Document Woodburn_doc_8e1aa6ebe6

Boones Crossing Subdivision Transportation Impact Analysis Woodburn, Oregon Date: November 10, 2024 Prepared for: ICON Construction & Development, LLC Prepared by: Jennifer Danziger, PE Ken Kim, PE OREGON RENEWS: 16168 12/31/2025 2024.11.10 15:11:41-08'00' ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 2 of 33 Executive Summary 4 Project Description 6 Introduction 6 Location Description 6 Site Trips 11 Trip Generation 11 Site Trip Tracking 12 Traffic Volumes 14 Existing Conditions 14 Background Conditions 14 Buildout Conditions 15 Future Transportation Network 15 Safety Analysis 19 Crash History Review 19 Sight Distance Evaluation 21 Warrant Analysis 22 Assessment of Pedestrian, Bicycle, and Transit Modes 23 Operational Analysis 25 Performance Standards 25 Delay & Capacity Analysis 26 Queuing Analysis 26 Potential Mitigation 29 Conclusions 30 List of Appendices Appendix A – Site Information Appendix B – Volumes Appendix C - Safety Appendix D - Operations ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 3 of 33 List of Figures Figure 1: Project Location 7 Figure 2: Vicinity Map 10 Figure 3: Trip Distribution and Assignment 13 Figure 4: Existing Traffic Volumes 16 Figure 5: Year 2027 Background Conditions 17 Figure 6: Year 2027 Buildout Conditions 18 List of Tables Table 1: Vicinity Roadway Descriptions 8 Table 2: Vicinity Intersection Descriptions 9 Table 3: Trip Generation Summary 11 Table 4: Growth Rate Assumptions 14 Table 5: Crash Type Summary 19 Table 6: Crash Severity and Rate Summary 20 Table 7: Signal Warrant Evaluation Summary 23 Table 8: Active Transportation Projects in Woodburn TSP 24 Table 9: Capacity Analysis Summary 26 Table 10: 95th Percentile Queueing Analysis Summary 27 Table 11: Potential Mitigation 29 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 4 of 33 Executive Summary • The proposed development will construct 130-unit subdivision on currently undeveloped land in Woodburn, Oregon. • For access, the project would construct the southern portion of the south arterial with three connections into the site. All connections are proposed with no access restrictions because limiting turn movements would result in out-of-direction travel and may result in site traffic traveling through the neighborhood to the north to access the major transportation network. At minimum, retaining full movement access at the Iris Street and Dahlia Street intersections is recommended. Any medians installed along E Traverse Road need to include left-turn bays with adequate storage and deceleration where left turns are permitted. • The trip generation calculations show that the proposed development is projected to generate 95 morning peak hour trips, 127 evening peak hour trips, and 1,284 weekday site trips. • Based on a review of the most recent five years of available crash data, the intersection of Boones Ferry Road NE at OR-99E had crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. The intersection already has a long left-turn lane on the highway; therefore, the Marion County TSP project to add a center turn lane on the highway does not apply to this intersection. All other study intersections had no significant trends or crash patterns that were identified, and no safety mitigation is recommended per the crash data analysis. • Adequate sight distances are available at the proposed intersection of S Boones Ferry Road at E Traverse Road. No sight distance mitigation is necessary or recommended. Sight distance for the three future connections to E Traverse Road cannot be assessed because the facility does not exist; however, as a straight, flat roadway, it appears that adequate sight distance can be provided. • Assuming the speed on S Boones Ferry Road remains at 55 mph, left-turn lane warrants would be met for the intersection of S Boones Ferry Road at E Traverse Road. However, if a speed zone of 45 mph or less is implemented on S Boones Ferry Road with the proposed annexation, left-turn lane warrants would not be met. Ultimately, a new southbound left-turn lane at the intersection should be installed at the intersection when sufficient paved width can be provided. • Preliminary traffic signal warrants are not projected to be met for any of the unsignalized study intersections upon full buildout of the project. • All study intersections are currently operating acceptably per City of Woodburn, Marion County, and ODOT standards and are projected to continue operating acceptably through the 2027 site buildout year. No operational mitigation is necessary or recommended. • In general, changes in 95th percentile queuing between the year 2027 background and buildout conditions are anticipated to be small, one or two vehicles. • Adequate storage is available to accommodate 95th percentile queues except at two locations: the eastbound right-turn lane on W Hayes Street & S Settlemier Avenue and the southbound right-turn on ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 5 of 33 Boones Ferry Road NE at OR-99E. At both these locations the proposed project will not change the estimated queues and the queues will not degrade safety; therefore, no mitigation is proposed. • The proposed development will add traffic to three intersections with high crash rates or identified operational concerns. Proportional share contributions for potential mitigation were suggested for the two intersection improvements based on the estimated cost and the percentage of site trips expected during the evening peak hour. No proportionate share calculation has been calculated for the corridor improvement due to the length of the improvement and the limited impact of the proposed project. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 6 of 33 Project Description Introduction The proposed development will construct 130-unit subdivision on currently undeveloped land in Woodburn, Oregon. Construction of the project is expected to be completed by the year 2027. Based on correspondence with City of Woodburn staff, the report conducts safety and operational analyses at the following intersections: 1. N Settlemier Avenue at W Hayes Street 2. S Settlemier Avenue at Parr Road NE/S Front Street 3. S Boones Ferry Road at E Traverse Road Southern Arterial) 4. Boones Ferry Road NE at Belle Passi Road NE 5. Boones Ferry Road NE at OR-99E To understand potential proportionate share calculations, trip assignments will be prepared for the following intersections: A. OR 214 at I-5 NB Ramp B. OR 214 at Evergreen Road C. OR 214 at N Settlemier Avenue/N Boones Ferry Road The purpose of this study is to provide an analysis of potential traffic impacts of the proposed development on the surrounding transportation system and to recommend any required mitigative measures. Detailed information on traffic counts, trip generation calculations, safety analyses, and level of service calculations are included in the appendices to this report. Location Description The project site is located east of S Boones Ferry Road and south of the southern arterial at the southern city limits of Woodburn, Oregon, and consists of three tax lots (Tax Map 051W19B Lots 600, 700, and 800.). The site encompasses 32.2 acres and is currently undeveloped. The land is designated Low Density Residential according to the Comprehensive Plan and would be zoned Single-Family Residential (RS) upon annexation. Surrounding land uses include residential and farmland. The project site is shown in Figure 1. A site plan is included in Appendix A. The project would construct the southern portion of the south arterial, designated as E Traverse Road on the site plan. Three connections along E Traverse Road are proposed, as indicated by the red network shown in Figure 1. The western connection will be located approximately 340 feet east of S Boones Ferry Road. The center connection will be aligned with Iris Street, approximately 595 feet east of the western connection. The eastern connection will be aligned with Dahlia Street, approximately 750 feet east of the third connection. At this time, all connections are shown with no access restrictions. Limiting turn movements at some of the connections would result in out-of-direction travel within the site and may result in site traffic traveling through the neighborhood to the north to access the major transportation network. Therefore, impacts to alternative ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 7 of 33 routes that drivers might use should be considered before restricting turn movements. At minimum, retaining full movement access at the Iris Street and Dahlia Street intersections is recommended. Any medians installed along E Traverse Road would need to include left-turn bays with adequate storage and deceleration where turns are permitted. Figure 1: Project Location ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 8 of 33 Vicinity Streets Table 1 provides a description of the study area roadways that are anticipated to carry the majority of site trips to and from the project site. Figure 2 shows the roadway network. Table 1: Vicinity Roadway Descriptions Street Name Functional Classification1 Travel Lanes Speed (MPH) Curbs & Sidewalks On-Street Parking Bicycle Facilities Jurisdiction: ODOT OR-99E Regional Highway 2-3 55 Partial Not Permitted Shoulder Jurisdiction: Marion County Boones Ferry Road NE (UGB to OR-99E) Major Collector 2 55 None Not Permitted Shared Roadway Belle Passi Road NE Local Road 2 55 (Statutory) None Not Permitted None Jurisdiction: City of Woodburn N/S Settlemier Avenue (OR-214 to Ogle Street) Minor Arterial 2-3 25-35 Full West Partial East Not Permitted Shared Roadway S Boones Ferry Road (Ogle Street to Iris Street) Minor Arterial 2-3 25 Full East Not Permitted Bike Lane S Boones Ferry Road (Iris Street to UGB) Minor Arterial 2 55 None Not Permitted Shared Lane W Hayes Street Service Collector 2 25 Full South Partial North Partially Permitted Partial South Side Parr Road NE Minor Arterial /Service Collector 2-3 25 Partial Not Permitted None S Front Street Minor Arterial 2-3 25 Full West None East Partially Permitted None E Traverse Road (Southern Arterial)2 Future Major Arterial 2-3 25 (Statutory) Partial North Permitted None Notes: 1. Functional classification based on Woodburn Transportation System Plan (September 2019) and Marion County Rural Transportation System Plan (2005). 2. E Traverse Road will form part of the future southern arterial. It will have a three-lane cross section east of S Boones Ferry Road that includes two travel lanes, a center median/lane, bike lanes, and sidewalks. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 9 of 33 Study Intersections Based on feedback received from the City of Woodburn and ODOT, five intersections were selected for analysis. The characteristics of these intersections are summarized in Table 2 with each intersection’s configuration shown in Figure 2. Table 2: Vicinity Intersection Descriptions Intersection Jurisdiction Geometry Traffic Control Phasing/Stopped Approaches 1 N Settlemier Avenue at W Hayes Street City Three-Legged Signalized NB Protected/Permitted 2 Parr Road NE/S Front Street at S Settlemier Ave City Four-Legged Stop-Controlled All-Way Stop 3 S Boones Ferry Road at E Traverse Road1 City Three-Legged Stop-Controlled WB Stop-Controlled 4 S Boones Ferry Road at Belle Passi Road County Three-Legged Stop-Controlled WB Stop-Controlled 5 Boones Ferry Road NE at OR-99E ODOT Three-Legged Stop-Controlled SB Stop Controlled Notes: 1. E Traverse Road will be extended to intersect with S Boones Ferry Road as part of Boones Crossing Phase 6 and widened as part of this proposed project. Public Transit The Woodburn Transit System provides two fixed-route loops around Woodburn that start and stop at the Downtown Transit Center. One route is a longer path with more stops while the other is a shorter express route. The longer route has notable stops at the Woodburn Premium Outlets, Walmart, Bi-Mart, Safeway, and Goodwill. The nearest bus stop to the site is located near the intersection of S Settlemier Avenue at S Front Street/Parr Road NE, approximately one-half mile walking/biking distance from the project site. Weekday service is scheduled from approximately 8:00 AM to 6:00 PM and has headways of approximately 60 minutes. Saturday service is scheduled from approximately 9:00 AM to 5:00 PM and has headways of approximately 60 minutes. Sunday service is scheduled from approximately 9:00 AM to 3:00 PM and has headways of approximately 60 minutes. The express route is entirely east of I-5 on a bi-directional loop that extends between the Memorial Transit Center and Walmart on the west side and OR-99E from Lincoln Street to OR-214 on the east side. The nearest bus stop to the site is located at the Downtown Transit Center, at N 1st Street and Arthur Street more than one mile from the site. ---PAGE BREAK--- Figure 2 Boones Crossing Subdivision 10/30/2024 VICINITY MAP Lane Configuration & Traffic Control ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 11 of 33 Site Trips Trip Generation The proposed development will include the construction of 130-unit subdivision on currently undeveloped land. To estimate the number of trips that will be generated by the townhome development, trip rates from the Trip Generation Manual 1 were used. Data from land use code 210, Single-Family Detached Housing, was used to estimate the trip generation of the project based on the number of dwelling units. As shown in Table 3, the proposed development is projected to generate 95 morning peak hour trips, 127 evening peak hour trips, and 1,284 weekday site trips.. Detailed trip generation calculations are included in Appendix A. Table 3: Trip Generation Summary ITE Code Intensity Morning Peak Hour Evening Peak Hour Weekday Trips In Out Total In Out Total 210 - Single-Family Detached Housing 130 DU 24 71 95 80 47 127 1,284 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, as well as coordination with agency staff. The following trip distribution was estimated and used for analysis: A preliminary directional distribution of the site trips to and from the proposed development was estimated based on locations of likely destinations and locations of major transportation facilities in the site vicinity. This distribution assumes: • 50 percent to/from the north on S Boones Ferry Road o 30 percent to/from the north on S Settlemier Road ▪ 20 percent to/from I-5 via OR-214 ▪ 5 percent to/from I-5 via W Hayes Street ▪ 5 percent to/from the local destinations o 10 percent to/from the west on Parr Road NE to local destinations o 5 percent to/from the north of Evergreen Road to I-5 via OR 214 o 5 percent to/from the north on Front Street 1 Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 12 of 33 • 50 percent to/from the south on S Boones Ferry Road o 35 percent to/from the south on OR-99E o 15 percent to/from the north on OR-99E via Belle Passi Road The trip distribution and assignment for the site trips generated during the morning and evening peak hours is shown in Figure 3. Site Trip Tracking City of Woodburn staff have requested that site trips distributed through three intersections be provided for tracking purposes; a full impact analysis is not required for these intersections: • OR 214 at I-5 NB Ramp • OR 214 at Evergreen Road • OR 214 at N Settlemier Avenue/N Boones Ferry Road ---PAGE BREAK--- Figure 3 Boones Crossing Subdivision TRAFFIC VOLUME 10/30/2024 AM & PM Peak Hours Proposed Development Plan - Site Trips ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 14 of 33 Traffic Volumes Existing Conditions Traffic counts were collected on Tuesday, September 24, 2024, from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM at the following study intersection: • N Settlemier Avenue at W Hayes Street • S Settlemier Avenue at Parr Road NE/S Front Street • Boones Ferry Road NE at Belle Passi Road NE • Boones Ferry Road NE at OR-99E Volumes at the proposed intersection of S Boones Ferry Road at E Traverse Road were derived from volumes at nearby intersection of S Boones Ferry Road at Iris Street where recent counts were collected. Since OR-99E is under the jurisdiction of ODOT, procedures described in ODOT’s Analysis Procedures Manual (APM)2 were used to seasonally adjust existing traffic volumes to reflect the 30th highest hour volumes in a typical year. Based on the traffic data at ATR 24-001 station located south of Belle Passi Road NE along OR-99E, a seasonal adjustment factor (SAF) of 1.034 was applied to through volumes along OR-99E, depending on the date that counts were collected. Figure 4 shows the existing adjusted morning and evening peak hour traffic volumes at the study intersections. Background Conditions To provide analysis of the impact of the proposed development on the nearby transportation facilities, an estimate of future year 2027 traffic volumes is required. Table 4 summarizes the annual growth rates used for the projections. Table 4: Growth Rate Assumptions Facility Annual Growth Rate Source OR-99E 1.783% per year ODOT’s Future Volumes Table All Other Study Area Roadways 0.5% per year WDO Section 3.04.05.F.5. WDO = Woodburn Development Ordinance Before the growth rates were applied, a portion of the existing turing volumes at the intersection of S Boones Ferry Road at Iris Street were redirected for the buildout year due to the connection of E Traverse Road to S Boones Ferry Road with construction of Boones Crossing, Phase 6. Approximately one third of the traffic to/from the north and two thirds of the traffic to/from the south was shifted from Iris Street to E Traverse Road. 2 ODOT, Analysis Procedures Manual Version 2, October 2020. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 15 of 33 In addition to the general growth, in-process trips associated with the following previously-approved developments were added to the background volumes to represent future traffic volumes at the study intersections prior to approval of the Boones Crossing Subdivision development: • Valentina Estates Phase 2 • Smith Creek Development (assumed to be 60 percent complete) • 9008 Parr Road NE • Specht Industrial Development • Brighton Pointe • Allison Way Apartments (two phases) • Boones Crossing Phase 6 • Mill Creek Meadows on Brown Street Figure 5 shows the projected year 2027 background traffic volumes at the study intersections during the morning and evening peak hours. Buildout Conditions The peak hour trips projected to be generated by the proposed development, as described earlier within the Site Trips section, were added to the projected year 2027 background traffic volumes to obtain the expected 2027 site buildout volumes. Figure 6 shows the projected year 2027 buildout traffic volumes at the study intersections during the morning and evening peak hours. Future Transportation Network Evergreen Road is planned to 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 Industrial Development of the Weisz property. This connection is assumed to be constructed in the background and buildout conditions since the Specht Industrial Development is assumed in the in-process projects. ---PAGE BREAK--- TRAFFIC VOLUMES Figure 4 Boones Crossing Subdivision AM & PM Peak Hours Year 2024 Existing Conditions 10/30/2024 ---PAGE BREAK--- Figure 5 Boones Crossing Subdivision 10/30/2024 TRAFFIC VOLUMES AM & PM Peak Hours Year 2027 Background Conditions ---PAGE BREAK--- Figure 6 Boones Crossing Subdivision 10/30/2024 TRAFFIC VOLUMES AM & PM Peak Hours Year 2027 Buildout Conditions ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 19 of 33 Safety Analysis Crash History Review Using data obtained from the ODOT Crash Data System, a review of the most recent available five years of crash history (January 2018 to December 2022) was performed at the study intersections. The crash data were 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 crash, and includes five categories: • PDO – Property Damage Only • Injury C – Possible Injury • Injury B – Suspected Minor Injury • Injury A – Suspected Serious Injury • Fatality Crash rates provide the ability to compare safety risks at different intersections by accounting for both the number of crashes that have occurred during the study period and the number of vehicles that typically travel through the intersection. Crash rates were calculated using the common assumption that traffic counted during the evening peak hour represents approximately 10 percent of the annual average daily traffic (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 included in Appendix C. Table 5: Crash Type Summary Intersection Crash Type Total Crashes Turn Rear End Angle Side swipe Fixed Object Ped/ Bike 1 N Settlemier Avenue at W Hayes Street 0 5 0 1 1 1 8 2 Parr Road NE/ S Front Street at S Settlemier Ave 2 2 0 1 1 0 6 4 S Boones Ferry Road at Belle Passi Road NE 0 0 0 1 1 0 2 5 Boones Ferry Road NE at OR-99E 6 5 0 0 3 0 14 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 20 of 33 Table 6: Crash Severity and Rate Summary Intersection Severity Total Crashes ADT Crash Rate 90th% Rate PDO C B A Fatal 1 N Settlemier Avenue at W Hayes Street 1 5 2 0 0 8 12,660 0.346 0.408 2 Parr Road NE/ S Front Street at S Settlemier Ave 2 4 0 0 0 6 8,110 0.405 0.408 4 S Boones Ferry Road at Belle Passi Road NE 0 2 0 0 0 2 4,380 0.250 0.293 5 Boones Ferry Road NE at OR-99E 5 5 2 0 2 14 15,270 0.502 0.475 ODOT 90th Percentile Crash rates are from the Analysis Procedures Manual Version 2 (2019), Exhibit 4.1, p.4-3. Crash Severity Two of the crashes at the intersection of Boones Ferry Road NE at OR-99E reported in the five-year analysis period resulted in a fatality: • One of the fatal crash occurred when a vehicle traveling southbound ran off the road into a ditch and overturned. The driver was reported as driving too fast for conditions (Not exceeding posted speed). No other vehicles were involved in the collision. The collision occurred under clear, dry, nighttime (11:00 PM) conditions. • The other fatal crash occurred when a vehicle making a northbound left-turn was struck by a traveling southbound on OR-99E. The sustained fatal injuries and was pronounced deceased. The driver and passenger of the vehicle sustained injuries classified as Injury C and B, respectively. The driver of the vehicle was reported as failing to yield the right of way. The collision occurred under clear, dry, nighttime (10:00 PM) conditions. Pedestrian and Bicycle Collisions One of the reported crashes at the intersection of N Settlemier Avenue at W Hayes Street involved a pedestrian: • A northbound passenger vehicle on N Settlemier Avenue struck a pedestrian on W Hayes Street. The pedestrian sustained injuries classified as Injury C; the driver of the vehicle was uninjured. The driver of the vehicle was reported as failing to yield the right of way due to inattention. The collision occurred under cloudy, dry, daytime conditions. The intersection was recently upgraded and signalized. ODOT 90th Percentile Crash Rates Intersection crash rates were compared to the published statewide 90th percentile crash rates within ODOT’s Analysis Procedures Manual (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”. The intersection of Boones Ferry Road NE at OR-99E was calculated to have a crash rate that exceeds the 90th percentile crash rate for similar intersections. The intersection had 15 reported crashes over the five-year analysis ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 21 of 33 period. Six of these crashes were reported as turning collisions, 5 were reported as rear-end collisions, and 3 were reported as fixed object collisions. Of the turning collisions, 4 involved an eastbound left turn from Boones Ferry Road NE, 2 involved a northbound left turn from OR-99E, and none involved right-turn movements. The primary cause identified for the turning collisions was failing to yield the right of way. Of the rear-end collisions, 3 occurred on the northbound direction and 2 occurred in the southbound direction. The cause was generally failure to avoid a stopped vehicle ahead. The fixed object crashes all involved vehicles traveling too fast for conditions, where the driver lost control of the vehicle, most likely while slowing to turn at the intersection. The Marion County TSP identifies a need to add a center turn lane and/or an additional travel lane in each direction along OR-99E from Salem to Woodburn; however, OR-99E already has a northbound left-turn lane at this intersection. Thus, the TSP project would not apply at this location. The County TSP also recommends a study project to consider safety, capacity, and other transportation issues along OR-99E from Salem to Clackamas County. To date, a plan has been adopted for OR-99E from north of Woodburn to Aurora but the segment south of the city has not been addressed. ODOT SPIS Review The ODOT 2022 Safety Priority Index System (SPIS) list is based on reported crash data for the years 2019 through 2021. One of the study area intersections was listed in the worst 10 percent of the SPIS list: • Boones Ferry Road NE at OR-99E These findings coincide with other factors in the crash review, including high crash rates and locations with crashes that resulted in a fatality. Conclusion Based on a review of the most recent five years of available crash data, the intersection of Boones Ferry Road NE at OR-99E has crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. The intersection already has a long left-turn lane on the highway; therefore, the Marion County TSP project to add a center turn lane does not apply to this intersection. All other study intersections had no significant trends or crash patterns that were identified, and no safety mitigation is recommended per the crash data analysis. Sight Distance Evaluation A sight distance analysis was conducted at the proposed intersection of S Boones Ferry Road at E Traverse Road. To evaluate the sight distance available at this intersection, intersection sight distance was measured and recommended in accordance with the standards established in A Policy on Geometric Design of Highways and Streets3. 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 approach street pavement. The vehicle driver’s eye height is assumed to be 3.5 feet above the cross-street pavement. 3 American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 22 of 33 Based on a posted speed of 55 mph along S Boones Ferry Road and assuming a future 3-lane roadway cross- section, the minimum recommended intersection sight distance (ISD) is 650 feet and the minimum required stopping sight distance (SSD) is 495 feet. Available sightlines exceed the minimum ISD requirements looking both north and south. Sight distance for the four future connections to E Traverse Road cannot be assessed at this time because the facility and connections do not exist. However, as a straight, flat roadway, it appears that adequate sight distance can be provided. Conclusion Adequate sight distance is available at the future intersection of S Boones Ferry Road at E Traverse Road and can be provided at the future connections with E Traverse Road. No sight distance mitigation is necessary or recommended. Warrant Analysis Left-turn lane and preliminary traffic signal warrants were examined for the study intersections near the site where such treatments would be applicable. Detailed information on the warrant analyses is included in Appendix C. Left-Turn Lane Warrants A left-turn refuge lane is primarily a safety consideration for the major-street, removing left-turning vehicles from the through traffic stream. The left-turn lane warrants used were developed from the National Cooperative Highway Research Project’s Report 457.4 Turn lane warrants were evaluated based on the number of advancing and opposing vehicles as well as the number of turning vehicles, the travel speed, and the number of through lanes. Left-turn lane warrants were examined for the proposed new intersection of S Boones Ferry Road at E Traverse Road. Assuming the speed on S Boones Ferry Road remains at 55 mph, left-turn lane warrants would be met for the intersection of S Boones Ferry Road at E Traverse Road during the evening peak hour under the 2027 buildout year of the site. However, if a speed zone of 45 mph or less is implemented on S Boones Ferry Road with the proposed annexation, left-turn lane warrants would not be met. Ultimately, a new southbound left-turn lane at the intersection should be installed at the intersection when sufficient paved width can be provided. Preliminary Traffic Signal Warrants Preliminary traffic signal warrants were examined for all unsignalized study intersections to determine whether the installation of a new traffic signal will be warranted at the intersections by the 2024 site buildout year. Methodologies were based on the Manual on Uniform Traffic Control Devices5 (MUTCD). Warrant 1, Eight-Hour Vehicular Volumes, was evaluated based on the common assumption that traffic counted during the evening 4 National Cooperative Highway Research Program, Report 457 Engineering Study Guide for Evaluating Intersection Improvements, 2001. 5 Federal Highway Administration, Manual on Uniform Traffic Control Devices, 11th Edition, 2023 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 23 of 33 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. Table 7 summarizes the warrant evaluation based on volumes for the morning and evening peak hours for all unsignalized study intersections. Table 7: Signal Warrant Evaluation Summary Intersection Warrant Met? 2027 Background 2027 Buildout 2 Parr Road NE/S Front Street at S Settlemier Ave No No 3 S Boones Ferry Road at E Traverse Road No No 4 S Boones Ferry Road at Belle Passi Road NE No No 5 S Boones Ferry Road at OR-99E No No Preliminary traffic signal warrants are not projected to be met for any of the unsignalized study intersections upon full buildout of the project. Assessment of Pedestrian, Bicycle, and Transit Modes Sidewalks are provided along the east side of S Boones Ferry Road from Iris Street to Parr Road NE. From there, pedestrians have continuous sidewalks along Parr Road NE to Heritage Elementary School, Valor Middle School, and Centennial Park. Sidewalks along S Front Street and S Settlemier Avenue provide pedestrian access into the neighborhoods and downtown Woodburn. The proposed Boones Crossing Phase 6 project located northwest of this project site will construct sidewalks along the project frontage at S Boones Ferry Road, E Traverse Road, and Iris Street. Along Iris Street, sidewalks will be constructed along the future park property as well as along the two site frontages. The proposed project will construct sidewalks along the project frontage at S Boones Ferry Road and E Traverse Road as well. Bicycle lanes are provided along both sides of S Boones Ferry Road from Iris Street north to the intersection of with Ogle Street. Additionally, neighborhood streets not listed as bicycle routes in the immediate site vicinity are typically low-stress roadways that provide alternative routes to other nearby bicycle paths. The frontage improvements associated with the proposed project will allow bike lanes on E Traverse Road in both directions. Frontage improvements along S Boones Ferry Road will also include a northbound bike lane. No on-site bicycle parking spaces are required for this project, as each unit will have a garage to accommodate storage of bicycles. The nearest bus stop to the site is located near the intersection of S Settlemier Avenue at S Front Street/Parr Road NE, approximately one-half mile walking/biking distance from the project site. Complete sidewalks are provided along the east side of S Boones Ferry Road from Iris Street to the bus stop located on S Front Street. Marked crosswalks are provided across all legs of the intersection of S Settlemier Avenue at S Front Street/Parr Road NE. The Woodburn TSP lists a medium-priority transit project (T8) to provide new or re-routed service to neighborhoods in southeast Woodburn as growth occurs in this area. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 24 of 33 Three planned pedestrian and bicycle projects listed in the Woodburn TSP will provide connections between the proposed development and existing infrastructure and enhance safety for vulnerable roadway users. These projects are listed in Table 8. Table 8: Active Transportation Projects in Woodburn TSP Project Number Location Description Comment P9 (Pedestrian) Boones Ferry Road from Parr Road to southern UGB Install new sidewalks Frontage improvements will include sidewalks on the east side of the road B10 (Bicycle) Settlemier Avenue from Harrison Street to railroad tracks Install shared lane markings and signs Not adjacent to project site B11 (Bicycle) Boones Ferry Road from Dahlia Street to southern UGB Widen roadway and install bike lanes Frontage improvements will include bike lanes on the east side of the road ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 25 of 33 Operational 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 6 (HCM). Intersections are generally evaluated based on the average control delay experienced by vehicles and are assigned a grade according to their operation. The level of service (LOS) of an intersection can range from LOS A, which indicates very little or no delay experienced by vehicles, to LOS F, which indicates a high degree of congestion and delay. The volume-to-capacity (v/c) ratio is a measure that compares the traffic volumes (demand) against the available capacity of an intersection. The analysis was performed using (version 12) software. The overall signalized intersection v/c ratios were calculated following the methodologies in Chapter 16 of the APM. Performance Standards All study intersections must comply with adopted operating standards, and intersection performance measures used for operating standards vary by roadway jurisdiction. The following agency mobility standards apply: • The City of Woodburn has the following mobility standards7 for the study area: o For a signalized and all-way stop-controlled intersections, the minimum LOS shall be either or if pre-development already operation 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 ratio 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 standards8 for the study area: 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. • ODOT has the following mobility targets9 in the study area: o OR-99E is a regional highway outside the urban growth boundary at the study intersection of S Boones Ferry Road at OR-99E. For rural locations outside the urban growth boundary, the target v/c ratio is 0.70. 6 Transportation Research Board, Highway Capacity Manual, 7th Edition, 2021. 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. 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--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 26 of 33 Delay & Capacity Analysis The v/c, delay, and LOS results of the capacity analysis are shown in Table 9 for the morning and evening peak hours. Detailed calculations as well as LOS definition are included in Appendix D. Table 9: Capacity Analysis Summary Intersection & Condition Mobility Standard AM Peak Hour PM Peak Hour V/C LOS Delay V/C LOS Delay 1. N Settlemier Avenue at W Hayes Street 2024 Existing Conditions 1.00 LOS E 0.63 A 8 0.66 A 9 2027 Background Conditions 0.68 A 9 0.73 A 9 2027 Buildout Conditions 0.68 A 9 0.74 A 10 2. Parr Road NE/S Front Street at S Settlemier Ave 2024 Existing Conditions 0.95 LOS E 0.57 B 14 0.40 B 11 2027 Background Conditions 0.70 C 17 0.49 B 13 2027 Buildout Conditions 0.78 C 20 0.55 B 14 3. S Boones Ferry Road at E Traverse Road 2027 Background Conditions 0.95 LOS E 0.04 B 12 0.04 B 14 2027 Buildout Conditions 0.16 B 12 0.15 B 14 4. S Boones Ferry Road at Belle Passi Road NE 2024 Existing Conditions 0.95 LOS E 0.03 A 9 0.05 A 10 2027 Background Conditions 0.03 A 9 0.06 A 10 2027 Buildout Conditions 0.03 A 10 0.08 B 10 5. S Boones Ferry Road at OR-99E 2024 Existing Conditions 0.70 0.24 D 33 0.39 F 50 2027 Background Conditions 0.31 E 38 0.47 F 70 2027 Buildout Conditions 0.35 E 40 0.51 F 84 All study intersections are currently operating acceptably per City of Woodburn, Marion County, and ODOT standards and are projected to continue operating acceptably through the 2027 site buildout year. No operational mitigation is necessary or recommended. 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 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 27 of 33 exceed this length during the analysis period; however, given this is a probability, the 96th 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 10 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 10: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2027 Background Queue (ft) 2027 Buildout Queue (ft) Morning Evening Morning Evening 1. N Settlemier Avenue at W Hayes Street EB Left 200 100 100 100 75 EB Right 50 75 100 75 100 NB Left 100 75 100 75 100 NB Through 325 175 150 150 150 SB Through-Right 430 150 250 175 250 2. Parr Road NE/S Front Street at S Settlemier Avenue EB Left 180 75 50 100 50 EB Through-Right 550 100 100 125 100 WB Left 80 50 50 50 50 WB Through-Right 900 50 75 75 75 NB Left-Through 275 75 100 150 100 NB Right 75 25 25 75 25 SB Left-Through 515 50 75 50 75 SB Right 130 50 50 50 50 3. S Boones Ferry Road at E Traverse Road WB Left-Right 200 50 50 50 50 SB Left-Through 900 - 25 25 50 4. S Boones Ferry Road at Belle Passi Road NE WB Left-Right >1,000 25 50 50 50 SB Left-Through >1,000 25 25 25 25 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 28 of 33 Table 10: 95th Percentile Queueing Analysis Summary Intersection/Movement Available Storage (ft) 2027 Background Queue (ft) 2027 Buildout Queue (ft) Morning Evening Morning Evening 5. S Boones Ferry Road at OR-99E EB Left 530 50 100 75 100 SB Left >1,000 50 50 50 75 SB Right 75 75 100 75 100 In general, changes in 95th percentile queuing between the year 2027 background and buildout conditions are anticipated to be small, one or two vehicles. Adequate storage is available except at two locations. The eastbound right-turn lane on W Hayes Street & S Settlemier Avenue and the southbound right-turn on Boones Ferry Road NE at OR-99E. At both these locations the proposed project will not change the estimated queues and the queues will not degrade safety; therefore, no mitigation is proposed. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 29 of 33 Potential Mitigation The proposed development will add traffic to three intersections with high crash rates or identified operational concerns. Table 11 summarizes potential mitigation and proportionate share contributions. Table 11: Potential Mitigation Intersection & Improvement Estimated Cost Total Volume Project Volume Project Percent A. OR 214/219 & I-5 NB Ramps Woodburn TSP Project R9 - Corridor signal timing and coordination adjustments $15,000 4,1301 39 0.94% B. OR 214 & Evergreen Road Woodburn TSP Project R10 - Corridor signal timing and coordination adjustments $15,000 3,7201 39 1.05% C. 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 NA2 262 NA2 Notes: 1. Volumes were based on Figure 6 of the TIA prepared by Lancaster Mobley in March 2023 for Boones Crossing Phase 6 (formerly WCHS Boones Ferry Townhomes). 2. The improvement project involves widening the highway for approximately 1.8 miles. The proposed development will only add traffic to a portion (~0.3 miles) of the corridor; therefore no prortionate share is calculated. Proportional share contributions for potential mitigation are estimated for the two intersection improvements based on the estimated cost and the percentage of site trips expected at the intersection during the evening peak hour. No proportionate share calculation has been calculated for the corridor improvement due to the length of the improvement and the limited impact of the proposed project. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 30 of 33 Conclusions Key findings include: • For access, the project would construct the southern portion of the south arterial with three connections into the site. All connections are proposed with no access restrictions because limiting turn movements would result in out-of-direction travel and may result in site traffic traveling through the neighborhood to the north to access the major transportation network. At minimum, retaining full movement access at the Iris Street and Dahlia Street intersections is recommended. Any medians installed along E Traverse Road need to include left-turn bays with adequate storage and deceleration where left turns are permitted. • The trip generation calculations show that the proposed development is projected to generate 95 morning peak hour trips, 127 evening peak hour trips, and 1,284 weekday site trips. • Based on a review of the most recent five years of available crash data, the intersection of Boones Ferry Road NE at OR-99E had crash rates that exceed the 90th percentile rates identified by ODOT for similar types of intersections. The intersection already has a long left-turn lane on the highway; therefore, the Marion County TSP project to add a center turn lane on the highway does not apply to this intersection. All other study intersections had no significant trends or crash patterns that were identified, and no safety mitigation is recommended per the crash data analysis. • Adequate sight distances are available at the proposed intersection of S Boones Ferry Road at E Traverse Road. No sight distance mitigation is necessary or recommended. Sight distance for the three future connections to E Traverse Road cannot be assessed because the facility does not exist; however, as a straight, flat roadway, it appears that adequate sight distance can be provided. • Assuming the speed on S Boones Ferry Road remains at 55 mph, left-turn lane warrants would be met for the intersection of S Boones Ferry Road at E Traverse Road. However, if a speed zone of 45 mph or less is implemented on S Boones Ferry Road with the proposed annexation, left-turn lane warrants would not be met. Ultimately, a new southbound left-turn lane at the intersection should be installed at the intersection when sufficient paved width can be provided. • Preliminary traffic signal warrants are not projected to be met for any of the unsignalized study intersections upon full buildout of the project. • All study intersections are currently operating acceptably per City of Woodburn, Marion County, and ODOT standards and are projected to continue operating acceptably through the 2027 site buildout year. No operational mitigation is necessary or recommended. • In general, changes in 95th percentile queuing between the year 2027 background and buildout conditions are anticipated to be small, one or two vehicles. • Adequate storage is available to accommodate 95th percentile queues except at two locations: the eastbound right-turn lane on W Hayes Street & S Settlemier Avenue and the southbound right-turn on Boones Ferry Road NE at OR-99E. At both these locations the proposed project will not change the estimated queues and the queues will not degrade safety; therefore, no mitigation is proposed. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Page 31 of 33 • The proposed development will add traffic to three intersections with high crash rates or identified operational concerns. Proportional share contributions for potential mitigation were suggested for the two intersection improvements based on the estimated cost and the percentage of site trips expected during the evening peak hour. No proportionate share calculation has been calculated for the corridor improvement due to the length of the improvement and the limited impact of the proposed project. ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Appendix A – Site Information Site Plan Trip Generation Calculations ---PAGE BREAK--- TENTATIVE PLAT N 1500 VALLEY RIVER DRIVE, SUITE 100 EUGENE, OREGON 97401 TEL: (503) 746-8812 FAX: (503) 639-9592 www.emeriodesign.com BOONES CROSSING ADDITION TAX MAP 05S1W19B TAX LOT 600 CITY OF WOODBURN, OREGON MARION COUNTY TENTATIVE PLAT 3 9 ---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($X2)+0.27) Enter Exit Total Enter Exit Total Directional Split 25% 75% Directional Split 63% 37% Trip Ends 24 71 95 Trip Ends 80 47 127 Trip Rate: =EXP(0.92*LN($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 642 642 1,284 Trip Ends 619 619 1,238 Source: Trip Generation Manual, 11th Edition WEEKDAY SATURDAY TRIP GENERATION CALCULATIONS AM PEAK HOUR PM PEAK HOUR Single-Family Detached Housing All Sites 130 Source: Trip Generation Manual, 11th Edition 210 General Urban/Suburban Dwelling Units Vehicle Equation 1 ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Appendix B – Volumes Traffic Counts In-Process Trips ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 S BOONES FERRY RD & IRIS ST AM Tuesday, September 24, 2024 Date: S BOONES FERRY RD S BOONES FERRY RD IRIS ST IRIS 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: 07:25 AM - 07:40 AM 193 175 22 11 170 199 0 0 0.90 N S E W 0.85 0.69 0.90 0.00 (298) (314) (36) (19) (286) (319) 0 0 7 9 0 13 0 0 0 0 0 186 0 166 4 0 IRIS ST IRIS ST S BOONES FERRY RD S BOONES FERRY RD 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 0 0 0 0 1 0 0 N S E W 0 0 1 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 385 0 0 0 0 1 0 0 0 18 0 0 13 34 0 2 0 0 7:05 AM 370 0 0 0 0 1 0 0 0 12 0 1 23 40 0 3 0 0 7:10 AM 363 0 0 0 0 1 0 0 0 14 0 0 14 29 0 0 0 0 7:15 AM 361 0 0 0 0 1 0 0 0 9 0 0 12 23 0 1 0 0 7:20 AM 363 0 0 0 0 0 0 0 0 6 0 1 12 19 0 0 0 0 7:25 AM 358 0 0 0 0 0 0 0 0 20 0 0 18 38 0 0 0 0 7:30 AM 344 0 0 0 0 2 0 0 0 11 0 0 21 34 0 0 0 0 7:35 AM 326 0 0 0 0 1 0 0 0 15 0 0 18 35 0 1 0 0 7:40 AM 313 0 0 0 0 1 0 0 0 16 0 0 14 35 0 2 2 0 7:45 AM 299 0 0 0 0 1 0 0 0 13 0 2 16 32 0 0 0 0 7:50 AM 289 0 0 0 0 1 0 0 0 16 0 1 14 32 0 0 0 0 7:55 AM 270 0 0 0 0 3 0 0 0 16 0 2 11 34 0 0 2 0 8:00 AM 251 0 0 0 0 1 0 0 0 13 0 1 4 19 0 0 0 0 8:05 AM 0 0 0 0 0 0 0 0 11 0 0 20 33 0 2 0 0 8:10 AM 0 0 0 0 0 0 0 0 15 0 0 8 27 0 2 2 0 8:15 AM 0 0 0 0 1 0 0 0 12 0 0 12 25 0 0 0 0 8:20 AM 0 0 0 0 0 0 0 0 4 0 0 8 14 0 2 0 0 8:25 AM 0 0 0 0 0 0 0 0 9 0 0 12 24 0 1 2 0 8:30 AM 0 0 0 0 0 0 0 0 6 0 0 9 16 0 1 0 0 8:35 AM 0 0 0 0 0 0 0 0 12 0 0 10 22 0 0 0 0 8:40 AM 0 0 0 0 0 0 0 0 11 0 0 9 21 0 1 0 0 8:45 AM 0 0 0 0 0 0 0 0 9 0 2 9 22 0 2 0 0 8:50 AM 0 0 0 0 0 0 0 0 4 0 0 9 13 0 0 0 0 8:55 AM 0 0 0 0 1 0 0 0 6 0 1 7 15 0 0 0 0 Count Total 0 0 0 0 16 0 0 0 278 0 11 303 636 0 20 8 0 Peak Hour 0 0 0 0 13 0 0 0 166 0 7 186 385 0 9 4 0 HV% PHF 0.00 0.69 0.90 0.85 0.0% 0.0% 0.0% 0.5% 0.3% 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 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 1 1 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 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 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 S BOONES FERRY RD & BELLE PASSI RD NE AM Tuesday, September 24, 2024 Date: S BOONES FERRY RD S BOONES FERRY RD BELLE PASSI RD NE BELLE PASSI RD NE 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: 07:25 AM - 07:40 AM 201 172 19 17 156 187 0 0 0.82 N S E W 0.79 0.83 0.88 0.00 (283) (324) (35) (40) (263) (299) 0 0 14 19 0 0 0 0 0 0 0 187 0 153 3 0 BELLE PASSI RD NE BELLE PASSI RD NE S BOONES FERRY RD S BOONES FERRY RD 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 2 3 1 0 0 N S E W 0 0 1 0 1 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 376 0 0 0 0 0 0 0 0 14 0 1 14 30 0 1 0 0 7:05 AM 363 0 0 0 0 0 0 0 0 10 0 1 22 35 0 1 1 0 7:10 AM 363 0 0 0 0 0 0 0 0 11 0 0 14 27 0 2 0 0 7:15 AM 361 0 0 0 0 0 0 0 0 7 0 2 15 26 0 2 0 0 7:20 AM 355 0 0 0 0 0 0 0 0 5 0 0 9 15 0 1 0 0 7:25 AM 360 0 0 0 0 0 0 0 0 19 0 1 14 36 0 2 0 0 7:30 AM 346 0 0 0 0 0 0 0 0 11 0 3 25 40 0 1 0 0 7:35 AM 319 0 0 0 0 0 0 0 0 16 0 2 18 38 0 2 0 0 7:40 AM 303 0 0 0 0 0 0 0 0 16 0 1 15 33 0 1 0 0 7:45 AM 292 0 0 0 0 0 0 0 0 9 0 2 16 29 0 2 0 0 7:50 AM 285 0 0 0 0 0 0 0 0 15 0 1 11 31 0 2 2 0 7:55 AM 266 0 0 0 0 0 0 0 0 20 0 0 14 36 0 2 0 0 8:00 AM 246 0 0 0 0 0 0 0 0 8 0 1 7 17 0 0 1 0 8:05 AM 0 0 0 0 0 0 0 0 12 0 1 18 35 0 2 2 0 8:10 AM 0 0 0 0 0 0 0 0 11 0 1 8 25 0 2 3 0 8:15 AM 0 0 0 0 0 0 0 0 10 0 1 8 20 0 1 0 0 8:20 AM 0 0 0 0 1 0 0 0 6 0 2 11 20 0 0 0 0 8:25 AM 0 0 0 0 0 0 0 0 7 0 1 11 22 0 3 0 0 8:30 AM 0 0 0 0 0 0 0 0 3 0 1 7 13 0 2 0 0 8:35 AM 0 0 0 0 0 0 0 0 12 0 2 7 22 0 1 0 0 8:40 AM 0 0 0 0 0 0 0 0 10 0 0 9 22 0 1 2 0 8:45 AM 0 0 0 0 0 0 0 0 9 0 1 11 22 0 0 1 0 8:50 AM 0 0 0 0 0 0 0 0 6 0 2 3 12 0 0 1 0 8:55 AM 0 0 0 0 1 0 0 0 3 0 0 10 16 0 2 0 0 Count Total 0 0 0 0 2 0 0 0 250 0 27 297 622 0 33 13 0 Peak Hour 0 0 0 0 0 0 0 0 153 0 14 187 376 0 19 3 0 HV% PHF 0.00 0.83 0.88 0.79 0.0% 0.0% 1.9% 0.5% 1.1% 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 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 1 0 0 1 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 2 0 0 2 7:55 AM 0 0 0 1 1 8:00 AM 0 1 0 0 1 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 4 0 1 5 Peak Hour 0 3 0 1 4 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 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: 3 S SETTLEMIER AVE & S FRONT ST AM Tuesday, September 24, 2024 Date: S SETTLEMIER AVE S SETTLEMIER AVE S FRONT ST S FRONT ST Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 07:20 AM - 08:20 AM Peak 15-Minutes: 07:35 AM - 07:50 AM 157 261 151 174 303 196 365 345 0.91 N S E W 0.77 0.77 0.89 0.80 (406) (277) (240) (241) (507) (481) (495) (339) 77 0 5 1 130 20 101 140 124 0 0 75 138 136 29 0 S FRONT ST S FRONT ST S SETTLEMIER AVE S SETTLEMIER AVE 1 3 19 1 N S E W 2 1 0 19 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0 1 0 0 1 1 1 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 856 0 6 5 0 2 7 0 10 15 0 0 6 61 3 0 1 6 7:05 AM 886 0 2 5 0 1 6 0 12 7 0 0 11 54 3 1 2 4 7:10 AM 927 0 2 4 0 5 9 0 12 8 0 0 3 51 3 0 1 4 7:15 AM 957 0 9 0 0 5 8 0 9 10 0 0 6 59 2 0 0 10 7:20 AM 976 0 3 10 0 1 6 0 7 10 0 2 2 54 4 0 1 8 7:25 AM 968 0 5 6 0 2 11 0 12 13 0 0 11 77 5 0 3 9 7:30 AM 929 0 8 7 0 3 20 0 10 10 0 0 4 76 11 0 1 2 7:35 AM 887 0 8 10 0 1 16 0 15 14 0 1 9 90 8 0 1 7 7:40 AM 838 0 9 13 0 1 10 0 15 10 0 0 8 89 7 0 3 13 7:45 AM 791 0 9 13 0 2 15 0 12 12 0 1 4 89 10 0 1 10 7:50 AM 733 0 8 8 0 3 10 0 12 12 0 0 7 81 14 0 2 5 7:55 AM 684 0 18 11 0 0 10 0 9 10 0 0 3 75 7 0 3 4 8:00 AM 637 0 14 16 0 1 10 0 13 10 0 1 6 91 9 0 3 8 8:05 AM 0 10 14 0 1 12 0 15 12 0 0 11 95 14 1 2 3 8:10 AM 0 14 17 0 2 6 0 11 12 0 0 4 81 3 0 7 5 8:15 AM 0 18 15 0 3 4 0 7 11 0 0 6 78 9 0 2 3 8:20 AM 0 5 6 0 1 8 0 2 4 0 0 9 46 2 0 5 4 8:25 AM 0 4 5 0 3 2 0 3 6 0 0 6 38 7 0 1 1 8:30 AM 0 3 4 0 1 3 0 3 10 0 0 6 34 2 0 0 2 8:35 AM 0 3 1 0 3 5 0 5 8 0 0 7 41 2 0 4 3 8:40 AM 0 4 3 0 2 0 0 3 12 0 0 7 42 4 1 6 0 8:45 AM 0 0 3 0 1 2 0 2 9 0 0 6 31 4 0 4 0 8:50 AM 0 2 1 0 2 4 0 1 9 0 0 8 32 1 0 0 4 8:55 AM 0 1 3 0 2 4 0 3 3 0 1 5 28 2 1 2 1 Count Total 0 165 180 0 48 188 0 203 237 0 6 155 1,493 136 4 55 116 Peak Hour 0 124 140 0 20 130 0 138 136 0 5 75 976 101 1 29 77 HV% PHF 0.80 0.77 0.89 0.77 0.3% 0.7% 0.0% 0.0% 0.2% 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 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 1 0 1 7:50 AM 0 0 0 0 0 7:55 AM 1 0 0 0 1 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 1 0 2 Peak Hour 1 0 1 0 2 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 2 2 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 1 0 0 1 7:35 AM 0 1 0 0 1 7:40 AM 0 1 1 1 3 7:45 AM 0 3 0 0 3 7:50 AM 1 7 0 0 8 7:55 AM 0 2 1 0 3 8:00 AM 0 1 0 0 1 8:05 AM 0 3 1 0 4 8:10 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 1 0 0 0 1 8:35 AM 0 2 0 1 3 8:40 AM 0 0 0 0 0 8:45 AM 0 2 0 0 2 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 2 23 3 4 32 Peak Hour 1 19 3 1 24 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 NE BOONES FERRY RD & OR 99E AM Tuesday, September 24, 2024 Date: NE BOONES FERRY RD NE BOONES FERRY RD OR 99E OR 99E 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: 07:35 AM - 07:50 AM 171 159 429 524 0 0 602 519 0.91 N S E W 0.75 0.91 0.00 0.91 (269) (294) (710) (886) (867) (1,018) 133 0 38 43 386 0 0 486 116 0 0 0 0 0 0 0 OR 99E OR 99E NE BOONES FERRY RD NE BOONES FERRY RD 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 19 3 0 3 13 19 0 0 22 13 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 1,202 0 9 46 0 0 32 0 0 0 0 2 0 106 0 10 0 7 7:05 AM 1,166 0 9 35 0 0 31 0 0 0 0 6 0 99 0 4 0 14 7:10 AM 1,163 0 5 36 0 0 38 0 0 0 0 5 0 95 0 3 0 8 7:15 AM 1,154 0 3 35 0 0 29 0 0 0 0 5 0 89 0 5 0 12 7:20 AM 1,144 0 8 35 0 0 35 0 0 0 0 1 0 91 0 2 0 10 7:25 AM 1,116 0 15 39 0 0 21 0 0 0 0 1 0 86 0 4 0 6 7:30 AM 1,101 0 11 37 0 0 34 0 0 0 0 4 0 108 0 1 0 21 7:35 AM 1,040 0 9 45 0 0 39 0 0 0 0 4 0 113 0 2 0 14 7:40 AM 984 0 11 52 0 0 27 0 0 0 0 3 0 108 0 4 0 11 7:45 AM 962 0 7 42 0 0 44 0 0 0 0 3 0 111 0 2 0 13 7:50 AM 904 0 14 34 0 0 33 0 0 0 0 3 0 95 0 4 0 7 7:55 AM 867 0 15 50 0 0 23 0 0 0 0 1 0 101 0 2 0 10 8:00 AM 820 0 9 34 0 0 14 0 0 0 0 2 0 70 0 5 0 6 8:05 AM 0 7 41 0 0 29 0 0 0 0 3 0 96 0 3 0 13 8:10 AM 0 9 38 0 0 23 0 0 0 0 3 0 86 0 3 0 10 8:15 AM 0 6 37 0 0 24 0 0 0 0 3 0 79 0 1 0 8 8:20 AM 0 5 26 0 0 12 0 0 0 0 7 0 63 0 2 0 11 8:25 AM 0 5 28 0 0 26 0 0 0 0 1 0 71 0 3 0 8 8:30 AM 0 2 18 0 0 19 0 0 0 0 0 0 47 0 0 0 8 8:35 AM 0 11 19 0 0 20 0 0 0 0 1 0 57 0 3 0 3 8:40 AM 0 12 37 0 0 26 0 0 0 0 0 0 86 0 2 0 9 8:45 AM 0 5 21 0 0 14 0 0 0 0 1 0 53 0 4 0 8 8:50 AM 0 5 23 0 0 24 0 0 0 0 3 0 58 0 1 0 2 8:55 AM 0 3 15 0 0 19 0 0 0 0 1 0 54 0 4 0 12 Count Total 0 195 823 0 0 636 0 0 0 0 63 0 2,022 0 74 0 231 Peak Hour 0 116 486 0 0 386 0 0 0 0 38 0 1,202 0 43 0 133 HV% PHF 0.91 0.91 0.00 0.75 3.7% 3.0% 0.0% 0.0% 2.9% 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 7:00 AM 2 0 0 0 2 7:05 AM 3 0 1 0 4 7:10 AM 0 0 1 0 1 7:15 AM 1 0 1 0 2 7:20 AM 1 0 1 0 2 7:25 AM 4 0 1 0 5 7:30 AM 2 0 0 0 2 7:35 AM 2 0 2 0 4 7:40 AM 0 0 0 0 0 7:45 AM 0 0 2 0 2 7:50 AM 3 0 2 0 5 7:55 AM 4 0 2 0 6 8:00 AM 3 0 0 0 3 8:05 AM 1 0 2 0 3 8:10 AM 0 0 2 0 2 8:15 AM 4 0 2 0 6 8:20 AM 5 0 2 0 7 8:25 AM 3 0 0 0 3 8:30 AM 2 0 0 0 2 8:35 AM 3 0 1 0 4 8:40 AM 3 0 1 0 4 8:45 AM 1 0 2 0 3 8:50 AM 1 0 1 0 2 8:55 AM 1 0 4 0 5 Count Total 49 0 30 0 79 Peak Hour 22 0 13 0 35 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 1 0 0 0 1 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 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 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 2 0 0 0 2 Peak Hour 2 0 0 0 2 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: 5 N SETTLEMIER AVE & W HAYES ST AM Tuesday, September 24, 2024 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: 07:20 AM - 08:20 AM Peak 15-Minutes: 07:35 AM - 07:50 AM 318 594 0 0 593 366 245 196 0.85 N S E W 0.78 0.00 0.96 0.71 (967) (554) (275) (368) (945) (625) 51 0 0 0 0 0 99 0 146 0 0 267 145 448 0 0 W HAYES ST W HAYES ST N SETTLEMIER AVE N SETTLEMIER AVE 1 4 3 1 N S E W 3 1 3 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 N S E W 0 0 1 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 1,059 0 7 0 0 0 0 0 5 40 0 0 22 81 6 0 0 1 7:05 AM 1,078 0 5 0 0 0 0 0 7 18 0 0 16 52 5 0 0 1 7:10 AM 1,116 0 10 0 0 0 0 0 5 31 0 0 15 70 4 0 0 5 7:15 AM 1,122 0 9 0 0 0 0 0 2 22 0 0 18 56 3 0 0 2 7:20 AM 1,156 0 4 0 0 0 0 0 8 42 0 0 14 79 5 0 0 6 7:25 AM 1,145 0 10 0 0 0 0 0 10 41 0 0 16 89 8 0 0 4 7:30 AM 1,109 0 15 0 0 0 0 0 11 34 0 0 21 96 7 0 0 8 7:35 AM 1,075 0 12 0 0 0 0 0 25 34 0 0 22 118 15 0 0 10 7:40 AM 1,016 0 22 0 0 0 0 0 15 25 0 0 36 113 10 0 0 5 7:45 AM 956 0 16 0 0 0 0 0 17 37 0 0 25 110 11 0 0 4 7:50 AM 900 0 20 0 0 0 0 0 14 35 0 0 22 103 9 0 0 3 7:55 AM 842 0 17 0 0 0 0 0 10 38 0 0 20 92 5 0 0 2 8:00 AM 808 0 4 0 0 0 0 0 13 40 0 0 31 100 8 0 0 4 8:05 AM 0 9 0 0 0 0 0 11 37 0 0 22 90 9 0 0 2 8:10 AM 0 9 0 0 0 0 0 4 35 0 0 20 76 6 0 0 2 8:15 AM 0 8 0 0 0 0 0 7 50 0 0 18 90 6 0 0 1 8:20 AM 0 10 0 0 0 0 0 5 27 0 0 20 68 5 0 0 1 8:25 AM 0 4 0 0 0 0 0 3 23 0 0 16 53 4 0 0 3 8:30 AM 0 5 0 0 0 0 0 9 21 0 0 19 62 5 0 0 3 8:35 AM 0 7 0 0 0 0 0 4 21 0 0 22 59 2 0 0 3 8:40 AM 0 3 0 0 0 0 0 5 27 0 0 16 53 1 0 0 1 8:45 AM 0 6 0 0 0 0 0 3 25 0 0 15 54 3 0 0 2 8:50 AM 0 4 0 0 0 0 0 4 21 0 0 11 45 5 0 0 0 8:55 AM 0 5 0 0 0 0 0 2 22 0 0 21 58 5 0 0 3 Count Total 0 221 0 0 0 0 0 199 746 0 0 478 1,867 147 0 0 76 Peak Hour 0 146 0 0 0 0 0 145 448 0 0 267 1,156 99 0 0 51 HV% PHF 0.71 0.00 0.96 0.78 0.0% 0.0% 0.0% 0.3% 0.1% 0.85 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 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 1 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 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 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 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 2 0 0 2 7:10 AM 0 0 0 0 0 7:15 AM 1 2 2 0 5 7:20 AM 0 0 0 0 0 7:25 AM 0 0 0 0 0 7:30 AM 0 1 0 0 1 7:35 AM 0 0 0 0 0 7:40 AM 0 2 1 0 3 7:45 AM 0 0 0 0 0 7:50 AM 1 0 0 1 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 2 0 2 8:15 AM 0 0 1 0 1 8:20 AM 0 0 0 0 0 8:25 AM 0 0 0 0 0 8:30 AM 1 0 0 0 1 8:35 AM 0 1 0 0 1 8:40 AM 0 0 0 0 0 8:45 AM 0 2 0 0 2 8:50 AM 0 0 0 0 0 8:55 AM 0 0 0 0 0 Count Total 3 11 6 1 21 Peak Hour 1 4 4 1 10 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 1 S BOONES FERRY RD & IRIS ST PM Tuesday, September 24, 2024 Date: S BOONES FERRY RD S BOONES FERRY RD IRIS ST IRIS ST Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:10 PM - 04:25 PM 226 224 11 28 229 214 0 0 0.90 N S E W 0.80 0.75 0.89 0.00 (407) (437) (30) (55) (413) (418) 0 0 18 5 0 6 0 0 0 0 0 208 0 219 10 0 IRIS ST IRIS ST S BOONES FERRY RD S BOONES FERRY RD 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 0 0 0 0 0 0 0 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 461 0 0 0 0 1 0 0 0 18 0 0 17 37 0 0 1 0 4:05 PM 461 0 0 0 0 0 0 0 0 13 0 2 13 31 0 1 2 0 4:10 PM 466 0 0 0 0 1 0 0 0 21 0 0 22 45 0 0 1 0 4:15 PM 458 0 0 0 0 0 0 0 0 16 0 3 26 46 0 0 1 0 4:20 PM 455 0 0 0 0 0 0 0 0 19 0 1 16 38 0 0 2 0 4:25 PM 452 0 0 0 0 0 0 0 0 14 0 3 22 40 0 0 1 0 4:30 PM 453 0 0 0 0 0 0 0 0 21 0 1 21 45 0 1 1 0 4:35 PM 430 0 0 0 0 1 0 0 0 17 0 0 16 35 0 1 0 0 4:40 PM 432 0 0 0 0 0 0 0 0 16 0 1 8 27 0 1 1 0 4:45 PM 433 0 0 0 0 2 0 0 0 18 0 3 21 44 0 0 0 0 4:50 PM 418 0 0 0 0 0 0 0 0 19 0 0 12 33 0 0 2 0 4:55 PM 424 0 0 0 0 0 0 0 0 25 0 2 13 40 0 0 0 0 5:00 PM 419 0 0 0 0 1 0 0 0 18 0 1 16 37 0 1 0 0 5:05 PM 0 0 0 0 1 0 0 0 15 0 3 15 36 0 1 1 0 5:10 PM 0 0 0 0 1 0 0 0 14 0 2 20 37 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 16 0 2 23 43 0 1 1 0 5:20 PM 0 0 0 0 1 0 0 0 12 0 2 18 35 0 0 2 0 5:25 PM 0 0 0 0 0 0 0 0 18 0 1 17 41 0 2 3 0 5:30 PM 0 0 0 0 0 0 0 0 8 0 2 10 22 0 0 2 0 5:35 PM 0 0 0 0 0 0 0 0 12 0 1 20 37 0 3 1 0 5:40 PM 0 0 0 0 2 0 0 0 12 0 1 13 28 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 14 0 1 14 29 0 0 0 0 5:50 PM 0 0 0 0 2 0 0 0 16 0 1 17 39 0 3 0 0 5:55 PM 0 0 0 0 1 0 0 0 19 0 0 14 35 0 1 0 0 Count Total 0 0 0 0 14 0 0 0 391 0 33 404 880 0 16 22 0 Peak Hour 0 0 0 0 6 0 0 0 219 0 18 208 466 0 5 10 0 HV% PHF 0.00 0.75 0.89 0.80 0.0% 0.0% 0.0% 0.0% 0.0% 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 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 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 1 0 0 1 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 1 0 0 1 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--- (303) 216-2439 www.alltrafficdata.net Location: 2 S BOONES FERRY RD & BELLE PASSI RD NE PM Tuesday, September 24, 2024 Date: S BOONES FERRY RD S BOONES FERRY RD BELLE PASSI RD NE BELLE PASSI RD NE Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:05 PM - 05:05 PM Peak 15-Minutes: 04:20 PM - 04:35 PM 202 232 37 23 200 184 0 0 0.91 N S E W 0.83 0.63 0.78 0.00 (414) (412) (66) (49) (357) (372) 0 0 20 34 0 2 0 0 0 1 0 182 0 198 2 0 BELLE PASSI RD NE BELLE PASSI RD NE S BOONES FERRY RD S BOONES FERRY RD 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 0 0 0 0 0 0 0 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 426 0 0 0 0 0 0 0 0 16 0 0 14 32 0 2 0 0 4:05 PM 439 0 0 0 0 0 0 0 0 13 0 0 18 37 0 6 0 0 4:10 PM 430 0 0 0 0 0 0 0 0 17 0 1 13 39 0 7 1 0 4:15 PM 432 0 0 0 0 0 0 0 0 12 0 3 19 35 0 1 0 0 4:20 PM 435 0 0 0 1 2 0 0 0 18 0 1 19 44 0 3 0 0 4:25 PM 425 0 0 0 0 0 0 0 0 15 0 1 17 34 0 1 0 0 4:30 PM 430 0 0 0 0 0 0 0 0 19 0 4 17 42 0 2 0 0 4:35 PM 409 0 0 0 0 0 0 0 0 13 0 2 15 33 0 3 0 0 4:40 PM 409 0 0 0 0 0 0 0 0 16 0 0 9 29 0 4 0 0 4:45 PM 411 0 0 0 0 0 0 0 0 12 0 4 19 37 0 2 0 0 4:50 PM 400 0 0 0 0 0 0 0 0 19 0 1 9 31 0 2 0 0 4:55 PM 405 0 0 0 0 0 0 0 0 23 0 1 7 33 0 2 0 0 5:00 PM 409 0 0 0 0 0 0 0 0 21 0 2 20 45 0 1 1 0 5:05 PM 0 0 0 0 0 0 0 0 6 0 3 11 28 0 6 2 0 5:10 PM 0 0 0 0 0 0 0 0 14 0 2 24 41 0 1 0 0 5:15 PM 0 0 0 0 0 0 0 0 11 0 4 18 38 0 5 0 0 5:20 PM 0 0 0 0 1 0 0 0 12 0 4 14 34 0 3 0 0 5:25 PM 0 0 0 0 0 0 0 0 17 0 1 18 39 0 3 0 0 5:30 PM 0 0 0 0 0 0 0 0 8 0 0 12 21 0 1 0 0 5:35 PM 0 0 0 0 0 0 0 0 12 0 2 17 33 0 2 0 0 5:40 PM 0 0 0 0 0 0 0 0 13 0 2 14 31 0 1 1 0 5:45 PM 0 0 0 0 0 0 0 0 11 0 0 15 26 0 0 0 0 5:50 PM 0 0 0 0 0 0 0 0 14 0 3 17 36 0 2 0 0 5:55 PM 0 0 0 0 0 0 0 0 20 0 2 13 37 0 2 0 0 Count Total 0 0 0 1 3 0 0 0 352 0 43 369 835 0 62 5 0 Peak Hour 0 0 0 1 2 0 0 0 198 0 20 182 439 0 34 2 0 HV% PHF 0.00 0.63 0.78 0.83 0.0% 0.0% 0.0% 0.0% 0.0% 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 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 Bicycles on Roadway Interval Start Time EB NB Total WB SB 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:20 PM 0 0 0 0 0 4:25 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:35 PM 0 0 0 0 0 4:40 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:50 PM 0 0 0 0 0 4:55 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:05 PM 0 0 0 0 0 5:10 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:20 PM 0 1 0 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:35 PM 0 0 0 0 0 5:40 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:50 PM 0 0 0 0 0 5:55 PM 0 0 0 0 0 Count Total 0 1 0 0 1 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--- (303) 216-2439 www.alltrafficdata.net Location: 3 S SETTLEMIER AVE & S FRONT ST PM Tuesday, September 24, 2024 Date: S SETTLEMIER AVE S SETTLEMIER AVE S FRONT ST S FRONT ST Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:10 PM - 04:25 PM 217 201 151 100 256 320 187 190 0.91 N S E W 0.80 0.91 0.86 0.85 (364) (410) (323) (213) (405) (398) (471) (620) 44 0 4 7 83 61 90 52 45 0 0 169 63 149 44 0 S FRONT ST S FRONT ST S SETTLEMIER AVE S SETTLEMIER AVE 0 0 2 0 N S E W 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 809 0 1 10 0 2 7 0 4 11 0 0 15 67 8 1 4 4 4:05 PM 804 0 4 7 0 6 5 0 7 8 0 0 6 57 7 0 3 4 4:10 PM 811 0 6 6 0 11 7 0 5 14 0 1 14 81 7 1 4 5 4:15 PM 794 0 2 4 0 10 3 0 13 14 0 0 15 78 11 0 2 4 4:20 PM 789 0 4 2 0 6 9 0 5 10 0 0 14 64 2 1 3 8 4:25 PM 807 0 4 9 0 8 5 0 4 14 0 0 18 75 9 0 4 0 4:30 PM 801 0 1 3 0 3 6 0 5 14 0 2 21 75 7 2 6 5 4:35 PM 777 0 6 3 0 5 8 0 7 11 0 1 10 66 8 0 3 4 4:40 PM 780 0 4 2 0 3 4 0 1 2 0 0 16 41 4 1 1 3 4:45 PM 795 0 4 4 0 5 9 0 9 16 0 0 15 77 8 1 2 4 4:50 PM 786 0 6 5 0 2 6 0 2 8 0 0 12 56 8 0 3 4 4:55 PM 799 0 4 5 0 3 7 0 5 17 0 0 10 72 10 1 8 2 5:00 PM 793 0 2 2 0 1 13 0 4 16 0 0 9 62 8 0 4 3 5:05 PM 0 2 7 0 4 6 0 3 13 0 0 15 64 8 0 4 2 5:10 PM 0 6 4 0 8 8 0 4 7 0 0 11 64 5 1 5 5 5:15 PM 0 3 5 0 4 10 0 8 11 0 0 15 73 11 0 3 3 5:20 PM 0 5 11 0 4 12 0 8 12 0 0 10 82 10 1 3 6 5:25 PM 0 2 6 0 6 9 0 8 12 0 0 14 69 6 0 4 2 5:30 PM 0 4 2 0 7 9 0 1 6 0 0 12 51 7 0 0 3 5:35 PM 0 3 9 0 5 10 0 1 9 0 0 11 69 9 0 5 7 5:40 PM 0 5 2 0 8 8 0 2 4 0 2 12 56 6 0 1 6 5:45 PM 0 5 4 0 7 7 0 8 13 0 1 11 68 8 0 4 0 5:50 PM 0 3 6 0 6 7 0 6 10 0 0 14 69 8 0 4 5 5:55 PM 0 4 5 0 2 12 0 4 12 0 0 9 66 10 0 3 5 Count Total 0 90 123 0 126 187 0 124 264 0 7 309 1,602 185 10 83 94 Peak Hour 0 45 52 0 61 83 0 63 149 0 4 169 811 90 7 44 44 HV% PHF 0.85 0.91 0.86 0.80 0.0% 0.0% 0.0% 0.0% 0.0% 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 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 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 1 0 0 0 1 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 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 2 0 0 2 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 3 3 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 1 0 1 5:55 PM 0 0 0 0 0 Count Total 0 2 1 3 6 Peak Hour 0 2 0 3 5 ---PAGE BREAK--- (303) 216-2439 www.alltrafficdata.net Location: 4 NE BOONES FERRY RD & OR 99E PM Tuesday, September 24, 2024 Date: NE BOONES FERRY RD NE BOONES FERRY RD OR 99E OR 99E Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Motorized Vehicles Pedestrians Heavy Vehicles Peak Hour Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 04:15 PM - 04:30 PM 189 192 710 478 0 0 591 820 0.95 N S E W 0.86 0.91 0.00 0.93 (349) (363) (1,270) (921) (1,485) (1,122) 158 0 31 48 662 0 0 447 144 0 0 0 0 0 0 0 OR 99E OR 99E NE BOONES FERRY RD NE BOONES FERRY RD 0 0 0 0 N S E W 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 9 0 0 0 13 9 0 0 9 13 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 1,487 0 8 36 0 0 60 0 0 0 0 4 0 123 0 3 0 12 4:05 PM 1,482 0 9 39 0 0 59 0 0 0 0 1 0 129 0 6 0 15 4:10 PM 1,479 0 10 42 0 0 54 0 0 0 0 0 0 118 0 3 0 9 4:15 PM 1,490 0 10 46 0 0 71 0 0 0 0 2 0 153 0 5 0 19 4:20 PM 1,467 0 14 41 0 0 55 0 0 0 0 4 0 136 0 5 0 17 4:25 PM 1,428 0 7 33 0 0 47 0 0 0 0 1 0 103 0 4 0 11 4:30 PM 1,424 0 18 46 0 0 47 0 0 0 0 1 0 137 0 5 0 20 4:35 PM 1,375 0 10 32 0 0 52 0 0 0 0 3 0 116 0 4 0 15 4:40 PM 1,352 0 13 39 0 0 64 0 0 0 0 3 0 132 0 5 0 8 4:45 PM 1,324 0 15 30 0 0 59 0 0 0 0 2 0 121 0 3 0 12 4:50 PM 1,289 0 9 31 0 0 37 0 0 0 0 1 0 91 0 3 0 10 4:55 PM 1,290 0 22 30 0 0 67 0 0 0 0 1 0 128 0 4 0 4 5:00 PM 1,268 0 9 33 0 0 56 0 0 0 0 3 0 118 0 2 0 15 5:05 PM 0 7 43 0 0 56 0 0 0 0 5 0 126 0 3 0 12 5:10 PM 0 10 43 0 0 51 0 0 0 0 5 0 129 0 5 0 15 5:15 PM 0 7 46 0 0 56 0 0 0 0 2 0 130 0 4 0 15 5:20 PM 0 8 38 0 0 35 0 0 0 0 3 0 97 0 2 0 11 5:25 PM 0 9 26 0 0 41 0 0 0 0 4 0 99 0 3 0 16 5:30 PM 0 8 28 0 0 36 0 0 0 0 1 0 88 0 2 0 13 5:35 PM 0 7 25 0 0 40 0 0 0 0 0 0 93 0 7 0 14 5:40 PM 0 16 41 0 0 33 0 0 0 0 3 0 104 0 1 0 10 5:45 PM 0 8 26 0 0 34 0 0 0 0 2 0 86 0 3 0 13 5:50 PM 0 12 32 0 0 34 0 0 0 0 3 0 92 0 1 0 10 5:55 PM 0 15 35 0 0 38 0 0 0 0 6 0 106 0 5 0 7 Count Total 0 261 861 0 0 1,182 0 0 0 0 60 0 2,755 0 88 0 303 Peak Hour 0 144 447 0 0 662 0 0 0 0 31 0 1,490 0 48 0 158 HV% PHF 0.93 0.91 0.00 0.86 1.5% 1.8% 0.0% 0.0% 1.5% 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 4:00 PM 0 0 0 0 0 4:05 PM 0 0 0 0 0 4:10 PM 4 0 1 0 5 4:15 PM 2 0 1 0 3 4:20 PM 1 0 1 0 2 4:25 PM 0 0 0 0 0 4:30 PM 1 0 1 0 2 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 2 0 2 4:55 PM 0 0 2 0 2 5:00 PM 0 0 3 0 3 5:05 PM 3 0 1 0 4 5:10 PM 2 0 2 0 4 5:15 PM 0 0 0 0 0 5:20 PM 0 0 1 0 1 5:25 PM 0 0 0 0 0 5:30 PM 0 0 1 0 1 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 2 0 0 0 2 5:55 PM 2 0 1 0 3 Count Total 17 0 17 0 34 Peak Hour 9 0 13 0 22 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 1 0 1 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 1 0 1 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--- (303) 216-2439 www.alltrafficdata.net Location: 5 N SETTLEMIER AVE & W HAYES ST PM Tuesday, September 24, 2024 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: 04:10 PM - 05:10 PM Peak 15-Minutes: 04:10 PM - 04:25 PM 473 459 0 0 537 570 256 237 0.91 N S E W 0.86 0.00 0.87 0.78 (861) (918) (438) (539) (956) (1,114) 72 0 0 0 0 0 169 0 87 0 0 401 165 372 0 0 W HAYES ST W HAYES ST N SETTLEMIER AVE N SETTLEMIER AVE 1 4 4 1 N S E W 0 4 4 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 1,262 0 14 0 0 0 0 0 12 23 0 0 30 102 18 0 0 5 4:05 PM 1,253 0 11 0 0 0 0 0 13 31 0 0 26 93 11 0 0 1 4:10 PM 1,266 0 10 0 0 0 0 0 11 24 0 0 41 114 23 0 0 5 4:15 PM 1,252 0 8 0 0 0 0 0 24 40 0 0 38 128 13 0 0 5 4:20 PM 1,209 0 6 0 0 0 0 0 18 30 0 0 30 105 17 0 0 4 4:25 PM 1,203 0 6 0 0 0 0 0 16 27 0 0 39 113 18 0 0 7 4:30 PM 1,198 0 9 0 0 0 0 0 12 27 0 0 35 101 12 0 0 6 4:35 PM 1,204 0 13 0 0 0 0 0 6 35 0 0 42 113 13 0 0 4 4:40 PM 1,190 0 5 0 0 0 0 0 15 34 0 0 31 111 12 0 0 14 4:45 PM 1,168 0 7 0 0 0 0 0 11 30 0 0 22 85 11 0 0 4 4:50 PM 1,181 0 4 0 0 0 0 0 14 25 0 0 38 102 14 0 0 7 4:55 PM 1,160 0 6 0 0 0 0 0 14 31 0 0 31 95 11 0 0 2 5:00 PM 1,151 0 8 0 0 0 0 0 11 33 0 0 24 93 11 0 0 6 5:05 PM 0 5 0 0 0 0 0 13 36 0 0 30 106 14 0 0 8 5:10 PM 0 7 0 0 0 0 0 11 29 0 0 31 100 14 0 0 8 5:15 PM 0 3 0 0 0 0 0 14 19 0 0 34 85 11 0 0 4 5:20 PM 0 10 0 0 0 0 0 8 22 0 0 35 99 17 0 0 7 5:25 PM 0 6 0 0 0 0 0 10 32 0 0 38 108 15 0 0 7 5:30 PM 0 10 0 0 0 0 0 13 24 0 0 35 107 20 0 0 5 5:35 PM 0 8 0 0 0 0 0 7 19 0 0 42 99 13 0 0 10 5:40 PM 0 9 0 0 0 0 0 10 30 0 0 17 89 16 0 0 7 5:45 PM 0 15 0 0 0 0 0 10 25 0 0 23 98 18 0 0 7 5:50 PM 0 5 0 0 0 0 0 6 18 0 0 36 81 9 0 0 7 5:55 PM 0 11 0 0 0 0 0 12 21 0 0 23 86 12 0 0 7 Count Total 0 196 0 0 0 0 0 291 665 0 0 771 2,413 343 0 0 147 Peak Hour 0 87 0 0 0 0 0 165 372 0 0 401 1,266 169 0 0 72 HV% PHF 0.78 0.00 0.87 0.86 0.0% 0.0% 0.0% 0.0% 0.0% 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 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 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 2 1 0 3 4:05 PM 0 0 0 0 0 4:10 PM 0 0 0 0 0 4:15 PM 0 0 1 1 2 4:20 PM 0 0 0 0 0 4:25 PM 0 2 0 0 2 4:30 PM 0 2 0 0 2 4:35 PM 1 0 0 0 1 4:40 PM 0 0 2 0 2 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 1 0 1 5:05 PM 0 0 2 0 2 5:10 PM 0 2 0 0 2 5:15 PM 1 0 0 0 1 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 2 0 0 2 5:40 PM 1 0 1 1 3 5:45 PM 0 0 0 0 0 5:50 PM 1 0 0 0 1 5:55 PM 0 3 0 0 3 Count Total 4 13 8 2 27 Peak Hour 1 4 6 1 12 ---PAGE BREAK--- 24-001 OR99E; MP 34.03; PACIFIC HIGHWAY EAST NO. 81; 0.11 miles south of NE Belle Passi Rd 2023 2022 2021 2019 2018 June 114 108 112 117 109 111.7 July 113 113 112 114 109 112.7 August 112 116 112 112 109 112.0 September 110 112 108 109 106 109.0 1.034 (3-Yr Average) Site id HWY MP DIR HS Description 2019 2021 2022 2042 RSQ 24001 081 34.03 1 South of NE Belle Passi Rd [0.11 mile] {Woodburn ATR, Sta. 24-001} 12900 17500 MODEL 1.78% ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- SITE TRIP DISTRIBUTION & ASSIGNMENT Proposed Development Plan - Site Trips AM & PM Peak Hours Figure 3 2/15/2023 WCHS Boones Ferry Road Townhomes ---PAGE BREAK--- Figure 6 2/15/2023 TRAFFIC VOLUMES Year 2024 Buildout Conditions AM & PM Peak Hours WCHS Boones Ferry Road Townhomes ---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--- MOC 23-01 to PUD 22-01 & SUB 22-01 Mill Creek Meadows – Planning Commission Final Decision - Page 2 of 3 Condition of Approval: MOC1. The MOC 23-01 modification to PUD 22-01 & SUB 22-01 is approved to increase from 95 dwellings (66 houses and 29 townhouses) to 116 dwellings (45 houses and 71 townhouses), including the resulting increase in number of townhouse lots, per Exhibit MOC below: Exhibit MOC (additional townhouse lots in reddish-orange) Appeals: Per WDO 4.01.11E., the decision is final unless appealed pursuant to Oregon Revised Statutes (ORS), state administrative rules, and WDO 4.02.01. The appeal to City Council due date is twelve (12) days from the mailing date of this notice per 4.02.01B.1. A valid appeal must meet the requirements of 4.02.01. A copy of the decision is available for inspection at no cost, and the City would provide a copy at reasonable cost at the Community Development Department, City Hall, 270 Montgomery Street, Woodburn, OR 97071. For questions or additional information, contact Cassandra Martinez, Administrative Specialist, at (503) 982-5246 or [EMAIL REDACTED]. ---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--- 199 ---PAGE BREAK--- Final Decision City Council File number(s): SUB 2020-02, VAR 21-04, & ZC 21-01 Related to ANX 2020-02 Project name: Valentina Estates No. 2 Date of decision: January 10, 2022 Applicant: Vassa Bodunov, Northwest Willamette Homes LLC, 14768 Union School Rd NE, Woodburn, OR 97071-8626 Landowner: Same as applicant Site location: 1251 Brown St; Tax Lot 051W18C000900 Summary: First, the Planning Commission held a public hearing on October 14, 2021 and unanimously recommended that the City Council approve the consolidated applications package (Type IV) with the conditions recommended by staff through the staff report published October 7. Second, the City Council held a public hearing on December 13, 2021 and unanimously tentatively approved the consolidated applications package with the conditions recommended by staff through the Commission staff report. The development applications depend upon annexation ANX 2020-02 through the annexation and zoning designation ordinances the Council is to have adopted January 10, 2022. (Ordinances take effect on the 30th day after adoption per the City Charter, Chapter VIII, Section 34, p. 10.) The request was for annexation, zone change, preliminary subdivision, and variance to develop a demolished rural homestead of approximately 0.95 acres into 5 lots including 3 flag lots, Lots 2-4. The variance request was for Lots 2 & 3 to measure lot depth north-south from the shared access easement instead of east-west from the front lot lines parallel to Brown Street as WDO 1.02 “Lot … Flag lot” and Figure 1.02D would have required. The subject property is in the Residential Single Family (RS) zoning district. No parties testified besides the applicant. Section references are to the Woodburn Development Ordinance (WDO). ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Appendix C - Safety Crash History Data Left-Turn Lane Warrant Analysis Preliminary Signal Warrant Analysis ---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 00298 N N N N Y 02/01/2021 16 HAYES ST INTER 3-LEG N N RAIN S-1STOP 01 NONE 0 013 29 CITY MO 0 SETTLEMIER AVE NE STOP SIGN N WET REAR PRVTE NE-SW 000 00 N 6P 06 0 N DARK INJ CAR 01 DRVR INJC 56 F NONE 026 000 29 N 45 8 45.73 -122 51 38.68 OR<25 02 NONE 0 STOP PRVTE NE-SW 012 013 00 CAR 01 DRVR NONE 45 M OR-Y 000 022 00 OR<25 03 NONE 0 STOP PRVTE NE-SW 012 00 CAR 01 DRVR NONE 48 M OR-Y 000 000 00 OR<25 04634 Y Y N 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 01612 N N N N 05/15/2022 16 HAYES ST INTER CROSS N N CLR S-1STOP 01 NONE 0 29 NONE SU 0 SETTLEMIER AVE SW STOP SIGN N DRY REAR PRVTE SW-NE 000 00 N 6P 06 0 N DAY INJ CAR 01 DRVR NONE 18 F OR-Y 026 000 29 N 45 8 44.62 -122 51 38.98 OR<25 02 NONE 0 STOP PRVTE SW-NE 011 00 CAR 01 DRVR INJC 63 M OR-Y 000 000 00 OR<25 00865 N 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 N 01/23/2019 17 HAYES ST INTER 3-LEG N N CLD PED 01 NONE 0 TURN-L 27,02 CITY WE 0 SETTLEMIER AVE NW STOP SIGN N DRY PED PRVTE SW-NW 000 00 N 12P 05 0 N DAY INJ CAR 01 DRVR NONE 60 F OR-Y 016,029 038 27,02 N 45 8 45.72 -122 51 38.66 OR<25 - 01 PED INJC 50 F I XWLK 000 000 00 NE SW Disclaimer: The information contained in this report is compiled from individual driver and police crash reports submitted to the Oregon Department of Transportation as required in ORS 811.720. The Crash Analysis and Reporting Unit is committed to providing the highest quality crash data to customers. However, because submittal of crash report forms is the responsibility of the individual driver, the Crash Analysis and Reporting Unit can not guarantee that all qualifying crashes are represented nor can assurances be made that all details pertaining to a single crash are accurate. Note: Legislative changes to DMV's vehicle crash reporting requirement, effective 01/01/2004, may result in fewer property damage only crashes being eligible for inclusion in the Statewide Crash Data File. OREGON.. DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANAYLYSIS AND REPORTING UNIT URBAN NON-SYSTEM CRASH LISTING SETTLEMIER AVE and HAYES ST, City of Woodburn, Marion County, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 5 of 9 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 02583 N N N N 07/31/2022 17 HAYES ST INTER 3-LEG N N CLR S-1STOP 01 NONE 0 29 NONE SU 0 SETTLEMIER AVE NW STOP SIGN N DRY REAR PRVTE NW-SE 000 00 N 6P 06 0 N DAY INJ CAR 01 DRVR NONE 60 M UNK 026 000 29 N 45 8 45.72 -122 51 38.66 OR<25 02 NONE 0 STOP PRVTE NW-SE 011 00 CAR 01 DRVR INJB 20 F OR-Y 000 000 00 OR<25 04174 N 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 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 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, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 3 CITY OF WOODBURN, MARION COUNTY 6 - 9 of 9 Crash records shown. Not Related ---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 02205 N N N N N N 07/28/2020 16 PARR ST CURVE N N CLR 01 NONE 0 27 CITY TU 44 FRONT ST W (NONE) UNKNOWN N DRY SS-M PRVTE W -E 000 00 Y 5P 05 N DAY INJ CAR 01 DRVR NONE 17 M NONE 016,080 038 00 N 45 8 9.49 -122 51 52.38 (02) OR<25 01 NONE 0 PRVTE W -E 000 00 CAR 02 PSNG INJC 15 F 000 000 00 02 NONE 0 PRVTE E -W 000 00 CAR 01 DRVR INJC 63 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 FRONT ST and PARR ST, City of Woodburn, Marion County, 01/01/2018 to 12/31/2022 10/15/2024 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 01827 N N N N N N 06/05/2021 16 FRONT ST INTER CROSS N N CLR ANGL-OTH 01 NONE 0 TURN-R 08 CITY SA 0 SETTLEMIER AVE N N DRY TURN PRVTE NE-N 000 00 N 12A 06 0 N DARK INJ CAR 01 DRVR NONE 23 F OR-Y 001 000 08 N 45 8 9.27 -122 51 54.38 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR INJC 19 M OR-Y 000 000 00 OR<25 04600 Y Y N N N N 12/15/2021 16 FRONT ST CURVE N Y CLD FIX OBJ 01 NONE 9 040,054,121 32,30 CITY WE 80 SETTLEMIER AVE NE (NONE) UNKNOWN N WET FIX N/A NE-SW 000 00 Y 2A 08 N DLIT PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.27 -122 51 53.04 (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 SETTLEMIER AVE and FRONT ST, City of Woodburn, Marion County, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 1 CITY OF WOODBURN, MARION COUNTY 1 - 2 of 2 Crash records shown. ---PAGE BREAK--- S D M SER# P R J S W DATE CLASS CITY STREET INT-TYPE SPCL USE INVEST E A U I C O DAY DIST FIRST STREET RD CHAR (MEDIAN) INT-REL OFFRD WTHR CRASH TRLR QTY MOVE A S RD DPT E L G N H R TIME FROM SECOND STREET DIRECT LEGS TRAF- SURF COLL OWNER FROM PRTC INJ G E LICNS PED UNLOC? D C S V L K LAT LONG LRS LOCTN (#LANES) CONTL LIGHT V# TYPE TO P# TYPE E X RES LOC ERROR ACT EVENT CAUSE 03260 N N N N N N 09/20/2021 16 PARR ST INTER CROSS N N CLR S-1STOP 01 NONE 9 07 CITY MO 0 SETTLEMIER AVE NE STOP SIGN N DRY REAR N/A NE-SW 000 00 N 7A 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 8 9.28 -122 51 54.36 UNK 02 NONE 9 STOP N/A NE-SW 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 01281 Y N 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 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, 01/01/2018 to 12/31/2022 10/15/2024 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 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 03143 Y Y N N N N 09/19/2020 0.66 BOONES FERRY RD NE B N Y CLR FIX OBJ 01 NONE 0 037,079,053 01 STATE SA UN (NONE) UNKNOWN N DRY FIX PRVTE N -S 031 037,079,053 00 N 5P 01 N DAY INJ CAR 01 DRVR INJB 34 M OR-Y 047,081 000 01 N 45 7 24.61 -122 52 19.26 (02) OR<25 01 NONE 0 PRVTE N -S 031 037,079,053 00 CAR 02 PSNG INJA 27 M 000 000 00 03194 N Y N N N N 10/23/2020 0.71 BOONES FERRY RD NE B CURVE N Y CLR FIX OBJ 01 NONE 0 058,079,010 10 COUNTY FR UN (NONE) UNKNOWN N DRY FIX PRVTE N -S 000 058,079,010 00 Y 11P 01 N DARK INJ CAR 01 DRVR INJC 57 M OR-Y 079,081 000 10 N 45 7 27.17 -122 52 19.17 (02) OR<25 00252 N N N N N N 01/21/2019 0.72 BOONES FERRY RD NE B INTER 3-LEG N N CLR 01 NONE 0 079 27 COUNTY MO S STOP SIGN N DRY SS-M PRVTE S -N 000 079 00 N 5P 05 0 N DLIT INJ CAR 01 DRVR INJC 85 F OR-Y 016,080 038 27 N 45 7 27.71 -122 52 19.01 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR NONE 22 M SUSP 000 000 00 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 02 PSNG INJC 32 F 000 000 00 02909 N Y N N N N 09/26/2020 0.73 BOONES FERRY RD NE B CURVE N Y CLR FIX OBJ 01 NONE 0 079,010 10 COUNTY SA UN (NONE) UNKNOWN N WET FIX PRVTE S -N 000 079,010 00 Y 3A 00 N DARK INJ CAR 01 DRVR INJC 26 M NONE 079,081 000 10 N 45 7 28.42 -122 52 18.7 (02) OR<25 01 NONE 0 PRVTE S -N 000 079,010 00 CAR 02 PSNG INJC 27 M 000 000 00 05059 N N N N 10/28/2018 0.75 BOONES FERRY RD NE B N N CLD 01 NONE 0 079 05 COUNTY SU UN (NONE) UNKNOWN N WET HEAD PRVTE S -N 000 00 Y 4A 05 N DARK INJ CAR 01 DRVR NONE 00 M UNK 039 000 05 N 45 7 29.65 -122 52 17.97 (02) UNK 02 NONE 0 PRVTE N -S 000 079 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 COUNTY ROAD CRASH LISTING BOONES FERRY RD NE B, MP 0.60 to 0.85, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 1 MARION COUNTY 1 - 5 of 8 Crash records shown. Not Related Not Related Not Related ---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 01365 N N N N N N 04/29/2020 0.76 BOONES FERRY RD NE B N Y CLR FIX OBJ 01 NONE 0 079,092 26 COUNTY WE UN (NONE) UNKNOWN N DRY FIX PRVTE S -N 007 079,092 26 Y 12A 01 N DARK INJ CAR 01 DRVR INJC 34 F OR-Y 081 000 26 N 45 7 29.93 -122 52 17.83 (02) OR<25 04998 N N N N N N 12/12/2019 0.77 BOONES FERRY RD NE B N Y RAIN FIX OBJ 01 NONE 9 053,092 26 COUNTY TH UN (NONE) UNKNOWN N WET FIX N/A N -S 007 00 Y 3P 01 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 7 30.37 -122 52 17.57 (02) UNK 01554 N N N N 01/29/2022 0.78 BOONES FERRY RD NE B CURVE N Y CLR FIX OBJ 01 NONE 9 10 COUNTY SA UN (NONE) UNKNOWN N DRY FIX N/A UN-UN 000 00 Y 4P 01 N DUSK PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 7 30.37 -122 52 17.56 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 BOONES FERRY RD NE B, MP 0.60 to 0.85, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 3 MARION COUNTY 6 - 8 of 8 Crash records shown. Not Related Not Related Not Related ---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 02025 N N N N 06/08/2018 0.00 BOONES FERRY RD NE B INTER 3-LEG N N CLR S-1STOP 01 NONE 9 29 NO RPT FR N STOP SIGN N DRY REAR N/A N -S 000 00 N 2P 06 0 N DAY PDO CAR 01 DRVR NONE 00 Unk UNK 000 000 00 N 45 6 51.66 -122 52 16.73 UNK 02 NONE 9 STOP N/A N -S 011 00 CAR 01 DRVR NONE 00 Unk UNK 000 000 00 UNK 00459 N N N N 02/11/2022 0.02 BOONES FERRY RD NE B Y N CLR 01 NONE 0 29 NONE FR UN (NONE) UNKNOWN N DRY REAR PRVTE N -S 000 00 N 8P 03 N DARK INJ CAR 01 DRVR NONE 32 M OR-Y 042 000 29 N 45 6 52.84 -122 52 17.61 (02) OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 01 DRVR NONE 43 M OR-Y 000 000 00 OR<25 02 NONE 0 PRVTE N -S 000 00 CAR 02 PSNG INJC 42 F 000 000 00 02 NONE 0 PRVTE N -S 000 00 CAR 03 PSNG INJC 11 F 000 000 00 00219 N N N N 01/20/2022 0.05 BOONES FERRY RD NE B N Y CLR FIX OBJ 01 NONE 0 079,010 10 NONE TH UN (NONE) UNKNOWN N DRY FIX PRVTE N -S 000 079,010 00 Y 1P 01 N DAY INJ CAR 01 DRVR INJC 37 F OR-Y 081 000 10 N 45 6 54.58 -122 52 18.57 (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 BOONES FERRY RD NE B, MP 0.00 to 0.10, 01/01/2018 to 12/31/2022 10/15/2024 CDS380 Page: 1 MARION COUNTY 1 - 3 of 3 Crash records shown. Not Related ---PAGE BREAK--- Left-Turn Lane Warrant Analysis Project: 24148 - Boones Crossing Intersection: 3. S Boones Ferry Road at S Arterial (E Traverse Road) Date: 10/30/2024 Scenario: Buildout - AM - 55 mph speed maintained 2-lane roadway (English) INPUT Value 55 12 226 197 OUTPUT Value 486 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 NOT 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: 24148 - Boones Crossing Intersection: 3. S Boones Ferry Road at S Arterial (E Traverse Road) Date: 10/30/2024 Scenario: Buildout - PM - 55 mph speed maintained 2-lane roadway (English) INPUT Value 55 47 269 305 OUTPUT Value 254 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: 24148 - Boones Crossing Intersection: 3. S Boones Ferry Road at S Arterial (E Traverse Road) Date: 10/30/2024 Scenario: Buildout - AM - Speed reduced to 45 mph 2-lane roadway (English) INPUT Value 45 12 226 197 OUTPUT Value 575 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 NOT 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: 24148 - Boones Crossing Intersection: 3. S Boones Ferry Road at S Arterial (E Traverse Road) Date: 10/30/2024 Scenario: Buildout - PM - Speed reduced to 45 mph 2-lane roadway (English) INPUT Value 45 47 269 305 OUTPUT Value 301 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 NOT 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 Analysis Project: 24148 - Boones Crossing Date: 10/30/2024 Scenario: Year 2027 Buildout Conditions S Settlemier Avenue Parr Road NE/S Front Street 1 2 215 Total 117 Rights 0% 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 6,150 8,850 Minor Street* 2,150 3,550 No Condition B: Interruption of Continuous Traffic Major Street 6,150 13,300 Minor Street* 2,150 1,750 No Combination Warrant Major Street 6,150 10,640 Minor Street* 2,150 2,840 No * Minor street right-turning traffic volumes reduced by 00%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 615 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 24148 - Boones Crossing Date: 10/30/2024 Scenario: Year 2027 Buildout Conditions S Boones Ferry Road E Traverse Street 1 1 67 Total 26 Rights 0% 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 5,740 8,850 Minor Street* 670 2,650 No Condition B: Interruption of Continuous Traffic Major Street 5,740 13,300 Minor Street* 670 1,350 No Combination Warrant Major Street 5,740 10,640 Minor Street* 670 2,120 No * Minor street right-turning traffic volumes reduced by 00%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 574 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 24148 - Boones Crossing Date: 10/30/2024 Scenario: Year 2027 Buildout Conditions S Boones Ferry Road Belle Passi Road NE 1 1 51 Total 49 Rights 0% 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 5,130 8,850 Minor Street* 510 2,650 No Condition B: Interruption of Continuous Traffic Major Street 5,130 13,300 Minor Street* 510 1,350 No Combination Warrant Major Street 5,130 10,640 Minor Street* 510 2,120 No * Minor street right-turning traffic volumes reduced by 00%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 513 PM Peak Hour Volumes: ---PAGE BREAK--- Preliminary Traffic Signal Warrant Analysis Project: 24148 - Boones Crossing Date: 10/30/2024 Scenario: Year 2027 Buildout Conditions OR 99E Boones Ferry Road NE 1 1 31 Total Rights 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 14,620 8,850 Minor Street* 310 2,650 No Condition B: Interruption of Continuous Traffic Major Street 14,620 13,300 Minor Street* 310 1,350 No Combination Warrant Major Street 14,620 10,640 Minor Street* 310 2,120 No * Minor street right-turning traffic volumes reduced by 00%. Major Street: Minor Street: Number of Lanes: Number of Lanes: PM Peak Hour Volumes: 1462 PM Peak Hour Volumes: ---PAGE BREAK--- Boones Crossing Subdivision November 10, 2024 Transportation Impact Analysis Appendix D - Operations Level of Service Definitions Reports SimTraffic 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 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - AM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 146 99 145 448 267 51 Future Volume (veh/h) 146 99 145 448 267 51 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 172 58 171 527 314 48 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 333 [PHONE REDACTED] 488 75 Arrive On Green 0.20 0.20 0.14 0.58 0.33 0.33 Sat Flow, veh/h 1667 1483 1667 1750 1476 226 Grp Volume(v), veh/h 172 58 171 527 0 362 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1702 Q Serve(g_s), s 3.3 1.2 2.0 6.5 0.0 6.5 Cycle Q Clear(g_c), s 3.3 1.2 2.0 6.5 0.0 6.5 Prop In Lane 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 333 [PHONE REDACTED] 0 563 V/C Ratio(X) 0.52 0.20 0.29 0.52 0.00 0.64 Avail Cap(c_a), veh/h 1110 [PHONE REDACTED] 0 1936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 12.9 12.0 5.8 4.6 0.0 10.2 Incr Delay (d2), s/veh 0.9 0.2 0.2 0.3 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.3 0.4 1.3 0.0 2.0 Unsig. Movement Delay, s/veh Delay(d), s/veh 13.8 12.2 6.0 4.9 0.0 11.2 LOS B B A A B Approach Vol, veh/h 230 698 362 Approach Delay, s/veh 13.4 5.2 11.2 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.9 15.9 24.8 11.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 41.0 58.0 24.0 Max Q Clear Time (g_c+I1), s 4.0 8.5 8.5 5.3 Green Ext Time s 0.4 3.3 5.4 0.9 Intersection Summary HCM 7th Control Delay, s/veh 8.3 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - AM Page 2 Intersection Intersection Delay, s/veh13.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 124 140 101 20 130 1 138 136 29 5 75 77 Future Vol, veh/h 124 140 101 20 130 1 138 136 29 5 75 77 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 136 154 111 22 143 1 152 149 32 5 82 85 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh13.2 11.9 17 10.5 HCM LOS B B C B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 50% 0% 100% 0% 100% 0% 6% 0% Vol Thru, % 50% 0% 0% 58% 0% 99% 94% 0% Vol Right, % 0% 100% 0% 42% 0% 1% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 274 29 124 241 20 131 80 77 LT Vol 138 0 124 0 20 0 5 0 Through Vol 136 0 0 140 0 130 75 0 RT Vol 0 29 0 101 0 1 0 77 Lane Flow Rate 301 32 136 265 22 144 88 85 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.563 0.051 0.261 0.449 0.045 0.272 0.167 0.143 Departure Headway (Hd) 6.728 5.761 6.906 6.1 7.31 6.794 6.844 6.097 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 533 617 518 588 487 525 520 583 Service Time 4.503 3.535 4.683 3.876 5.1 4.584 4.635 3.888 HCM Lane V/C Ratio 0.565 0.052 0.263 0.451 0.045 0.274 0.169 0.146 HCM Control Delay, s/veh 17.9 8.8 12.1 13.8 10.4 12.1 11 9.9 HCM Lane LOS C A B B B B B A HCM 95th-tile Q 3.5 0.2 1 2.3 0.1 1.1 0.6 0.5 ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - AM Page 3 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 19 153 3 14 187 Future Vol, veh/h 0 19 153 3 14 187 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 82 82 82 82 82 82 Heavy Vehicles, % 0 0 2 2 0 0 Mvmt Flow 0 23 187 4 17 228 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 451 188 0 0 190 0 Stage 1 188 - - - - - Stage 2 262 - - - - - 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 570 859 - - 1396 - Stage 1 849 - - - - - Stage 2 786 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 562 859 - - 1396 - Mov Cap-2 Maneuver 562 - - - - - Stage 1 849 - - - - - Stage 2 775 - - - - - Approach WB NB SB HCM Control Delay, s/v 9.31 0 0.53 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 859 125 - HCM Lane V/C Ratio - - 0.027 0.012 - HCM Control Delay (s/veh) - - 9.3 7.6 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - AM Page 4 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 116 502 399 43 38 133 Future Vol, veh/h 116 502 399 43 38 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 4 4 3 3 0 0 Mvmt Flow 127 552 438 47 42 146 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 438 0 - 0 1245 438 Stage 1 - - - - 438 - Stage 2 - - - - 807 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1111 - - - 194 623 Stage 1 - - - - 654 - Stage 2 - - - - 443 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1111 - - - 172 623 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 579 - Stage 2 - - - - 443 - Approach EB WB SB HCM Control Delay, s/v 1.63 0 17 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1111 - - - 172 623 HCM Lane V/C Ratio 0.115 - - - 0.243 0.235 HCM Control Delay (s/veh) 8.7 - - - 32.6 12.5 HCM Lane LOS A - - - D B HCM 95th %tile Q(veh) 0.4 - - - 0.9 0.9 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - PM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 87 169 165 372 401 72 Future Volume (veh/h) 87 169 165 372 401 72 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 96 94 181 409 441 71 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 283 [PHONE REDACTED] 615 99 Arrive On Green 0.17 0.17 0.13 0.64 0.42 0.42 Sat Flow, veh/h 1667 1483 1667 1750 1469 237 Grp Volume(v), veh/h 96 94 181 409 0 512 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1706 Q Serve(g_s), s 2.1 2.4 2.1 4.6 0.0 10.5 Cycle Q Clear(g_c), s 2.1 2.4 2.1 4.6 0.0 10.5 Prop In Lane 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 283 [PHONE REDACTED] 0 714 V/C Ratio(X) 0.34 0.37 0.34 0.37 0.00 0.72 Avail Cap(c_a), veh/h 794 [PHONE REDACTED] 0 1911 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 15.3 15.4 6.2 3.6 0.0 10.1 Incr Delay (d2), s/veh 0.5 0.7 0.3 0.1 0.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 0.5 0.9 0.0 3.2 Unsig. Movement Delay, s/veh Delay(d), s/veh 15.9 16.1 6.5 3.7 0.0 11.2 LOS B B A A B Approach Vol, veh/h 190 590 512 Approach Delay, s/veh 16.0 4.6 11.2 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.3 21.6 30.8 11.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 47.0 62.0 20.0 Max Q Clear Time (g_c+I1), s 4.1 12.5 6.6 4.4 Green Ext Time s 0.4 5.1 3.9 0.7 Intersection Summary HCM 7th Control Delay, s/veh 8.9 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - PM Page 2 Intersection Intersection Delay, s/veh11.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 52 90 61 83 7 63 149 44 4 169 44 Future Vol, veh/h 45 52 90 61 83 7 63 149 44 4 169 44 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 49 57 99 67 91 8 69 164 48 4 186 48 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh10.4 10.4 12 11 HCM LOS B B B B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 30% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 70% 0% 0% 37% 0% 92% 98% 0% Vol Right, % 0% 100% 0% 63% 0% 8% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 212 44 45 142 61 90 173 44 LT Vol 63 0 45 0 61 0 4 0 Through Vol 149 0 0 52 0 83 169 0 RT Vol 0 44 0 90 0 7 0 44 Lane Flow Rate 233 48 49 156 67 99 190 48 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.395 0.071 0.093 0.252 0.127 0.172 0.319 0.071 Departure Headway (Hd) 6.111 5.252 6.773 5.815 6.823 6.26 6.044 5.323 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 589 681 529 616 525 573 595 672 Service Time 3.852 2.992 4.517 3.559 4.569 4.006 3.786 3.064 HCM Lane V/C Ratio 0.396 0.07 0.093 0.253 0.128 0.173 0.319 0.071 HCM Control Delay, s/veh 12.8 8.4 10.2 10.5 10.6 10.3 11.6 8.5 HCM Lane LOS B A B B B B B A HCM 95th-tile Q 1.9 0.2 0.3 1 0.4 0.6 1.4 0.2 ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - PM Page 3 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 34 198 2 20 182 Future Vol, veh/h 2 34 198 2 20 182 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 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 2 37 218 2 22 200 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 463 219 0 0 220 0 Stage 1 219 - - - - - Stage 2 244 - - - - - 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 561 826 - - 1361 - Stage 1 822 - - - - - Stage 2 801 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 551 826 - - 1361 - Mov Cap-2 Maneuver 551 - - - - - Stage 1 822 - - - - - Stage 2 787 - - - - - Approach WB NB SB HCM Control Delay, s/v 9.71 0 0.76 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 804 178 - HCM Lane V/C Ratio - - 0.049 0.016 - HCM Control Delay (s/veh) - - 9.7 7.7 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/24/2024 Boones Crossing 12 Report Year 2024 Existing Condtions - PM Page 4 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 144 462 684 48 31 158 Future Vol, veh/h 144 462 684 48 31 158 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 0 0 Mvmt Flow 152 486 720 51 33 166 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 720 0 - 0 1509 720 Stage 1 - - - - 720 - Stage 2 - - - - 789 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 882 - - - 134 431 Stage 1 - - - - 486 - Stage 2 - - - - 451 - Platoon blocked, % - - - Mov Cap-1 Maneuver 882 - - - 111 431 Mov Cap-2 Maneuver - - - - 111 - Stage 1 - - - - 402 - Stage 2 - - - - 451 - Approach EB WB SB HCM Control Delay, s/v 2.36 0 23.73 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 882 - - - 111 431 HCM Lane V/C Ratio 0.172 - - - 0.294 0.386 HCM Control Delay (s/veh) 9.9 - - - 50.4 18.5 HCM Lane LOS A - - - F C HCM 95th %tile Q(veh) 0.6 - - - 1.1 1.8 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - AM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 149 111 155 533 307 52 Future Volume (veh/h) 149 111 155 533 307 52 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 175 66 182 627 361 49 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 322 [PHONE REDACTED] 539 73 Arrive On Green 0.19 0.19 0.13 0.60 0.36 0.36 Sat Flow, veh/h 1667 1483 1667 1750 1503 204 Grp Volume(v), veh/h 175 66 182 627 0 410 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1707 Q Serve(g_s), s 3.6 1.4 2.1 8.6 0.0 7.8 Cycle Q Clear(g_c), s 3.6 1.4 2.1 8.6 0.0 7.8 Prop In Lane 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 322 [PHONE REDACTED] 0 612 V/C Ratio(X) 0.54 0.23 0.32 0.60 0.00 0.67 Avail Cap(c_a), veh/h 959 [PHONE REDACTED] 0 2010 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 13.9 13.0 6.0 4.8 0.0 10.3 Incr Delay (d2), s/veh 1.1 0.3 0.2 0.4 0.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.4 0.5 1.7 0.0 2.4 Unsig. Movement Delay, s/veh Delay(d), s/veh 15.0 13.3 6.2 5.2 0.0 11.3 LOS B B A A B Approach Vol, veh/h 241 809 410 Approach Delay, s/veh 14.5 5.5 11.3 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.1 17.7 26.8 11.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 45.0 60.0 22.0 Max Q Clear Time (g_c+I1), s 4.1 9.8 10.6 5.6 Green Ext Time s 0.4 3.8 7.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 8.6 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - AM Page 2 Intersection Intersection Delay, s/veh17.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 157 164 109 21 143 1 154 163 32 5 85 98 Future Vol, veh/h 157 164 109 21 143 1 154 163 32 5 85 98 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 173 180 120 23 157 1 169 179 35 5 93 108 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh16.2 13.6 23.8 11.6 HCM LOS C B C B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 49% 0% 100% 0% 100% 0% 6% 0% Vol Thru, % 51% 0% 0% 60% 0% 99% 94% 0% Vol Right, % 0% 100% 0% 40% 0% 1% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 317 32 157 273 21 144 90 98 LT Vol 154 0 157 0 21 0 5 0 Through Vol 163 0 0 164 0 143 85 0 RT Vol 0 32 0 109 0 1 0 98 Lane Flow Rate 348 35 173 300 23 158 99 108 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.7 0.061 0.356 0.553 0.051 0.328 0.205 0.201 Departure Headway (Hd) 7.233 6.27 7.433 6.638 7.992 7.473 7.463 6.715 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 502 571 485 543 448 481 481 534 Service Time 4.973 4.01 5.176 4.38 5.743 5.224 5.212 4.464 HCM Lane V/C Ratio 0.693 0.061 0.357 0.552 0.051 0.328 0.206 0.202 HCM Control Delay, s/veh 25.2 9.4 14.3 17.3 11.2 13.9 12.1 11.2 HCM Lane LOS D A B C B B B B HCM 95th-tile Q 5.4 0.2 1.6 3.3 0.2 1.4 0.8 0.7 ---PAGE BREAK--- HCM 7th TWSC 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - AM Page 3 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 0 178 7 0 214 Future Vol, veh/h 21 0 178 7 0 214 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 1 1 Mvmt Flow 23 0 198 8 0 238 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 439 202 0 0 206 0 Stage 1 202 - - - - - Stage 2 238 - - - - - Critical Hdwy 6.4 6.2 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.209 - Pot Cap-1 Maneuver 579 844 - - 1372 - Stage 1 837 - - - - - Stage 2 806 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 579 844 - - 1372 - Mov Cap-2 Maneuver 579 - - - - - Stage 1 837 - - - - - Stage 2 806 - - - - - Approach WB NB SB HCM Control Delay, s/v11.48 0 0 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 579 1372 - HCM Lane V/C Ratio - - 0.04 - - HCM Control Delay (s/veh) - - 11.5 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - AM Page 4 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 19 167 3 14 223 Future Vol, veh/h 0 19 167 3 14 223 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 82 82 82 82 82 82 Heavy Vehicles, % 0 0 2 2 0 0 Mvmt Flow 0 23 204 4 17 272 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 512 205 0 0 207 0 Stage 1 205 - - - - - Stage 2 306 - - - - - 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 526 840 - - 1376 - Stage 1 834 - - - - - Stage 2 751 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 518 840 - - 1376 - Mov Cap-2 Maneuver 518 - - - - - Stage 1 834 - - - - - Stage 2 740 - - - - - Approach WB NB SB HCM Control Delay, s/v 9.41 0 0.45 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 840 106 - HCM Lane V/C Ratio - - 0.028 0.012 - HCM Control Delay (s/veh) - - 9.4 7.6 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - AM Page 5 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 130 529 420 44 39 168 Future Vol, veh/h 130 529 420 44 39 168 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 4 4 3 3 0 0 Mvmt Flow 143 581 462 48 43 185 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 462 0 - 0 1329 462 Stage 1 - - - - 462 - Stage 2 - - - - 867 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1089 - - - 173 604 Stage 1 - - - - 639 - Stage 2 - - - - 415 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1089 - - - 150 604 Mov Cap-2 Maneuver - - - - 150 - Stage 1 - - - - 555 - Stage 2 - - - - 415 - Approach EB WB SB HCM Control Delay, s/v 1.74 0 18.22 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1089 - - - 150 604 HCM Lane V/C Ratio 0.131 - - - 0.286 0.306 HCM Control Delay (s/veh) 8.8 - - - 38.3 13.6 HCM Lane LOS A - - - E B HCM 95th %tile Q(veh) 0.5 - - - 1.1 1.3 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - PM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 89 183 178 430 490 74 Future Volume (veh/h) 89 183 178 430 490 74 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 98 101 196 473 538 73 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 262 [PHONE REDACTED] 710 96 Arrive On Green 0.16 0.16 0.12 0.67 0.47 0.47 Sat Flow, veh/h 1667 1483 1667 1750 1508 205 Grp Volume(v), veh/h 98 101 196 473 0 611 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1712 Q Serve(g_s), s 2.5 2.9 2.3 5.7 0.0 13.8 Cycle Q Clear(g_c), s 2.5 2.9 2.3 5.7 0.0 13.8 Prop In Lane 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 262 [PHONE REDACTED] 0 806 V/C Ratio(X) 0.37 0.43 0.40 0.40 0.00 0.76 Avail Cap(c_a), veh/h 636 [PHONE REDACTED] 0 1743 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 17.8 18.0 7.1 3.5 0.0 10.3 Incr Delay (d2), s/veh 0.7 0.9 0.4 0.2 0.0 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.0 0.5 1.1 0.0 4.3 Unsig. Movement Delay, s/veh Delay(d), s/veh 18.5 18.9 7.5 3.6 0.0 11.4 LOS B B A A B Approach Vol, veh/h 199 669 611 Approach Delay, s/veh 18.7 4.8 11.4 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.5 26.2 35.7 11.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 48.0 64.0 18.0 Max Q Clear Time (g_c+I1), s 4.3 15.8 7.7 4.9 Green Ext Time s 0.4 6.4 4.7 0.6 Intersection Summary HCM 7th Control Delay, s/veh 9.4 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - PM Page 2 Intersection Intersection Delay, s/veh12.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 70 104 65 109 7 76 165 47 4 195 80 Future Vol, veh/h 67 70 104 65 109 7 76 165 47 4 195 80 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 74 77 114 71 120 8 84 181 52 4 214 88 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh11.9 11.6 14.5 12.4 HCM LOS B B B B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 32% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 68% 0% 0% 40% 0% 94% 98% 0% Vol Right, % 0% 100% 0% 60% 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 241 47 67 174 65 116 199 80 LT Vol 76 0 67 0 65 0 4 0 Through Vol 165 0 0 70 0 109 195 0 RT Vol 0 47 0 104 0 7 0 80 Lane Flow Rate 265 52 74 191 71 127 219 88 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.486 0.082 0.148 0.334 0.146 0.24 0.395 0.141 Departure Headway (Hd) 6.609 5.737 7.229 6.293 7.337 6.783 6.501 5.778 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 543 619 493 568 486 525 549 615 Service Time 4.392 3.519 5.016 4.079 5.129 4.575 4.286 3.563 HCM Lane V/C Ratio 0.488 0.084 0.15 0.336 0.146 0.242 0.399 0.143 HCM Control Delay, s/veh 15.6 9 11.3 12.2 11.4 11.7 13.5 9.5 HCM Lane LOS C A B B B B B A HCM 95th-tile Q 2.6 0.3 0.5 1.5 0.5 0.9 1.9 0.5 ---PAGE BREAK--- HCM 7th TWSC 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - PM Page 3 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 2 237 29 6 222 Future Vol, veh/h 18 2 237 29 6 222 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 20 2 263 32 7 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 539 279 0 0 296 0 Stage 1 279 - - - - - Stage 2 260 - - - - - 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 507 764 - - 1277 - Stage 1 772 - - - - - Stage 2 788 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 504 764 - - 1277 - Mov Cap-2 Maneuver 504 - - - - - Stage 1 772 - - - - - Stage 2 783 - - - - - Approach WB NB SB HCM Control Delay, s/v12.21 0 0.21 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 521 47 - HCM Lane V/C Ratio - - 0.043 0.005 - HCM Control Delay (s/veh) - - 12.2 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - PM Page 4 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 37 233 2 21 207 Future Vol, veh/h 2 37 233 2 21 207 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 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 2 41 256 2 23 227 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 531 257 0 0 258 0 Stage 1 257 - - - - - Stage 2 274 - - - - - 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 512 786 - - 1318 - Stage 1 790 - - - - - Stage 2 777 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 502 786 - - 1318 - Mov Cap-2 Maneuver 502 - - - - - Stage 1 790 - - - - - Stage 2 762 - - - - - Approach WB NB SB HCM Control Delay, s/v 9.99 0 0.72 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 764 166 - HCM Lane V/C Ratio - - 0.056 0.018 - HCM Control Delay (s/veh) - - 10 7.8 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0.1 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/24/2024 Boones Crossing 12 Report Year 2027 Background Condtions - PM Page 5 Intersection Int Delay, s/veh 4.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 178 487 721 49 31 182 Future Vol, veh/h 178 487 721 49 31 182 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 0 0 Mvmt Flow 187 513 759 52 33 192 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 759 0 - 0 1646 759 Stage 1 - - - - 759 - Stage 2 - - - - 887 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 853 - - - 110 410 Stage 1 - - - - 466 - Stage 2 - - - - 406 - Platoon blocked, % - - - Mov Cap-1 Maneuver 853 - - - 86 410 Mov Cap-2 Maneuver - - - - 86 - Stage 1 - - - - 363 - Stage 2 - - - - 406 - Approach EB WB SB HCM Control Delay, s/v 2.79 0 28.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 853 - - - 86 410 HCM Lane V/C Ratio 0.22 - - - 0.379 0.468 HCM Control Delay (s/veh) 10.4 - - - 70.2 21.3 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 0.8 - - - 1.5 2.4 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - AM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 149 113 162 546 312 52 Future Volume (veh/h) 149 113 162 546 312 52 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 175 67 191 642 367 49 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 320 [PHONE REDACTED] 544 73 Arrive On Green 0.19 0.19 0.14 0.60 0.36 0.36 Sat Flow, veh/h 1667 1483 1667 1750 1506 201 Grp Volume(v), veh/h 175 67 191 642 0 416 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1707 Q Serve(g_s), s 3.7 1.5 2.3 8.9 0.0 7.9 Cycle Q Clear(g_c), s 3.7 1.5 2.3 8.9 0.0 7.9 Prop In Lane 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 320 [PHONE REDACTED] 0 617 V/C Ratio(X) 0.55 0.24 0.34 0.61 0.00 0.67 Avail Cap(c_a), veh/h 951 [PHONE REDACTED] 0 1948 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 14.1 13.2 6.0 4.9 0.0 10.4 Incr Delay (d2), s/veh 1.1 0.3 0.3 0.4 0.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.4 0.5 1.8 0.0 2.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 15.1 13.5 6.3 5.3 0.0 11.4 LOS B B A A B Approach Vol, veh/h 242 833 416 Approach Delay, s/veh 14.7 5.5 11.4 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.2 17.9 27.2 11.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 44.0 60.0 22.0 Max Q Clear Time (g_c+I1), s 4.3 9.9 10.9 5.7 Green Ext Time s 0.4 3.9 7.2 0.9 Intersection Summary HCM 7th Control Delay, s/veh 8.6 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - AM Page 2 Intersection Intersection Delay, s/veh19.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 157 164 113 22 143 1 165 183 36 5 92 98 Future Vol, veh/h 157 164 113 22 143 1 165 183 36 5 92 98 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 173 180 124 24 157 1 181 201 40 5 101 108 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh17.2 14 29.3 12 HCM LOS C B D B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 47% 0% 100% 0% 100% 0% 5% 0% Vol Thru, % 53% 0% 0% 59% 0% 99% 95% 0% Vol Right, % 0% 100% 0% 41% 0% 1% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 348 36 157 277 22 144 97 98 LT Vol 165 0 157 0 22 0 5 0 Through Vol 183 0 0 164 0 143 92 0 RT Vol 0 36 0 113 0 1 0 98 Lane Flow Rate 382 40 173 304 24 158 107 108 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.777 0.07 0.366 0.577 0.055 0.339 0.226 0.206 Departure Headway (Hd) 7.316 6.358 7.633 6.829 8.221 7.702 7.629 6.882 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 493 563 471 527 435 467 470 520 Service Time 5.065 4.107 5.385 4.581 5.983 5.462 5.389 4.641 HCM Lane V/C Ratio 0.775 0.071 0.367 0.577 0.055 0.338 0.228 0.208 HCM Control Delay, s/veh 31.3 9.6 14.8 18.5 11.5 14.4 12.6 11.4 HCM Lane LOS D A B C B B B B HCM 95th-tile Q 6.9 0.2 1.7 3.6 0.2 1.5 0.9 0.8 ---PAGE BREAK--- HCM 7th TWSC 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - AM Page 3 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 35 178 19 12 214 Future Vol, veh/h 57 35 178 19 12 214 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 1 1 Mvmt Flow 63 39 198 21 13 238 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 473 208 0 0 219 0 Stage 1 208 - - - - - Stage 2 264 - - - - - Critical Hdwy 6.4 6.2 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.209 - Pot Cap-1 Maneuver 554 837 - - 1356 - Stage 1 831 - - - - - Stage 2 785 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 547 837 - - 1356 - Mov Cap-2 Maneuver 547 - - - - - Stage 1 831 - - - - - Stage 2 776 - - - - - Approach WB NB SB HCM Control Delay, s/v11.81 0 0.41 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 630 96 - HCM Lane V/C Ratio - - 0.162 0.01 - HCM Control Delay (s/veh) - - 11.8 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.6 0 - ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - AM Page 4 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 23 175 3 25 248 Future Vol, veh/h 0 23 175 3 25 248 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 82 82 82 82 82 82 Heavy Vehicles, % 0 0 2 2 0 0 Mvmt Flow 0 28 213 4 30 302 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 579 215 0 0 217 0 Stage 1 215 - - - - - Stage 2 363 - - - - - 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 481 830 - - 1365 - Stage 1 825 - - - - - Stage 2 708 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 468 830 - - 1365 - Mov Cap-2 Maneuver 468 - - - - - Stage 1 825 - - - - - Stage 2 689 - - - - - Approach WB NB SB HCM Control Delay, s/v 9.49 0 0.7 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 830 165 - HCM Lane V/C Ratio - - 0.034 0.022 - HCM Control Delay (s/veh) - - 9.5 7.7 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0.1 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - AM Page 5 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 138 529 420 44 39 193 Future Vol, veh/h 138 529 420 44 39 193 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 4 4 3 3 0 0 Mvmt Flow 152 581 462 48 43 212 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 462 0 - 0 1346 462 Stage 1 - - - - 462 - Stage 2 - - - - 885 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1089 - - - 168 604 Stage 1 - - - - 639 - Stage 2 - - - - 407 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1089 - - - 145 604 Mov Cap-2 Maneuver - - - - 145 - Stage 1 - - - - 550 - Stage 2 - - - - 407 - Approach EB WB SB HCM Control Delay, s/v 1.83 0 18.48 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1089 - - - 145 604 HCM Lane V/C Ratio 0.139 - - - 0.296 0.351 HCM Control Delay (s/veh) 8.8 - - - 39.9 14.1 HCM Lane LOS A - - - E B HCM 95th %tile Q(veh) 0.5 - - - 1.2 1.6 ---PAGE BREAK--- HCM 7th Signalized Intersection Summary 1: Settlemier Ave & Hayes St 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - PM Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 89 191 183 440 506 74 Future Volume (veh/h) 89 191 183 440 506 74 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 98 106 201 484 556 73 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 259 [PHONE REDACTED] 726 95 Arrive On Green 0.16 0.16 0.12 0.68 0.48 0.48 Sat Flow, veh/h 1667 1483 1667 1750 1514 199 Grp Volume(v), veh/h 98 106 201 484 0 629 Grp Sat Flow(s),veh/h/ln 1667 1483 1667 1750 0 1713 Q Serve(g_s), s 2.5 3.1 2.4 5.9 0.0 14.5 Cycle Q Clear(g_c), s 2.5 3.1 2.4 5.9 0.0 14.5 Prop In Lane 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 259 [PHONE REDACTED] 0 821 V/C Ratio(X) 0.38 0.46 0.41 0.41 0.00 0.77 Avail Cap(c_a), veh/h 623 [PHONE REDACTED] 0 1673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.2 18.5 7.4 3.4 0.0 10.3 Incr Delay (d2), s/veh 0.7 1.1 0.4 0.2 0.0 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.1 0.6 1.1 0.0 4.5 Unsig. Movement Delay, s/veh Delay(d), s/veh 18.9 19.6 7.8 3.6 0.0 11.5 LOS B B A A B Approach Vol, veh/h 204 685 629 Approach Delay, s/veh 19.3 4.8 11.5 Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.6 27.1 36.7 11.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 47.0 64.0 18.0 Max Q Clear Time (g_c+I1), s 4.4 16.5 7.9 5.1 Green Ext Time s 0.5 6.5 4.9 0.7 Intersection Summary HCM 7th Control Delay, s/veh 9.5 HCM 7th LOS A ---PAGE BREAK--- HCM 7th AWSC 2: S Settlemier Ave & Parr Rd NE/S Front S 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - PM Page 2 Intersection Intersection Delay, s/veh14.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 70 117 69 109 7 83 180 49 4 219 80 Future Vol, veh/h 67 70 117 69 109 7 83 180 49 4 219 80 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 74 77 129 76 120 8 91 198 54 4 241 88 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay, s/veh12.9 12.2 16.5 13.8 HCM LOS B B C B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 Vol Left, % 32% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 68% 0% 0% 37% 0% 94% 98% 0% Vol Right, % 0% 100% 0% 63% 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 263 49 67 187 69 116 223 80 LT Vol 83 0 67 0 69 0 4 0 Through Vol 180 0 0 70 0 109 219 0 RT Vol 0 49 0 117 0 7 0 80 Lane Flow Rate 289 54 74 205 76 127 245 88 Geometry Grp 5 5 5 5 5 5 5 5 Degree of Util 0.554 0.09 0.154 0.376 0.162 0.253 0.46 0.147 Departure Headway (Hd) 6.901 6.026 7.549 6.59 7.691 7.135 6.764 6.04 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 526 598 476 547 466 504 532 593 Service Time 4.601 3.726 5.291 4.332 5.436 4.881 4.502 3.778 HCM Lane V/C Ratio 0.549 0.09 0.155 0.375 0.163 0.252 0.461 0.148 HCM Control Delay, s/veh 17.8 9.3 11.7 13.3 11.9 12.3 15.2 9.8 HCM Lane LOS C A B B B B C A HCM 95th-tile Q 3.3 0.3 0.5 1.7 0.6 1 2.4 0.5 ---PAGE BREAK--- HCM 7th TWSC 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - PM Page 3 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 41 26 237 68 47 222 Future Vol, veh/h 41 26 237 68 47 222 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 46 29 263 76 52 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 652 301 0 0 339 0 Stage 1 301 - - - - - Stage 2 351 - - - - - 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 436 743 - - 1232 - Stage 1 755 - - - - - Stage 2 717 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 414 743 - - 1232 - Mov Cap-2 Maneuver 414 - - - - - Stage 1 755 - - - - - Stage 2 682 - - - - - Approach WB NB SB HCM Control Delay, s/v13.45 0 1.41 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 500 314 - HCM Lane V/C Ratio - - 0.149 0.042 - HCM Control Delay (s/veh) - - 13.5 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0.1 - ---PAGE BREAK--- HCM 7th TWSC 4: S Boones Ferry Rd & Belle Passi Road NE 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - PM Page 4 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 49 260 2 28 223 Future Vol, veh/h 2 49 260 2 28 223 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 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 2 54 286 2 31 245 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 593 287 0 0 288 0 Stage 1 287 - - - - - Stage 2 307 - - - - - 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 471 757 - - 1286 - Stage 1 767 - - - - - Stage 2 751 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 458 757 - - 1286 - Mov Cap-2 Maneuver 458 - - - - - Stage 1 767 - - - - - Stage 2 730 - - - - - Approach WB NB SB HCM Control Delay, s/v10.28 0 0.88 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 738 201 - HCM Lane V/C Ratio - - 0.076 0.024 - HCM Control Delay (s/veh) - - 10.3 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0.1 - ---PAGE BREAK--- HCM 7th TWSC 5: OR-99E & Boones Ferry Rd 10/30/2024 Boones Crossing 12 Report Year 2027 Buildout Condtions - PM Page 5 Intersection Int Delay, s/veh 5.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 205 487 721 49 31 198 Future Vol, veh/h 205 487 721 49 31 198 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - None Storage Length 535 - - 345 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 0 0 Mvmt Flow 216 513 759 52 33 208 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 759 0 - 0 1703 759 Stage 1 - - - - 759 - Stage 2 - - - - 944 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 853 - - - 102 410 Stage 1 - - - - 466 - Stage 2 - - - - 381 - Platoon blocked, % - - - Mov Cap-1 Maneuver 853 - - - 76 410 Mov Cap-2 Maneuver - - - - 76 - Stage 1 - - - - 348 - Stage 2 - - - - 381 - Approach EB WB SB HCM Control Delay, s/v 3.15 0 30.84 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 853 - - - 76 410 HCM Lane V/C Ratio 0.253 - - - 0.429 0.509 HCM Control Delay (s/veh) 10.6 - - - 83.9 22.5 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 1 - - - 1.7 2.8 ---PAGE BREAK--- Signalized Intersection V/C Calculation Summary MORNING PEAK HOUR Year 2024 Existing Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.42 Critical Intersection V/C: 0.63 Adjusted Flow Rate: 171 527 362 172 58 Cycle Length (seconds): 36 Saturated Flow: 1667 1750 1702 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.10 0.30 0.21 0.10 0.04 Number of Phases 3 Year 2027 Background Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.46 Critical Intersection V/C: 0.68 Adjusted Flow Rate: 182 627 410 175 66 Cycle Length (seconds): 38.2 Saturated Flow: 1667 1750 1707 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.11 0.36 0.24 0.10 0.04 Number of Phases 3 Year 2027 Buildout Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.47 Critical Intersection V/C: 0.68 Adjusted Flow Rate: 191 642 416 175 67 Cycle Length (seconds): 38.6 Saturated Flow: 1667 1750 1707 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.11 0.37 0.24 0.10 0.05 Number of Phases 3 EVENING PEAK HOUR Year 2024 Existing Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.47 Critical Intersection V/C: 0.66 Adjusted Flow Rate: 181 409 512 96 94 Cycle Length (seconds): 41.9 Saturated Flow: 1667 1750 1706 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.11 0.23 0.30 0.06 0.06 Number of Phases 3 Year 2027 Background Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.54 Critical Intersection V/C: 0.73 Adjusted Flow Rate: 196 473 611 98 101 Cycle Length (seconds): 47.1 Saturated Flow: 1667 1750 1712 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.12 0.27 0.36 0.06 0.07 Number of Phases 3 Year 2027 Buildout Critical Movement: NBL NBT SBTR EBL EBR Sum of Critical Flow Ratios: 0.56 Critical Intersection V/C: 0.74 Adjusted Flow Rate: 201 484 629 98 106 Cycle Length (seconds): 48.2 Saturated Flow: 1667 1750 1713 1667 1483 Lost Time per phase (seconds) 4 Flow Ratio: 0.12 0.28 0.37 0.06 0.07 Number of Phases 3 0.49 Protected/Permitted Left-Turn Phasing Single Approach Protected/Permitted Left-Turn Phasing Single Approach Protected/Permitted Left-Turn Phasing Single Approach 0.41 0.47 0.06 0.07 0.07 Intersection 1: W Hayes Ave & S Settlemier Rd Intersection 1: W Hayes Ave & S Settlemier Rd Protected/Permitted Left-Turn Phasing Single Approach 0.36 0.37 Protected/Permitted Left-Turn Phasing Single Approach 0.32 0.10 Protected/Permitted Left-Turn Phasing Single Approach 0.10 0.10 ---PAGE BREAK--- Queuing and Blocking Report 10/24/2024 Boones Crossing SimTraffic Report Year 2027 Background Condtions - AM Page 1 Intersection: 1: Settlemier Ave & Hayes St Movement EB EB NB NB SB Directions Served L R L T TR Maximum Queue (ft) 116 78 103 228 199 Average Queue (ft) 56 37 43 94 85 95th Queue (ft) 93 66 80 166 152 Link Distance (ft) 626 543 381 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time 1 0 0 5 Queuing Penalty (veh) 1 0 2 8 Intersection: 2: 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) 100 121 40 88 129 22 70 57 Average Queue (ft) 47 67 13 42 67 9 27 21 95th Queue (ft) 79 101 36 68 115 21 50 44 Link Distance (ft) 3044 647 2456 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 1 1 5 Queuing Penalty (veh) 0 1 0 2 Intersection: 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) Movement WB Directions Served LR Maximum Queue (ft) 31 Average Queue (ft) 13 95th Queue (ft) 35 Link Distance (ft) 563 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 10/24/2024 Boones Crossing SimTraffic Report Year 2027 Background Condtions - AM Page 2 Intersection: 4: S Boones Ferry Rd & Belle Passi Road NE Movement WB SB Directions Served LR LT Maximum Queue (ft) 28 31 Average Queue (ft) 10 1 95th Queue (ft) 29 12 Link Distance (ft) 2010 1956 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: OR-99E & Boones Ferry Rd Movement EB WB SB SB Directions Served L R L R Maximum Queue (ft) 63 11 65 87 Average Queue (ft) 27 0 20 39 95th Queue (ft) 51 8 49 67 Link Distance (ft) 1528 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 535 345 75 Storage Blk Time 0 1 Queuing Penalty (veh) 1 0 Network Summary Network wide Queuing Penalty: 15 ---PAGE BREAK--- Queuing and Blocking Report 10/24/2024 Boones Crossing SimTraffic Report Year 2027 Background Condtions - PM Page 1 Intersection: 1: Settlemier Ave & Hayes St Movement EB EB NB NB SB Directions Served L R L T TR Maximum Queue (ft) 111 104 97 174 311 Average Queue (ft) 44 56 57 80 142 95th Queue (ft) 85 92 93 149 248 Link Distance (ft) 626 543 381 Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 100 Storage Blk Time 0 1 1 3 Queuing Penalty (veh) 1 0 3 5 Intersection: 2: 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) 55 101 50 78 94 38 95 44 Average Queue (ft) 28 52 25 38 50 12 40 16 95th Queue (ft) 47 86 43 63 81 28 71 31 Link Distance (ft) 3044 647 2456 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 1 Queuing Penalty (veh) 0 0 0 Intersection: 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) Movement WB SB Directions Served LR LT Maximum Queue (ft) 36 29 Average Queue (ft) 13 2 95th Queue (ft) 35 13 Link Distance (ft) 563 2456 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 10/24/2024 Boones Crossing SimTraffic Report Year 2027 Background Condtions - PM Page 2 Intersection: 4: S Boones Ferry Rd & Belle Passi Road NE Movement WB SB Directions Served LR LT Maximum Queue (ft) 28 31 Average Queue (ft) 16 3 95th Queue (ft) 33 17 Link Distance (ft) 2010 1956 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: OR-99E & Boones Ferry Rd Movement EB EB SB SB Directions Served L T L R Maximum Queue (ft) 113 27 52 106 Average Queue (ft) 49 1 20 51 95th Queue (ft) 88 19 46 85 Link Distance (ft) 1371 1528 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 535 75 Storage Blk Time 0 4 Queuing Penalty (veh) 0 1 Network Summary Network wide Queuing Penalty: 11 ---PAGE BREAK--- Queuing and Blocking Report 10/30/2024 Boones Crossing SimTraffic Report Year 2027 Buildout Condtions - AM Page 1 Intersection: 1: Settlemier Ave & Hayes St Movement EB EB NB NB SB Directions Served L R L T TR Maximum Queue (ft) 104 93 113 187 210 Average Queue (ft) 52 40 43 92 88 95th Queue (ft) 89 71 75 154 160 Link Distance (ft) 626 543 381 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 Storage Blk Time 1 0 0 4 Queuing Penalty (veh) 1 0 1 6 Intersection: 2: 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) 104 149 38 98 200 122 55 51 Average Queue (ft) 50 71 15 44 83 15 28 20 95th Queue (ft) 83 116 38 71 155 63 50 39 Link Distance (ft) 3044 647 2456 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 1 1 11 Queuing Penalty (veh) 0 2 0 4 Intersection: 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) Movement WB SB Directions Served LR LT Maximum Queue (ft) 62 30 Average Queue (ft) 31 2 95th Queue (ft) 52 15 Link Distance (ft) 563 2456 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 10/30/2024 Boones Crossing SimTraffic Report Year 2027 Buildout Condtions - AM Page 2 Intersection: 4: S Boones Ferry Rd & Belle Passi Road NE Movement WB SB Directions Served LR LT Maximum Queue (ft) 27 38 Average Queue (ft) 12 3 95th Queue (ft) 30 18 Link Distance (ft) 2010 1956 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: OR-99E & Boones Ferry Rd Movement EB WB SB SB Directions Served L R L R Maximum Queue (ft) 74 11 70 76 Average Queue (ft) 29 0 20 38 95th Queue (ft) 57 8 47 61 Link Distance (ft) 1528 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 535 345 75 Storage Blk Time 0 0 Queuing Penalty (veh) 1 0 Network Summary Network wide Queuing Penalty: 16 ---PAGE BREAK--- Queuing and Blocking Report 10/30/2024 Boones Crossing SimTraffic Report Year 2027 Buildout Condtions - PM Page 1 Intersection: 1: Settlemier Ave & Hayes St Movement EB EB NB NB SB Directions Served L R L T TR Maximum Queue (ft) 94 113 118 163 307 Average Queue (ft) 39 57 61 82 143 95th Queue (ft) 79 93 101 147 256 Link Distance (ft) 626 543 381 Upstream Blk Time 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 100 Storage Blk Time 0 1 1 3 Queuing Penalty (veh) 0 1 5 6 Intersection: 2: 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) 68 101 51 80 121 32 99 43 Average Queue (ft) 31 54 26 40 57 12 44 18 95th Queue (ft) 53 86 46 67 95 26 75 34 Link Distance (ft) 3044 647 2456 760 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 105 75 85 140 Storage Blk Time 0 0 0 2 0 Queuing Penalty (veh) 0 0 0 1 0 Intersection: 3: S Boones Ferry Rd/S Settlemier Ave & E Traverse Road (Site Access) Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 61 4 57 Average Queue (ft) 30 0 14 95th Queue (ft) 51 3 41 Link Distance (ft) 563 1956 2456 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) ---PAGE BREAK--- Queuing and Blocking Report 10/30/2024 Boones Crossing SimTraffic Report Year 2027 Buildout Condtions - PM Page 2 Intersection: 4: S Boones Ferry Rd & Belle Passi Road NE Movement WB SB Directions Served LR LT Maximum Queue (ft) 41 38 Average Queue (ft) 20 6 95th Queue (ft) 37 26 Link Distance (ft) 2010 1956 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time Queuing Penalty (veh) Intersection: 5: OR-99E & Boones Ferry Rd Movement EB WB SB SB Directions Served L R L R Maximum Queue (ft) 124 11 119 138 Average Queue (ft) 55 0 27 57 95th Queue (ft) 102 8 71 99 Link Distance (ft) 1528 Upstream Blk Time Queuing Penalty (veh) Storage Bay Dist (ft) 535 345 75 Storage Blk Time 2 5 Queuing Penalty (veh) 4 2 Network Summary Network wide Queuing Penalty: 20