 111.9 55.0 LOS F D B F E B F D D F F E Approach Vol, veh/h 1199 1000 577 610 Approach Delay, s/veh 46.8 74.1 81.2 90.4 Approach LOS D E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.0 78.9 38.0 33.0 18.0 80.9 21.7 49.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 15.5 74.0 33.5 28.0 13.5 76.0 24.5 37.0 Max Q Clear Time (g_c+I1), s 16.8 58.9 34.8 29.7 14.5 75.1 17.0 14.6 Green Ext Time s 0.0 12.1 0.0 0.0 0.0 0.8 0.3 1.0 Intersection Summary HCM 6th Ctrl Delay 68.6 HCM 6th LOS E ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd/Evergreen Road & Stacy Allison Way 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 12 Intersection Int Delay, s/veh 10.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 210 2 63 2 3 4 23 532 4 3 681 125 Future Vol, veh/h 210 2 63 2 3 4 23 532 4 3 681 125 Conflicting Peds, #/hr 15 0 2 2 0 15 4 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - - - - 50 - - 25 - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 1 0 0 0 0 0 0 1 0 0 3 2 Mvmt Flow 214 2 64 2 3 4 23 543 4 3 695 128 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1379 1365 765 1394 1427 563 827 0 0 550 0 0 Stage 1 769 769 - 594 594 - - - - - - - Stage 2 610 596 - 800 833 - - - - - - - Critical Hdwy 7.11 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.11 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver ~ 122 149 406 120 136 530 813 - - 1030 - - Stage 1 395 413 - 495 496 - - - - - - - Stage 2 483 495 - 382 386 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 114 143 404 97 131 521 810 - - 1027 - - Mov Cap-2 Maneuver 241 266 - 97 131 - - - - - - - Stage 1 382 410 - 480 481 - - - - - - - Stage 2 456 480 - 318 383 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 61.9 26.6 0.4 0 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 810 - - 241 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.029 - - 0.889 0.167 0.052 0.003 - - HCM Control Delay 9.6 - - 76.2 15.8 26.6 8.5 - - HCM Lane LOS A - - F C D A - - HCM 95th %tile Q(veh) 0.1 - - 7.4 0.6 0.2 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th AWSC 7: Evergreen Rd & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 13 Intersection Intersection Delay, s/veh 99.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 66 0 143 117 120 2 389 97 165 523 60 Future Vol, veh/h 38 66 0 143 117 120 2 389 97 165 523 60 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 1 0 0 0 1 1 2 2 0 Mvmt Flow 40 69 0 149 122 125 2 405 101 172 545 63 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 16.9 40.4 98 141.8 HCM LOS C E F F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 37% 38% 100% 0% Vol Thru, % 0% 80% 63% 31% 0% 90% Vol Right, % 0% 20% 0% 32% 0% 10% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 486 104 380 165 583 LT Vol 2 0 38 143 165 0 Through Vol 0 389 66 117 0 523 RT Vol 0 97 0 120 0 60 Lane Flow Rate 2 506 108 396 172 607 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.005 1.092 0.275 0.831 0.397 1.307 Departure Headway (Hd) 8.856 8.208 10.113 8.213 8.618 8.023 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 407 446 357 443 421 455 Service Time 6.556 5.908 8.113 6.213 6.318 5.723 HCM Lane V/C Ratio 0.005 1.135 0.303 0.894 0.409 1.334 HCM Control Delay 11.6 98.4 16.9 40.4 16.9 177.2 HCM Lane LOS B F C E C F HCM 95th-tile Q 0 16.2 1.1 7.9 1.9 25.8 ---PAGE BREAK--- HCM 6th TWSC 8: Settlemier Ave & Hayes St N 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 14 Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 0 168 435 560 73 Future Vol, veh/h 49 0 168 435 560 73 Conflicting Peds, #/hr 0 5 5 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 53 0 183 473 609 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1493 - 693 0 - 0 Stage 1 654 - - - - - Stage 2 839 - - - - - Critical Hdwy 6.4 - 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 - 2.2 - - - Pot Cap-1 Maneuver 137 0 912 - - - Stage 1 521 0 - - - - Stage 2 427 0 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 99 - 908 - - - Mov Cap-2 Maneuver 99 - - - - - Stage 1 377 - - - - - Stage 2 425 - - - - - Approach EB NB SB HCM Control Delay, s 77.4 2.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 908 - 99 - - HCM Lane V/C Ratio 0.201 - 0.538 - - HCM Control Delay 10 0 77.4 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.7 - 2.4 - - ---PAGE BREAK--- HCM 6th TWSC 9: Settlemier Ave & Hayes St 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 15 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 33 176 0 0 44 0 559 5 23 537 0 Future Vol, veh/h 0 33 176 0 0 44 0 559 5 23 537 0 Conflicting Peds, #/hr 0 0 5 5 0 0 5 0 3 3 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 36 191 0 0 48 0 608 5 25 584 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - 1250 589 - - 614 - 0 0 616 0 0 Stage 1 - 634 - - - - - - - - - - Stage 2 - 616 - - - - - - - - - - Critical Hdwy - 6.5 6.2 - - 6.2 - - - 4.1 - - Critical Hdwy Stg 1 - 5.5 - - - - - - - - - - Critical Hdwy Stg 2 - 5.5 - - - - - - - - - - Follow-up Hdwy - 4 3.3 - - 3.3 - - - 2.2 - - Pot Cap-1 Maneuver 0 174 512 0 0 496 0 - - 974 - 0 Stage 1 0 476 - 0 0 - 0 - - - - 0 Stage 2 0 485 - 0 0 - 0 - - - - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - 167 510 - - 495 - - - 971 - - Mov Cap-2 Maneuver - 167 - - - - - - - - - - Stage 1 - 458 - - - - - - - - - - Stage 2 - 484 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.9 13 0 0.4 HCM LOS D B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT Capacity (veh/h) - - 385 495 971 - HCM Lane V/C Ratio - - 0.59 0.097 0.026 - HCM Control Delay - - 26.9 13 8.8 0 HCM Lane LOS - - D B A A HCM 95th %tile Q(veh) - - 3.6 0.3 0.1 - ---PAGE BREAK--- HCM 6th TWSC 10: Harvard Dr & Evergreen Rd 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 16 Intersection Int Delay, s/veh 45.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 297 25 174 385 5 6 61 137 21 139 41 Future Vol, veh/h 12 297 25 174 385 5 6 61 137 21 139 41 Conflicting Peds, #/hr 1 0 1 1 0 1 13 0 6 6 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 0 1 0 0 0 20 0 0 0 0 0 0 Mvmt Flow 13 334 28 196 433 6 7 69 154 24 156 46 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 440 0 0 363 0 0 1317 1207 355 1321 1218 450 Stage 1 - - - - - - 375 375 - 829 829 - Stage 2 - - - - - - 942 832 - 492 389 - Critical Hdwy 4.1 - - 4.1 - - 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 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1131 - - 1207 - - 136 185 693 135 182 613 Stage 1 - - - - - - 650 621 - 368 388 - Stage 2 - - - - - - 318 387 - 562 612 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1130 - - 1206 - - - 153 688 71 ~ 150 605 Mov Cap-2 Maneuver - - - - - - 87 247 - 71 ~ 150 - Stage 1 - - - - - - 642 613 - 364 324 - Stage 2 - - - - - - 126 324 - 381 604 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.6 287.5 HCM LOS - F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 1130 - - 1206 - - 156 HCM Lane V/C Ratio - 0.012 - - 0.162 - - 1.448 HCM Control Delay - 8.2 - - 8.6 - - 287.5 HCM Lane LOS - A - - A - - F HCM 95th %tile Q(veh) - 0 - - 0.6 - - 14.6 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 11: Butteville Rd NE & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 17 Intersection Int Delay, s/veh 7.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 150 117 50 199 227 Future Vol, veh/h 48 150 117 50 199 227 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 65 203 158 68 269 307 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1037 192 0 0 226 0 Stage 1 192 - - - - - Stage 2 845 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 258 855 - - 1354 - Stage 1 845 - - - - - Stage 2 425 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 196 855 - - 1354 - Mov Cap-2 Maneuver 196 - - - - - Stage 1 845 - - - - - Stage 2 323 - - - - - Approach WB NB SB HCM Control Delay, s 22.2 0 3.9 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 471 1354 - HCM Lane V/C Ratio - - 0.568 0.199 - HCM Control Delay - - 22.2 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.5 0.7 - ---PAGE BREAK--- HCM 6th AWSC 12: Parr Rd NE/Street H (Access) 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 18 Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 213 36 23 17 27 175 Future Vol, veh/h 213 36 23 17 27 175 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 1 1 1 1 2 Mvmt Flow 288 49 31 23 36 236 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 11.7 8.1 9.6 HCM LOS B A A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 86% 0% 13% Vol Thru, % 14% 57% 0% Vol Right, % 0% 42% 87% Sign Control Stop Stop Stop Traffic Vol by Lane 249 40 202 LT Vol 213 0 27 Through Vol 36 23 0 RT Vol 0 17 175 Lane Flow Rate 336 54 273 Geometry Grp 1 1 1 Degree of Util 0.447 0.07 0.332 Departure Headway (Hd) 4.782 4.689 4.375 Convergence, Y/N Yes Yes Yes Cap 750 759 822 Service Time 2.83 2.75 2.408 HCM Lane V/C Ratio 0.448 0.071 0.332 HCM Control Delay 11.7 8.1 9.6 HCM Lane LOS B A A HCM 95th-tile Q 2.3 0.2 1.5 ---PAGE BREAK--- HCM 6th AWSC 13: Industrial/Parr Rd NE & Evergreen 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 19 Intersection Intersection Delay, s/veh10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 17 57 88 26 24 67 51 112 21 57 42 Future Vol, veh/h 29 17 57 88 26 24 67 51 112 21 57 42 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 23 77 119 35 32 91 69 151 28 77 57 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.5 10.5 11.3 9.6 HCM LOS A B B A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 29% 28% 64% 17% Vol Thru, % 22% 17% 19% 48% Vol Right, % 49% 55% 17% 35% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 230 103 138 120 LT Vol 67 29 88 21 Through Vol 51 17 26 57 RT Vol 112 57 24 42 Lane Flow Rate 311 139 186 162 Geometry Grp 1 1 1 1 Degree of Util 0.418 0.199 0.278 0.229 Departure Headway (Hd) 4.845 5.158 5.369 5.081 Convergence, Y/N Yes Yes Yes Yes Cap 749 696 669 707 Service Time 2.845 3.192 3.4 3.111 HCM Lane V/C Ratio 0.415 0.2 0.278 0.229 HCM Control Delay 11.3 9.5 10.5 9.6 HCM Lane LOS B A B A HCM 95th-tile Q 2.1 0.7 1.1 0.9 ---PAGE BREAK--- HCM 6th TWSC 14: Street A (Access) & Parr Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 20 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 135 15 25 128 10 16 Future Vol, veh/h 135 15 25 128 10 16 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 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 2 1 1 2 1 1 Mvmt Flow 182 20 34 173 14 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 202 0 433 192 Stage 1 - - - - 192 - Stage 2 - - - - 241 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1376 - 582 852 Stage 1 - - - - 843 - Stage 2 - - - - 801 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1376 - 567 852 Mov Cap-2 Maneuver - - - - 567 - Stage 1 - - - - 843 - Stage 2 - - - - 781 - Approach EB WB NB HCM Control Delay, s 0 1.3 10.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 714 - - 1376 - HCM Lane V/C Ratio 0.049 - - 0.025 - HCM Control Delay 10.3 - - 7.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 15: Parr Rd NE & Stubb Rd NE 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 21 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 8 133 12 8 136 10 7 12 5 9 20 10 Future Vol, veh/h 8 133 12 8 136 10 7 12 5 9 20 10 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 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 3 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 9 153 14 9 156 11 8 14 6 10 23 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 167 0 0 167 0 0 375 363 160 368 365 162 Stage 1 - - - - - - 178 178 - 180 180 - Stage 2 - - - - - - 197 185 - 188 185 - Critical Hdwy 4.1 - - 4.1 - - 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 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1423 - - 1423 - - 586 568 890 592 566 888 Stage 1 - - - - - - 828 756 - 826 754 - Stage 2 - - - - - - 809 751 - 818 751 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1423 - - 1423 - - 555 561 890 572 559 888 Mov Cap-2 Maneuver - - - - - - 555 561 - 572 559 - Stage 1 - - - - - - 823 751 - 821 749 - Stage 2 - - - - - - 769 746 - 793 746 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.4 11.2 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 606 1423 - - 1423 - - 621 HCM Lane V/C Ratio 0.046 0.006 - - 0.006 - - 0.072 HCM Control Delay 11.2 7.5 - - 7.5 - - 11.2 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 ---PAGE BREAK--- HCM 6th AWSC 16: S Settlemier Ave & Parr Rd NE/S Front S 08/10/2022 8708 Parr Road 10 - Report 2028 Buildout - PM Page 22 Intersection Intersection Delay, s/veh 11.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 103 89 66 39 107 4 50 147 31 4 152 105 Future Vol, veh/h 103 89 66 39 107 4 50 147 31 4 152 105 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 10 0 5 0 1 0 0 0 3 0 0 2 Mvmt Flow 116 100 74 44 120 4 56 165 35 4 171 118 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.6 11.1 12.8 11.1 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 25% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 75% 0% 0% 57% 0% 96% 97% 0% Vol Right, % 0% 100% 0% 43% 0% 4% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 197 31 103 155 39 111 156 105 LT Vol 50 0 103 0 39 0 4 0 Through Vol 147 0 0 89 0 107 152 0 RT Vol 0 31 0 66 0 4 0 105 Lane Flow Rate 221 35 116 174 44 125 175 118 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.399 0.055 0.228 0.295 0.087 0.229 0.309 0.184 Departure Headway (Hd) 6.488 5.648 7.077 6.094 7.113 6.596 6.345 5.621 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 553 630 506 587 502 541 564 635 Service Time 4.254 3.414 4.842 3.858 4.885 4.367 4.112 3.387 HCM Lane V/C Ratio 0.4 0.056 0.229 0.296 0.088 0.231 0.31 0.186 HCM Control Delay 13.5 8.7 11.9 11.4 10.6 11.3 12 9.7 HCM Lane LOS B A B B B B B A HCM 95th-tile Q 1.9 0.2 0.9 1.2 0.3 0.9 1.3 0.7 ---PAGE BREAK--- ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - AM Page 1 Intersection: 1: Butteville Rd & OR 219 Movement EB EB WB WB NB Directions Served T R L LT L Maximum Queue (ft) 112 75 107 82 65 Average Queue (ft) 45 17 34 9 13 95th Queue (ft) 88 52 80 42 44 Link Distance (ft) 992 1093 1093 1655 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 225 Storage Blk Time Queuing Penalty (veh) Intersection: 2: OR 219/OR 214/219 & I-5 SB Ramps Movement EB EB WB WB SB SB SB Directions Served T T T T L L R Maximum Queue (ft) 202 229 190 189 210 260 248 Average Queue (ft) 82 94 89 90 70 146 12 95th Queue (ft) 155 187 163 172 164 234 100 Link Distance (ft) 1032 1032 [PHONE REDACTED] Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 675 450 Storage Blk Time 0 Queuing Penalty (veh) 1 Intersection: 3: I-5 NB Ramps & OR 214/219/OR 214 Movement EB EB WB WB WB NB NB NB Directions Served T T T T R L LTR R Maximum Queue (ft) 284 311 400 598 210 598 732 370 Average Queue (ft) 134 163 147 227 7 216 365 282 95th Queue (ft) 229 264 299 433 108 469 610 411 Link Distance (ft) 692 692 [PHONE REDACTED] Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 425 610 270 Storage Blk Time 0 0 17 6 Queuing Penalty (veh) 4 0 94 45 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - AM Page 2 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 289 537 562 400 420 626 660 530 726 435 64 61 Average Queue (ft) 85 248 258 44 107 310 415 502 698 361 12 19 95th Queue (ft) 204 423 435 225 282 556 652 620 796 623 44 52 Link Distance (ft) 804 804 723 723 703 313 Upstream Blk Time 0 1 36 Queuing Penalty (veh) 0 0 270 Storage Bay Dist (ft) 230 300 415 430 335 180 Storage Blk Time 11 6 0 2 18 81 0 3 Queuing Penalty (veh) 11 13 1 2 97 431 1 1 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement SB Directions Served R Maximum Queue (ft) 28 Average Queue (ft) 2 95th Queue (ft) 22 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 450 1181 350 419 718 [PHONE REDACTED] 205 178 225 146 Average Queue (ft) 222 760 217 84 386 60 295 788 39 71 103 52 95th Queue (ft) 465 1345 477 232 624 [PHONE REDACTED] 128 137 189 110 Link Distance (ft) 1185 1105 1205 1567 Upstream Blk Time 10 1 Queuing Penalty (veh) 0 3 Storage Bay Dist (ft) 350 250 320 170 200 105 370 895 Storage Blk Time 0 35 34 59 18 0 Queuing Penalty (veh) 4 131 40 153 90 0 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - AM Page 3 Intersection: 6: Evergreen Rd/Evergreen Road & Stacy Allison Way Movement EB EB WB NB NB SB SB Directions Served L TR LTR L TR L TR Maximum Queue (ft) 200 756 15 149 478 31 25 Average Queue (ft) 175 562 2 20 299 1 2 95th Queue (ft) 250 1003 12 89 587 16 15 Link Distance (ft) 709 416 463 703 Upstream Blk Time 61 10 Queuing Penalty (veh) 0 61 Storage Bay Dist (ft) 100 50 25 Storage Blk Time 85 0 0 44 0 0 Queuing Penalty (veh) 18 0 0 11 1 0 Intersection: 7: Evergreen Rd & Hayes St Movement EB WB NB SB SB Directions Served LTR LTR TR L TR Maximum Queue (ft) [PHONE REDACTED] 63 138 Average Queue (ft) 46 108 573 31 63 95th Queue (ft) 93 231 1201 58 106 Link Distance (ft) [PHONE REDACTED] 463 Upstream Blk Time 4 Queuing Penalty (veh) 22 Storage Bay Dist (ft) 135 Storage Blk Time 78 0 Queuing Penalty (veh) 0 0 Intersection: 8: Settlemier Ave & Hayes St N Movement EB NB SB Directions Served L LT TR Maximum Queue (ft) 74 89 56 Average Queue (ft) 22 25 2 95th Queue (ft) 58 72 25 Link Distance (ft) 396 62 1205 Upstream Blk Time 1 Queuing Penalty (veh) 8 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - AM Page 4 Intersection: 9: Settlemier Ave & Hayes St Movement EB WB NB SB Directions Served TR R TR LT Maximum Queue (ft) 56 34 94 66 Average Queue (ft) 26 10 10 4 95th Queue (ft) 52 28 53 30 Link Distance (ft) 309 534 530 62 Upstream Blk Time 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 10: Harvard Dr & Evergreen Rd Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 69 373 65 12 419 121 Average Queue (ft) 9 50 21 0 177 49 95th Queue (ft) 58 289 54 6 481 102 Link Distance (ft) 820 1100 616 600 Upstream Blk Time 0 10 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 100 Storage Blk Time 7 0 Queuing Penalty (veh) 1 0 Intersection: 11: Butteville Rd NE & Parr Rd NE Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 163 11 112 Average Queue (ft) 59 0 29 95th Queue (ft) 123 8 76 Link Distance (ft) 3323 1336 1416 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - AM Page 5 Intersection: 13: Industrial/Parr Rd NE & Evergreen Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 86 95 85 89 Average Queue (ft) 43 43 43 39 95th Queue (ft) 69 72 69 66 Link Distance (ft) [PHONE REDACTED] 1027 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 15: Parr Rd NE & Stubb Rd NE Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 14 7 57 76 Average Queue (ft) 0 0 24 21 95th Queue (ft) 7 5 54 57 Link Distance (ft) 476 1692 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time Queuing Penalty (veh) Intersection: 16: S Settlemier Ave & Parr Rd NE/S Front S Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR LT R LT R Maximum Queue (ft) 85 106 41 66 107 39 81 55 Average Queue (ft) 39 52 20 35 43 9 38 21 95th Queue (ft) 70 84 46 58 75 30 66 40 Link Distance (ft) 3022 647 528 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 0 0 Network Summary Network wide Queuing Penalty: 1518 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - PM Page 1 Intersection: 1: OR 219 Movement EB EB WB WB NB Directions Served T R L LT L Maximum Queue (ft) 405 233 67 31 78 Average Queue (ft) 124 36 19 4 16 95th Queue (ft) 305 174 53 22 48 Link Distance (ft) 992 1093 1093 1655 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 225 Storage Blk Time 6 Queuing Penalty (veh) 12 Intersection: 2: OR 219/OR 214/219 & I-5 SB Ramps Movement EB EB EB WB WB SB SB SB Directions Served T T R T T L L R Maximum Queue (ft) 485 515 350 338 362 275 317 247 Average Queue (ft) 206 252 45 170 187 147 196 29 95th Queue (ft) 357 431 239 280 307 253 294 147 Link Distance (ft) 1032 1032 [PHONE REDACTED] Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 250 675 450 Storage Blk Time 7 Queuing Penalty (veh) 39 Intersection: 3: I-5 NB Ramps & OR 214/219/OR 214 Movement EB EB EB WB WB WB NB NB NB Directions Served T T R T T R L TR R Maximum Queue (ft) 542 565 130 450 736 315 464 554 316 Average Queue (ft) 303 338 13 163 338 22 213 271 191 95th Queue (ft) 502 534 166 344 607 193 462 739 335 Link Distance (ft) 692 692 [PHONE REDACTED] Upstream Blk Time 0 0 0 4 Queuing Penalty (veh) 0 1 4 0 Storage Bay Dist (ft) 550 425 610 270 Storage Blk Time 1 2 0 9 9 Queuing Penalty (veh) 3 9 1 58 55 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - PM Page 2 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 330 827 828 400 495 739 758 530 725 435 103 104 Average Queue (ft) 179 517 527 259 207 475 565 486 667 367 38 37 95th Queue (ft) 371 908 917 519 407 785 823 635 819 622 81 81 Link Distance (ft) 804 804 723 723 703 313 Upstream Blk Time 3 4 5 11 27 Queuing Penalty (veh) 34 41 0 0 192 Storage Bay Dist (ft) 230 300 415 430 335 180 Storage Blk Time 0 35 29 0 1 7 14 84 0 9 Queuing Penalty (veh) 0 47 143 1 6 19 78 438 1 11 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement SB Directions Served R Maximum Queue (ft) 118 Average Queue (ft) 15 95th Queue (ft) 67 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 1 Queuing Penalty (veh) 1 Intersection: 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 450 1232 [PHONE REDACTED] [PHONE REDACTED] [PHONE REDACTED] 995 Average Queue (ft) 224 1193 [PHONE REDACTED] 76 289 886 35 354 996 479 95th Queue (ft) 466 1329 [PHONE REDACTED] [PHONE REDACTED] [PHONE REDACTED] 1188 Link Distance (ft) 1185 1105 1205 1567 Upstream Blk Time 37 45 4 9 Queuing Penalty (veh) 0 0 18 0 Storage Bay Dist (ft) 350 250 320 170 200 105 370 895 Storage Blk Time 0 41 1 1 49 66 18 0 72 Queuing Penalty (veh) 3 226 6 11 120 164 73 0 232 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - PM Page 3 Intersection: 6: Evergreen Rd/Evergreen Road & Stacy Allison Way Movement EB EB WB NB NB SB SB Directions Served L TR LTR L TR L TR Maximum Queue (ft) 200 754 35 129 470 23 223 Average Queue (ft) 192 649 4 22 187 1 28 95th Queue (ft) 223 950 19 91 463 10 136 Link Distance (ft) 709 416 463 703 Upstream Blk Time 80 3 Queuing Penalty (veh) 0 17 Storage Bay Dist (ft) 100 50 25 Storage Blk Time 97 0 1 29 0 3 Queuing Penalty (veh) 56 1 3 6 2 0 Intersection: 7: Evergreen Rd & Hayes St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 103 405 117 796 184 440 Average Queue (ft) 45 159 4 347 100 188 95th Queue (ft) 81 324 48 759 203 359 Link Distance (ft) [PHONE REDACTED] 463 Upstream Blk Time 0 1 Queuing Penalty (veh) 0 7 Storage Bay Dist (ft) 85 135 Storage Blk Time 70 0 28 Queuing Penalty (veh) 1 1 46 Intersection: 8: Settlemier Ave & Hayes St N Movement EB NB SB Directions Served L LT TR Maximum Queue (ft) 201 84 129 Average Queue (ft) 71 59 10 95th Queue (ft) 157 82 65 Link Distance (ft) 396 62 1205 Upstream Blk Time 13 Queuing Penalty (veh) 79 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - PM Page 4 Intersection: 9: Settlemier Ave & Hayes St Movement EB WB NB SB Directions Served TR R TR LT Maximum Queue (ft) 176 94 387 67 Average Queue (ft) 70 26 119 13 95th Queue (ft) 124 77 320 50 Link Distance (ft) 309 534 530 62 Upstream Blk Time 0 1 Queuing Penalty (veh) 0 4 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 10: Harvard Dr & Evergreen Rd Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 34 55 69 59 217 220 Average Queue (ft) 7 6 34 4 78 89 95th Queue (ft) 29 30 65 26 156 163 Link Distance (ft) 820 1100 616 600 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time 0 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 11: Butteville Rd NE & Parr Rd NE Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 113 5 94 Average Queue (ft) 47 0 23 95th Queue (ft) 84 4 63 Link Distance (ft) 3323 1336 1416 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Background - PM Page 5 Intersection: 13: Industrial/Parr Rd NE & Evergreen Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 73 66 86 68 Average Queue (ft) 40 35 41 37 95th Queue (ft) 62 53 65 59 Link Distance (ft) [PHONE REDACTED] 1027 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 15: Parr Rd NE & Stubb Rd NE Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 14 28 40 41 Average Queue (ft) 0 1 20 23 95th Queue (ft) 5 12 49 50 Link Distance (ft) 476 1692 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time Queuing Penalty (veh) Intersection: 16: S Settlemier Ave & Parr Rd NE/S Front S Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR LT R LT R Maximum Queue (ft) 94 112 46 75 96 44 81 63 Average Queue (ft) 42 52 22 40 48 14 40 23 95th Queue (ft) 75 89 48 65 81 33 69 43 Link Distance (ft) 3022 647 528 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 0 0 Network Summary Network wide Queuing Penalty: 2271 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 1 Intersection: 1: OR 219 Movement EB EB WB WB NB Directions Served T R L LT L Maximum Queue (ft) 119 100 97 47 85 Average Queue (ft) 44 15 36 9 15 95th Queue (ft) 92 58 77 36 51 Link Distance (ft) 992 1093 1093 1655 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 225 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 2: OR 219/OR 214/219 & I-5 SB Ramps Movement EB EB WB WB SB SB SB Directions Served T T T T L L R Maximum Queue (ft) 206 232 226 236 184 232 227 Average Queue (ft) 83 101 91 97 65 138 18 95th Queue (ft) 166 189 174 191 152 215 119 Link Distance (ft) 1032 1032 [PHONE REDACTED] Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 675 450 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 3: I-5 NB Ramps & OR 214/219/OR 214 Movement EB EB WB WB NB NB NB Directions Served T T T T L LTR R Maximum Queue (ft) 274 310 383 684 598 824 370 Average Queue (ft) 133 163 147 229 193 349 272 95th Queue (ft) 232 270 305 448 437 663 409 Link Distance (ft) 692 692 [PHONE REDACTED] Upstream Blk Time 0 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 610 270 Storage Blk Time 0 0 15 6 Queuing Penalty (veh) 3 0 83 46 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 2 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 287 452 516 304 487 718 741 530 726 435 59 62 Average Queue (ft) 83 229 244 50 125 389 469 491 698 338 16 17 95th Queue (ft) 176 366 401 213 319 726 761 620 787 633 49 48 Link Distance (ft) 804 804 723 723 703 313 Upstream Blk Time 2 7 39 Queuing Penalty (veh) 0 0 301 Storage Bay Dist (ft) 230 300 415 430 335 180 Storage Blk Time 9 4 0 4 18 82 0 2 Queuing Penalty (veh) 9 11 0 5 104 448 0 1 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement SB Directions Served R Maximum Queue (ft) 46 Average Queue (ft) 2 95th Queue (ft) 24 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 450 1234 350 368 657 [PHONE REDACTED] 205 159 209 144 Average Queue (ft) 215 807 193 90 378 71 287 614 40 75 108 52 95th Queue (ft) 445 1404 458 265 608 [PHONE REDACTED] 136 140 189 110 Link Distance (ft) 1185 1105 1205 1567 Upstream Blk Time 14 0 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) 350 250 320 170 200 105 370 895 Storage Blk Time 37 35 52 17 0 Queuing Penalty (veh) 141 42 137 84 2 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 3 Intersection: 6: Evergreen Rd/Evergreen Road & Stacy Allison Way Movement EB EB WB NB NB SB SB Directions Served L TR LTR L TR L TR Maximum Queue (ft) 200 742 14 149 477 12 23 Average Queue (ft) 176 571 2 32 332 0 1 95th Queue (ft) 248 1009 10 120 606 4 11 Link Distance (ft) 709 416 463 703 Upstream Blk Time 71 12 Queuing Penalty (veh) 0 78 Storage Bay Dist (ft) 100 50 25 Storage Blk Time 87 0 47 0 0 Queuing Penalty (veh) 19 1 14 1 0 Intersection: 7: Evergreen Rd & Hayes St Movement EB WB NB SB SB Directions Served LTR LTR TR L TR Maximum Queue (ft) [PHONE REDACTED] 69 132 Average Queue (ft) 52 109 806 29 67 95th Queue (ft) [PHONE REDACTED] 59 107 Link Distance (ft) [PHONE REDACTED] 463 Upstream Blk Time 12 Queuing Penalty (veh) 72 Storage Bay Dist (ft) 135 Storage Blk Time 86 0 Queuing Penalty (veh) 0 0 Intersection: 8: Settlemier Ave & Hayes St N Movement EB NB SB Directions Served L LT TR Maximum Queue (ft) 57 86 21 Average Queue (ft) 20 24 0 95th Queue (ft) 51 70 6 Link Distance (ft) 396 62 1205 Upstream Blk Time 1 Queuing Penalty (veh) 8 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 4 Intersection: 9: Settlemier Ave & Hayes St Movement EB WB NB SB Directions Served TR R TR LT Maximum Queue (ft) 65 29 116 57 Average Queue (ft) 30 9 14 4 95th Queue (ft) 58 24 80 26 Link Distance (ft) 309 534 530 62 Upstream Blk Time 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 10: Harvard Dr & Evergreen Rd Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 166 495 66 22 642 211 Average Queue (ft) 21 159 24 1 364 64 95th Queue (ft) 111 588 56 12 767 200 Link Distance (ft) 820 1100 616 600 Upstream Blk Time 9 33 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 100 Storage Blk Time 23 0 Queuing Penalty (veh) 4 0 Intersection: 11: Butteville Rd NE & Parr Rd NE Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 198 5 122 Average Queue (ft) 68 0 35 95th Queue (ft) 137 4 83 Link Distance (ft) 3329 1336 1416 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 5 Intersection: 12: Parr Rd NE/Street H (Access) Movement EB WB SB Directions Served LT TR LR Maximum Queue (ft) 85 57 101 Average Queue (ft) 41 31 54 95th Queue (ft) 62 55 85 Link Distance (ft) 3329 618 1005 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 13: Industrial/Parr Rd NE & Evergreen Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 79 90 96 79 Average Queue (ft) 43 45 42 43 95th Queue (ft) 68 73 66 67 Link Distance (ft) [PHONE REDACTED] 1027 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 14: Street A (Access) & Parr Rd NE Movement WB NB Directions Served L LR Maximum Queue (ft) 6 52 Average Queue (ft) 0 25 95th Queue (ft) 5 53 Link Distance (ft) 447 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - AM Page 6 Intersection: 15: Parr Rd NE & Stubb Rd NE Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 21 27 51 64 Average Queue (ft) 1 1 23 23 95th Queue (ft) 10 10 53 57 Link Distance (ft) 428 1692 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time Queuing Penalty (veh) Intersection: 16: S Settlemier Ave & Parr Rd NE/S Front S Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR LT R LT R Maximum Queue (ft) 79 90 42 72 77 37 77 73 Average Queue (ft) 41 54 22 36 42 9 36 25 95th Queue (ft) 72 82 47 59 68 28 63 52 Link Distance (ft) 3022 647 528 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 0 Network Summary Network wide Queuing Penalty: 1616 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 1 Intersection: 1: OR 219 Movement EB EB WB WB NB Directions Served T R L LT L Maximum Queue (ft) 648 223 59 47 73 Average Queue (ft) 208 54 19 5 22 95th Queue (ft) 615 230 49 27 57 Link Distance (ft) 992 1093 1093 1655 Upstream Blk Time 2 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 225 Storage Blk Time 16 Queuing Penalty (veh) 33 Intersection: 2: OR 219/OR 214/219 & I-5 SB Ramps Movement EB EB EB WB WB SB SB SB Directions Served T T R T T L L R Maximum Queue (ft) 562 539 348 288 328 336 386 244 Average Queue (ft) 227 238 38 149 158 163 222 37 95th Queue (ft) 416 405 218 246 265 307 345 164 Link Distance (ft) 1032 1032 [PHONE REDACTED] Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 675 450 Storage Blk Time 7 Queuing Penalty (veh) 40 Intersection: 3: I-5 NB Ramps & OR 214/219/OR 214 Movement EB EB EB WB WB WB NB NB NB Directions Served T T R T T R L TR R Maximum Queue (ft) 634 699 649 476 783 [PHONE REDACTED] 370 Average Queue (ft) 341 376 27 154 254 14 227 325 244 95th Queue (ft) 570 604 240 333 525 156 476 744 391 Link Distance (ft) 692 692 [PHONE REDACTED] Upstream Blk Time 0 0 0 1 Queuing Penalty (veh) 0 3 4 0 Storage Bay Dist (ft) 550 425 610 270 Storage Blk Time 3 1 0 0 13 13 Queuing Penalty (veh) 7 3 0 2 84 87 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 2 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served UL T T R UL T TR L LT R L T Maximum Queue (ft) 330 831 834 400 515 758 780 530 725 435 97 111 Average Queue (ft) 217 635 642 323 243 493 562 458 625 337 38 39 95th Queue (ft) 416 991 993 537 492 812 846 641 842 629 84 90 Link Distance (ft) 804 804 723 723 703 313 Upstream Blk Time 6 7 7 14 23 Queuing Penalty (veh) 59 70 0 0 174 Storage Bay Dist (ft) 230 300 415 430 335 180 Storage Blk Time 2 42 37 0 2 13 20 80 0 10 Queuing Penalty (veh) 11 55 199 2 11 32 112 424 1 13 Intersection: 4: Evergreen Road & OR 214/Hwy 214 Movement SB Directions Served R Maximum Queue (ft) 115 Average Queue (ft) 11 95th Queue (ft) 59 Link Distance (ft) Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 60 Storage Blk Time 0 Queuing Penalty (veh) 0 Intersection: 5: Settlemier Ave/Boones Ferry Rd & Hwy 214 Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 450 1232 [PHONE REDACTED] [PHONE REDACTED] [PHONE REDACTED] 707 Average Queue (ft) 214 1168 [PHONE REDACTED] 102 294 937 26 289 729 294 95th Queue (ft) 446 1401 [PHONE REDACTED] [PHONE REDACTED] [PHONE REDACTED] 879 Link Distance (ft) 1185 1105 1205 1567 Upstream Blk Time 37 46 4 13 Queuing Penalty (veh) 0 0 17 0 Storage Bay Dist (ft) 350 250 320 170 200 105 370 895 Storage Blk Time 0 41 0 12 48 71 22 1 49 Queuing Penalty (veh) 1 226 0 100 119 177 91 3 158 ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 3 Intersection: 6: Evergreen Rd/Evergreen Road & Stacy Allison Way Movement EB EB WB NB NB SB SB Directions Served L TR LTR L TR L TR Maximum Queue (ft) 200 728 27 108 415 11 328 Average Queue (ft) 196 686 3 19 173 1 65 95th Queue (ft) 207 889 16 73 484 7 248 Link Distance (ft) 709 416 463 703 Upstream Blk Time 86 4 Queuing Penalty (veh) 0 20 Storage Bay Dist (ft) 100 50 25 Storage Blk Time 100 1 1 25 0 9 Queuing Penalty (veh) 65 2 6 6 1 0 Intersection: 7: Evergreen Rd & Hayes St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 107 399 87 662 185 483 Average Queue (ft) 47 158 3 368 140 304 95th Queue (ft) 81 343 39 882 247 527 Link Distance (ft) [PHONE REDACTED] 463 Upstream Blk Time 0 4 Queuing Penalty (veh) 2 32 Storage Bay Dist (ft) 85 135 Storage Blk Time 71 0 60 Queuing Penalty (veh) 1 0 100 Intersection: 8: Settlemier Ave & Hayes St N Movement EB NB SB Directions Served L LT TR Maximum Queue (ft) 197 90 93 Average Queue (ft) 76 61 7 95th Queue (ft) 222 81 45 Link Distance (ft) 396 62 1205 Upstream Blk Time 3 11 Queuing Penalty (veh) 0 66 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 4 Intersection: 9: Settlemier Ave & Hayes St Movement EB WB NB SB Directions Served TR R TR LT Maximum Queue (ft) 167 97 304 60 Average Queue (ft) 69 26 84 15 95th Queue (ft) 121 67 204 52 Link Distance (ft) 309 534 530 62 Upstream Blk Time 1 Queuing Penalty (veh) 4 Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 10: Harvard Dr & Evergreen Rd Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 34 68 80 52 219 230 Average Queue (ft) 5 8 37 5 95 98 95th Queue (ft) 23 40 69 28 176 183 Link Distance (ft) 820 1100 616 600 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time 0 0 Queuing Penalty (veh) 0 0 Intersection: 11: Butteville Rd NE & Parr Rd NE Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 196 10 96 Average Queue (ft) 55 1 27 95th Queue (ft) 130 7 71 Link Distance (ft) 3329 1336 1416 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 5 Intersection: 12: Parr Rd NE/Street H (Access) Movement EB WB SB Directions Served LT TR LR Maximum Queue (ft) 75 51 76 Average Queue (ft) 42 27 43 95th Queue (ft) 65 53 65 Link Distance (ft) 3329 618 1005 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 13: Industrial/Parr Rd NE & Evergreen Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 74 68 74 79 Average Queue (ft) 41 38 40 42 95th Queue (ft) 62 57 57 67 Link Distance (ft) [PHONE REDACTED] 1027 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 14: Street A (Access) & Parr Rd NE Movement WB NB Directions Served L LR Maximum Queue (ft) 32 46 Average Queue (ft) 4 20 95th Queue (ft) 21 50 Link Distance (ft) 447 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 08/10/2022 8708 Parr Road SimTraffic Report 2028 Buildout - PM Page 6 Intersection: 15: Parr Rd NE & Stubb Rd NE Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft) 20 14 46 56 Average Queue (ft) 1 1 20 26 95th Queue (ft) 11 12 50 52 Link Distance (ft) 428 1692 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time Queuing Penalty (veh) Intersection: 16: S Settlemier Ave & Parr Rd NE/S Front S Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR LT R LT R Maximum Queue (ft) 95 99 52 89 94 44 81 66 Average Queue (ft) 48 50 26 44 47 14 40 25 95th Queue (ft) 83 80 50 72 81 33 69 48 Link Distance (ft) 3022 647 528 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 0 1 1 Queuing Penalty (veh) 0 0 0 0 0 Network Summary Network wide Queuing Penalty: 2622