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Exhibit F-005 Transportation Impact Analysis
Rassekh Park Revised Traffic Impact Analysis 18011 Stafford Road Lake Oswego, Oregon 97034 Prepared for: City of Lake Oswego Parks and Recreation Department PO Box 369 Lake Oswego, Oregon 97034 K it)PROFESS April 7, 2022 �c,���G i i - obi PBS Project 71637.004 85811PE Di ly signed -\ G by : n A Manix {h ' 7.0 do ,, e:#� 2022.04.08 ',1, v 2 4 •:52-07'00' "IND RE`N EXPIRES:12/31/22 0 PBS 415 W 6TH STREET, SUITE 601 VANCOUVER, WA 98660 360.695.3488 MAIN 866.727.0140 FAX PBSUSA.COM Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Table of Contents Executive Summary iv 1 INTRODUCTION 1 1.1 Scope of Study 1 1.2 Existing Site Conditions 1 1.3 Existing Infrastructure 2 1.3.1 Land Uses 2 1.3.2 Existing Roadways 2 1.3.3 Major Intersections and Traffic Control 3 1.4 Traffic Volumes 4 1.4.1 Existing Traffic Volumes 4 1.4.2 Background Growth 5 1.4.3 In-Process Projects 5 1.4.4 Future Volumes 5 2 PROPOSED CONDITIONS 6 2.1 Project Description 6 2.2 Access and Circulation 6 2.3 Trip Generation and Distribution 6 2.3.1 Proposed Trip Generation 6 2.3.2 Proposed Trip Distribution 7 2.3.3 Proposed Trip Generation and Distribution for the Recreation and Aquatics Center 7 2.3.4 Future Volumes with Project 8 3 INTERSECTION OPERATIONS ANALYSES 9 3.1 Operations Description 9 3.2 Operation Standards 9 3.3 Analysis Methodology 9 3.4 Level of Service Analyses 10 3.4.1 2022 Existing Conditions 10 3.4.2 2024 Future Conditions Without Project 11 3.4.3 2024 Future Conditions With Project (Rassekh Park) 12 3.4.4 2024 Future Conditions With Both Projects (Rassekh Park and LORAC) 13 3.5 Queueing Analysis 15 3.6 Traffic Signal Warrants 19 4 SAFETY ANALYSIS 20 4.1 Left-Turn Storage Analysis 20 4.2 Right-Turn Treatment Analysis 20 4.3 Collision Analysis 20 4.4 Transit, Pedestrian, and Bicycle Facilities 21 4.5 Sight Distance at Site Access 21 5 FINDINGS SUMMARY 23 5.1 Estimating Present Traffic Volumes 23 5.2 Future Traffic Volumes Increase 23 5.3 Access and Circulation 23 PBS J April 7,2022 PBS Project 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 5.4 Trip Generation 23 5.5 Level of Service Analysis 23 5.6 Queuing Analysis 23 5.7 Left-Turn Lane Evaluation 23 5.8 Right-Turn Lane Evaluation 23 5.9 Collision Analysis 23 5.10 Transit, Pedestrian, and Bicycle Facilities 23 5.11 Driveway Sight Distance 24 6 RECOMMENDATIONS SUMMARY 25 6.1 Provide for Accessibility 25 6.2 Maintain Clear Sight Lines 25 7 REFERENCES 26 PBS J April 7,2022 ii PBS Project 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Supporting Data TABLES Table 1. Land Uses Around the Site Table 2. Existing Roadway Information Table 3. Major Intersections: Existing Lanes and Traffic Controls Table 4. New Trip Generation for Rassekh Park Table 5. Estimated 2022 Level of Service for Existing Conditions Table 6. Estimated 2024 Level of Service Without Project Table 7. Estimated 2024 Level of Service With Project (Rassekh Park) Table 8. Estimated 2024 Level of Service With Both Projects Table 9.AM Peak Hour Intersection Queueing Analysis Table 10. PM Peak Hour Intersection Queueing Analysis Table 11. SAT Peak Hour Intersection Queueing Analysis Table 12. Collision Analysis for Study Area Intersections (January 2015 through December 2019) FIGURES Figure 1.Vicinity Map Figure 2. Site Plan Figure 3. Existing Lane Configuration and Traffic Controls Figure 4. 2022 Existing Volumes Figure 5. 2024 Without Project Volumes Figure 6.Trip Distribution and Assignment(Rassekh Park) Figure 7. 2024 With Project Volumes (Rassekh Park) Figure 8.Trip Distribution and Assignment(LORAC) Figure 9. 2024 With Project Volumes (Rassekh Park and LORAC) Figure 10. Clear Sight Triangle APPENDICES Appendix A: Traffic Counts Appendix B:Trip Generation Calculations Appendix C: Level of Service Calculations Appendix D: Queueing Analysis Appendix E: Four- Hour Signal Warrants Appendix F:Turn Lane Evaluations Appendix G: Collision Rate Calculations and Data Appendix H: Clackamas County Correspondence ©2022 PBS Engineering and Environmental Inc. PBS J April 7,2022 iii PBS Project 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Executive Summary Purpose and Scope The applicant proposes to construct a new public park, Rassekh Park, to include a public multi-purpose athletic field for lacrosse, Cal Ripken division softball, and soccer.The project will have one access off Atherton Drive and will include on-site parking, a restroom facility, maintenance building, picnic area, play area, and space for a future skate park.The project will require a 10-foot-wide right-of-way dedication along the site's Stafford Road frontage, as well as required street trees, paved multi-use path, and stormwater filtration areas. The purpose of this analysis is to determine the impacts of the traffic generated by the public park project on the surrounding roadway infrastructure.This study analyzes the 2022 existing conditions and 2024 future conditions, without and with project.The project site is shown on the vicinity map (Figure 1).This analysis will determine if mitigation is required to keep the roadways operating safely and at capacity levels acceptable under the current level of service standards. This report documents the findings and conclusions of a traffic impact analysis (TIA) conducted for the proposed site plan (Figure 2) application for property located in Lake Oswego, Oregon (City). The following intersections were identified for this TIA: 1. Stafford Road/Rosemont Road/Atherton Drive 2. Stafford Road/Overlook Drive 3. Stafford Road/Bergis Road 4. Stafford Road/Sunny Hill Drive 5. Stafford Road -- McVey Avenue/South Shore Boulevard 6. Tree Top Lane -- Meadowlark Lane/Overlook Drive 7. Stafford Road/North LORAC* Driveway (Existing Golf Course Driveway) 8. South LORAC Driveway/Overlook Drive (Future LORAC* Driveway) 9. Rassekh Park Driveway/Atherton Drive (Proposed) *LORAC = Lake Oswego Recreation and Aquatics Center Findings The findings of this TIA are summarized below. Intersection turning movement counts informing this TIA were collected in February 2022. No COVID-19 adjustments or volume balancing were applied to the data.The system peak hours were calculated to occur at 7:45-8:45 AM (weekday AM peak hour), at 4:00-5:00 PM (weekday PM peak hour), and at 1:00-2:00 PM (Saturday, or SAT, peak hour).The unadjusted system peak hour data were used in the analyses. Traffic volumes in the study area will continue to increase without or with the project. Generic background growth was estimated to add approximately 2%to the existing traffic counts between the existing year (2022) and the projected year (2024) of Rassekh Park's completion. The proposed new driveway on Atherton Drive will permit all movements.The existing gravel access will be retained as a maintenance access road blocked by a traffic bollard; it will not be a public access. Two pedestrian path connections to Stafford Road and one to Ridge Pointe Drive will be provided. Rassekh Park is anticipated to generate 72 vehicle trips during a typical weekday, including 1 during the AM peak hour and 16 during the PM peak hour, plus 40 during the SAT peak hour. pBs iv PBS 2022 April 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon All studied intersections will operate at an acceptable level of service (LOS)through the 2024 year of opening With Both Projects conditions (the Rassekh Park and LORAC) during the weekday AM and PM peak hours and the SAT peak hour. No queueing concerns were identified during the AM, PM, or SAT peak hour analysis scenarios. The eastbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a left-turn lane. The westbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a right-turn lane. The 2015-2019 collision history at the study intersections was reviewed; all intersections have collision rates lower than the critical rate, and no patterns of collision types or of severe collisions were identified. Pedestrian facilities are readily available within the study area, while bicycle facilities are intermittent, and the closest transit stops (near the Stafford Road — McVey Avenue/South Shore Boulevard intersection) are approximately 1 mile north of the project site. Digital review of the current conditions along Atherton Drive suggests adequate sight distances should be achievable through trimming existing vegetation, design, and construction of the proposed access intersection. No sight distance limitations were identified at the proposed access location on Atherton Drive. Recommendations This traffic impact analysis supports the following recommendations. Assure all driveways, sidewalks, crosswalks, and curb ramps constructed or modified with the project comply with the current Americans with Disabilities Act guidelines. Design the project access point on Atherton Drive consistent with Chapter 9.5.3 of the American Association of State Highway and Transportation Officials Geometric Design guide for intersection sight distance. Install no objects within the sight distance triangles that would block exiting drivers'view at the access points. pBs April2022 v PBS Project ct 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 1 INTRODUCTION The purpose of this study is to determine the impacts of the traffic generated by the Rassekh Park project on the surrounding roadway infrastructure.The project site is shown on the vicinity map (Figure 1). This study will determine if mitigation is required to keep the roadways operating safely and at capacity levels acceptable under the current level of service standards. This report documents the findings and conclusions of a traffic impact analysis (TIA) conducted for the proposed site plan (Figure 2) application for property located in Lake Oswego, Oregon (City). 1.1 Scope of Study This study documents the existing and proposed conditions, traffic data, safety analysis, and intersection operations in accordance with the requirements of the City TIA guidelines (see City Ordinance 2725 in References). The following intersections were identified for analysis: 1. Stafford Road/Rosemont Road/Atherton Drive 2. Stafford Road/Overlook Drive 3. Stafford Road/Bergis Road 4. Stafford Road/Sunny Hill Drive 5. Stafford Road -- McVey Avenue/South Shore Boulevard 6. Tree Top Lane -- Meadowlark Lane/Overlook Drive 7. Stafford Road/North LORAC* Driveway (Existing Driveway) 8. South LORAC Driveway/Overlook Drive (Future Driveway) 9. Rassekh Park Driveway/Atherton Drive (Proposed Driveway) *LORAC— Lake Oswego Recreation and Aquatics Center City staff requested PBS Engineering and Environmental Inc. (PBS) evaluate LORAC, a nearby project being developed on a similar timeline as Rassekh Park, within this TIA report to consider conditions with both projects (Rassekh Park and LORAC) in place.This TIA includes analysis of future background conditions growth based on an assumed 1%annual growth rate. This TIA is prepared for submission to the City.The traffic-related issues addressed in this report include: • Existing traffic conditions • Proposed site-generated traffic volumes and their distribution • Build-out year (2024) conditions without and with the project (Rassekh Park) • Build-out year (2024) conditions with both projects (Rassekh Park and LORAC) • Capacity and queuing analyses of the existing and future conditions for weekday AM, PM, and Saturday(SAT) peak hours • Safety analysis of the existing and future conditions • Recommendations for mitigation of traffic impacts and conclusions 1.2 Existing Site Conditions The proposed project is located north of Atherton Drive and west of Stafford Road and is currently free of structures, containing only trees and vegetation. The site has a gravel access road along the north property line that connects to Stafford Road on the east with an open driveway and to Ridge Pointe Drive on the west pBs J ctA 71 3 .002 1 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon at a barricaded public roadway.The western portion of the site is designated as sensitive land surrounding a tributary creek. The site does not contain any connections to Atherton Drive. 1.3 Existing Infrastructure The existing infrastructure and operational traffic conditions in the study area were documented. Roadway conditions were studied to confirm that the roadway is currently operating in a safe and efficient manner. 1.3.1 Land Uses The land uses surrounding the site are documented to help identify the site location and provide reference for any discussion of conditions that might impact the adjacent properties.The land uses surrounding the site are shown in Table 1. Table 1. Land Uses Around the Site North of Site Zoning PF & R-15 Description Public Functions & Residential — Low Density Existing Use High School &Church West of Site S East of Site Zoning R-15 I Zoning Clackamas County's EFU Description Residential — Low Density T Description Exclusive Farm Use Existing Use Single-Family Homes E Existing Use Agriculture South of Site Zoning R-15 &Clackamas County's RRFF5 Residential — Low Density& Description Rural Residential Farm Forest 5-Acre Existing Use Single-Family Homes 1.3.2 Existing Roadways The existing local access roadway providing access to the site is Atherton Drive. Data were gathered on this and other roadways in the study area to inform operations analysis of the existing roadway system.The pertinent information regarding the study area roadways is tabulated in Table 2. pBs J ctA 71 3 .002 2 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Table 2. Existing Roadway Information Speed Lane Configuration Roadway Name Classification Limit (mph) Lanes Sidewalks Bike Lanes Minor Sidewalks between Multi use path on west Stafford Road Arterial/Major 35 2 Patton Rd &South side south of Patton Rd, Arterial Shore Blvd NB bike lane between Patton &South Shore Blvd Rosemont Road Minor Arterial 40 2 Multi-use path on Multi-use path on north north side side Atherton Drive Local Access 25 2 South side No Overlook Drive Neighborhood 25 2 Yes No Collector Bergis Road Neighborhood 25 2 Yes Yes Collector Sunny Hill Drive Local Access 25 2 North side No McVey Avenue Minor Arterial 30 2 Yes Yes South Shore Major Collector 35 2 South side just west No Boulevard of Stafford Rd Tree Top Lane Neighborhood 25 2 No No Collector Meadowlark Local Access 25 2 No No Lane mph = miles per hour 1.3.3 Major Intersections and Traffic Control The information shown in Table 3 was gathered and is relevant to the intersection operations analysis noted above. Table 3 presents the existing geometrics and traffic control at the study intersections. Table 3. Major Intersections: Existing Lanes and Traffic Controls Intersection Stafford Road/Rosemont Road/Atherton Drive Leg NB SB WB EB Control Roundabout Roundabout Roundabout Roundabout Number of Lanes 1 1 1 1 1 Intersection Stafford Road/Overlook Drive Leg NB SB WB EB Control Signal Signal Signal Signal Number of Lanes 1 2 3 2 2 Intersection Stafford Road/Bergis Road Leg NB SB WB EB Control Unc. Unc. Stop N/A PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Number of Lanes 2 1 1 N/A Intersection Stafford Road/Sunny Hill Drive Leg NB SB WB EB Control Unc. Unc. N/A Stop Number of Lanes 1 2 N/A 1 Intersection Stafford Road-- McVey Avenue/South Shore Boulevard Leg NB (Stafford Rd) SB (McVey Ave) WB (Retail EB (South Shore Driveway) Blvd) Control Signal Signal Signal Signal Number of Lanes 2 2 1 2 Intersection Meadowlark Lane-- Tree Top Lane/Overlook Drive Leg NB SB WB EB Control Stop Stop Stop Stop Number of Lanes 1 1 1 1 Intersection Stafford Road/North LORAC Driveway(Golf Driveway) Leg NB SB WB EB Control Unc. Unc. N/A Stop Number of Lanes 1 1 N/A 1 Roundabout= Roundabout intersection Signal =Traffic signal intersection Stop= Stop-controlled leg of intersection Unc. = Uncontrolled leg approaching intersection—does not stop or yield N/A=Approach does not exist The project area is defined as the vicinity of the site encompassed by the study intersections.The operation of the intersections can be controlled by signing, roundabouts, or signalization.Table 3 refers to the type of control and number of approach lanes for each leg of each intersection.The existing lane configurations and traffic controls for all intersections are shown in Figure 3. 1.4 Traffic Volumes 1.4.1 Existing Traffic Volumes Traffic volume data were gathered within the study area for the weekday AM peak period (7:00-9:00 AM), the weekday PM peak period (4:00-6:00 PM), and the Saturday peak period (10:00 AM-4:00 PM). PBS retained All Traffic Data (ATD) to gather the counts.ATD collected the weekday data on February 16, 2022, a day that had a typical school schedule, and the Saturday data on February 12, 2022. Copies of the count data used are provided in Appendix A. The Lake Oswego Public Golf Course was closed November 2021, and therefore, the turning movement counts from February 2022 did not capture any trips related to the existing golf course. PBS J April 7,2022 4 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Based on the similarities noted in the PM and SAT peak hour count data collected in February 2022 and earlier data collected in October 2020, the 2022 data are entered directly to the analysis without adaptation. City staff concurred that no factor should be applied to adjust for COVID-19 impacts as was done in previous editions of this TIA.The AM peak hour data were observed to show notable differences between the 2020 and 2022 data; this was expected in the study area vicinity, where traffic volumes are influenced by Lakeridge High School traffic patterns, because classes were being held remotely in October 2020 whereas classes were held in-person, on campus, in February 2022. Following data collection, a system peak hour calculation was performed to identify the hour within the AM, PM, and SAT peak time frames that had highest total volume across all studied intersections.Traffic volume data were collected in 15-minute intervals, so, to calculate the system peak hour, the total traffic volumes from each intersection during each 15-minute interval were summed into hourly totals.The system peak hours were calculated to occur at 7:45-8:45 AM (weekday AM), at 4:00-5:00 PM (weekday PM), and at 1:00- 2:00 PM (SAT). The resulting existing system peak hour volumes for the studied intersections are shown in Figure 4.These volumes were input to the intersection operations analyses addressed later in this TIA. Volume balancing between intersections would reduce the total number of trips in the PM peak hour, which was the critical hour with the highest volumes. Therefore, unbalanced volumes were used as a conservative approach. Between adjoining intersections,volumes varied by 1%or less. Findings: Intersection turning movement counts informing this TIA were collected in February 2022. No COVID-19 adjustments or volume balancing were applied to the data.The system peak hours were calculated to occur at 7:45-8:45 AM (weekday AM peak hour), at 4:00-5:00 PM (weekday PM peak hour), and at 1:00- 2:00 PM (SAT peak hour). The unadjusted system peak hour data were used in the analyses. 1.4.2 Background Growth Background growth is a generic increase in traffic volumes that either is not attributable to specific developments or is attributable to influences outside the study area.As a conservative estimate, a background growth rate of 1% per year was applied to all 2022 existing peak hour movement volumes between public roadways at the studied intersections. 1.4.3 In-Process Projects In-process trips from approved projects were requested from the City of Lake Oswego.There were no in- process projects noted by the City. City staff requested PBS evaluate LORAC, a nearby Lake Oswego Parks and Recreation project being developed on a similar timeline as the Rassekh Park, within this TIA report to consider conditions with both projects (Rassekh Park and LORAC) in place.The analysis scenarios are addressed later in this report. 1.4.4 Future Volumes The baseline volumes for 2024 intersection operations analyses, termed the 2024 Without Project volumes, represent the sum of existing traffic and background growth. Figure 5 presents the 2024 Without Project volumes for the weekday AM, PM, and SAT peak hours. Findings:Traffic volumes in the study area will continue to increase without or with the project. Generic background growth was estimated to add approximately 2%to the existing traffic counts between the existing year (2022) and the projected year (2024) of Rassekh Park's completion. pBs 5 PBS 2022 April 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 2 PROPOSED CONDITIONS The proposed development will add traffic to the roadway system. Where the project is located, the size of the project, and when it will be completed are all important elements that need to be considered to determine the impacts of this development on safety and capacity. It is also important to examine how the project will operate with the existing transportation system, estimate how much new traffic it will generate, and predict where traffic generated by the site will be distributed. Furthermore, this section will address any funded infrastructure changes planned by other agencies or developers. All these elements are important in assessing the traffic impacts of this project. 2.1 Project Description The project proposes to construct a new public park, Rassekh Park, to include a public multi-purpose athletic field for lacrosse, Cal Ripken division softball, and soccer. Other park amenities will include on-site parking, a restroom facility, maintenance building, picnic area, play area, and space for a future skate park. See Figure 2 for a detailed site plan of the facilities included with the proposed development and the proposed roadway connection. 2.2 Access and Circulation The site has one existing gravel road access point on Stafford Road and none on Atherton Drive. The existing gravel road access point on Stafford Road, along the north property line of Rassekh Park, will be blocked by a traffic bollard and will be used only for maintenance vehicles; it is not planned to be a public access.The project proposes construction of a primary public driveway on Atherton Drive located approximately 260 feet west of the Stafford Road/Rosemont Road/Atherton Drive intersection, measured between centers of the intersections.All movements will be permitted at the proposed driveway, which is shown on Figure 2. On site, a parking loop located west of the athletic field will provide vehicle circulation and parking. Traffic flow will occur predominantly in a one-way counterclockwise direction when viewed from above. Paved pedestrian walkways will be provided through the parking loop and around the athletic field and other amenities, including two walkway connections to the pedestrian facility along Stafford Road. An additional wood chip pathway will provide a pedestrian connection through the sensitive area between Ridge Pointe Drive and the on-site play area. Bicycle parking racks will be provided between the parking loop and the athletic field. Findings:The proposed new driveway on Atherton Drive will permit all movements.The existing gravel access will be retained as a maintenance access road blocked by a traffic bollard; it will not be a public access.Two pedestrian path connections to Stafford Road and one to Ridge Pointe Drive will be provided. 2.3 Trip Generation and Distribution The following sections rely on data provided in the Institute of Transportation Engineers' (ITE) Trip Generation Manual(see References section). Detailed trip generation calculations are provided in Appendix B. 2.3.1 Proposed Trip Generation The city roadway network will see some increase in traffic volume from the proposed Rassekh Park project. Based on the proposed primary use as a soccer field, the weekday and Saturday peak hour trip generation values are based on the average trip rates within ITE data for a Soccer Complex (ITE 488). A Public Park (ITE 411) was considered but based upon the primary use as multi-purpose athletic field the ITE data for a Soccer Complex was chosen for the trip generation.The ITE 488 land use data include amenities such as "stadium seating, a fitness trail, an activities shelter, picnic grounds, basketball and tennis courts, and a playground," so the ITE data are considered a reasonable model by which to estimate and capture trips generated by all uses pBs J ctA 71 3 .002 6 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon and facilities at the Rassekh Park project.The independent variable is the number of fields, and the trips generated are estimated as the product of the ITE trip rates and the one soccer field at the site's full buildout. Soccer Complex is the best ITE alternative to describe multi-proposed uses of the field space.Table 4 presents the trip generation estimates. Table 4. New Trip Generation for Rassekh Park Land Use(ITE Code) Soccer Complex (488) Independent Variable Fields Size 1 Peak Hour Trips ADT AM PM SAT In 36 1 11 18 Out 36 0 6 19 Total Trips 72 1 17 37 ADT = average weekday trips Findings: Rassekh Park is anticipated to generate 72 new vehicle trips during a typical weekday, including 1 trip during the AM peak hour and 17 trips during the PM peak hour, plus 37 trips during the SAT peak hour. 2.3.2 Proposed Trip Distribution The proposed distribution of new (primary) trips at Rassekh Park is based on a review of the land uses within the study area, on the distribution of existing traffic patterns, and on engineering judgment.The proposed distribution pattern, which was agreed upon with City staff during TIA scoping discussions, is as follows: • 15%to and from McVey Avenue, northeast of South Shore Boulevard • 5%to and from South Shore Boulevard, west of Stafford Road • 5%to and from Sunny Hill Drive, west of Stafford Road • 5%to and from Berg is Road, east of Stafford Road • 3%to and from Tree Top Lane, north of Overlook Drive • 20%to and from Overlook Drive, west of Tree Top Lane • 2%to and from area west of the Rassekh Park along Meadowlark Lane and south of Overlook Drive • 15%to and from Rosemont Road, east of Stafford Road • 30%to and from Stafford Road, south of Rosemont Road The distribution pattern above represents an external distribution of the proposed Rassekh Park trips entering and exiting the study area.The distribution and assignment of the new trips at the Rassekh Park are shown on Figure 6. 2.3.3 Proposed Trip Generation and Distribution for the Recreation and Aquatics Center For the LORAC project, weekday and Saturday peak hour trip generation values are based on the average trip rates within ITE data for a Golf Course (ITE land use code 430) and a Recreational Community Center (ITE land use code 495). For the recreation and aquatics center, the independent variable is the gross floor area (GFA), and the trips generated are estimated as the product of the ITE trip rates and the 62,900-square-foot building. The existing Lake Oswego Public Golf Course was closed November 2021, and therefore, the turning movement counts from February 2022 did not capture any trips related to the existing golf course. For the golf course, the independent variable is the number of holes, and the trips generated are estimated as the pBs 7 PBS 2022 April 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon product of the ITE trip rates and 9-hole proposed golf course. This takes into consideration the reduction from 18 holes to 9 holes of golf course use that is proposed with the build-out of the overall LORAC site. The overall LORAC development is anticipated to generate 2,024 new vehicle trips during a typical weekday, including 136 trips during the AM peak hour and 183 trips during the PM peak hour, plus 94 trips during the SAT peak hour. The proposed distribution of new (primary) trips is based on a review of the land uses within the study area, on the distribution of existing traffic patterns, and on engineering judgment. The proposed distribution pattern, which was agreed upon with City staff during TIA scoping discussions, is as follows: • 70%to and from north of the site O 50%to and from McVey Avenue, northeast of South Shore Boulevard O 10%to and from South Shore Boulevard, northwest of Stafford Road O 5%to and from Sunny Hill Drive, west of Stafford Road O 5%to and from Berg is Road, east of Stafford Road • 30%to and from south of the site O 1%to and from Tree Top Lane, north of Overlook Drive O 4%to and from Overlook Drive, west of Tree Top Lane O 10%to and from Rosemont Road, east of Stafford Road O 15%to and from Stafford Road, south of Rosemont Road The distribution pattern above represents an external distribution of the proposed LORAC trips entering and exiting the study area. The distribution and assignment of the new trips at the LORAC are shown on Figure 8. 2.3.4 Future Volumes with Project Figure 7 presents the 2024 With Project volumes for Rassekh Park, or the sum of Without Project volumes and the Rassekh Park site-generated trips, for the weekday AM and PM, and SAT peak hours. Figure 9 presents the 2024 With Project volumes for both Rassekh Park and LORAC, or the sum of Without Project volumes and the new site-generated trips for both projects, for the weekday AM and PM, and SAT peak hours. pBs J ctA 71 3 .002 8 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 3 INTERSECTION OPERATIONS ANALYSES 3.1 Operations Description Traffic operations are assessed in terms of level of service (LOS), a concept developed by transportation engineers to qualify the level of operation of intersections and roadways (Highway Capacity Manual, see References). LOS measures are classified in grades "A"through "F," indicating a range of operation, with LOS "A" signifying the best level of operation and LOS "F" representing the worst level. LOS at unsignalized intersections is quantified in terms of average delay per vehicle, expressed in seconds per vehicle (s/veh). LOS "A" reflects full freedom of operation for a driver, while LOS "F" represents operational failure. The criteria are based on the theory of gap acceptance for stop-controlled approaches. The volume-to-capacity (v/c) ratio quantifies the portion of the theoretical capacity consumed by traffic demand volume.A v/c ratio of zero (0.00) reflects none of the capacity is consumed and all the capacity is fully available. A v/c ratio of one (1.00) reflects all the capacity is consumed and represents operational failure. The v/c ratio is typically calculated for an intersection approach lane, and the highest v/c ratio at an intersection is typically reported. 3.2 Operation Standards Per the City's ordinance amendment to the City's Comprehensive Plan (see References), LOS "E" in the peak hours is the minimum acceptable operation at arterial and major collector street intersections.This standard applies at all City intersections along Stafford Road, an arterial. For this TIA, the City's LOS E standard also is assumed to apply to intersections along Overlook Drive, a neighborhood collector, and to the proposed Rassekh Park site driveway. At the Stafford Road/Rosemont Road/Atherton Drive intersection, the Clackamas County Comprehensive Plan, Table 5-2b (see References), imposes a maximum v/c ratio of 0.90 during weekday peak hours. Clackamas County staff have been notified of the Rassekh Park project and of its potential impacts on the roundabout.A copy of the correspondence is provided in Appendix H. 3.3 Analysis Methodology Traffic impacts were estimated to determine the extent of change in traffic conditions caused by the development of this project. In making this determination, the following assumptions were employed: • As noted previously, the system peak hour conditions were applied and analyzed. The system peak hours were found to be 7:45 to 8:45 AM and 4:00 to 5:00 PM during the weekday and 1:00 to 2:00 PM on Saturday. • The heavy vehicle percentage (HV%) for each movement, as calculated from the count data, was applied for all analysis scenarios. A minimum value of 2%was assumed for each movement in the 2022 conditions. • Baseline traffic volumes on the surrounding street system were determined prior to adding the traffic impacts of the proposed project. This was done to establish a baseline for measuring the project impacts at the time of its development. Baseline traffic volume estimates were prepared for a two-year design horizon (the 2024 Without Project volumes). • As noted previously, trip generation estimates for the project were prepared for the weekday AM and PM peak hours on the surrounding street system. A SAT peak hour was included for weekend analysis. pBs J ctA 71 3 .002 9 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon • Cumulative traffic impacts of the proposed project were determined by superimposing the project-generated traffic onto the background weekday AM and PM, and weekend SAT peak traffic at all studied intersections.These are termed the 2024 With Project conditions. • The LOS for all signalized and stop-controlled intersections was calculated with Trafficware's Synchro software, Version 10, based on Highway Capacity Manual(HCM, see References) methodologies. • The LOS for the roundabout intersection was calculated with Akcelik Associates' SIDRA Intersection software, Version 9, based on HCM settings. • Intersection results are reported differently depending on the control type. o Two-way stop-controlled intersection results report the critical movement LOS, delay, and v/c ratio. o All-way stop-controlled, roundabout, and signalized intersection results report the overall intersection LOS and delay as well as the critical lane v/c ratio. 3.4 Level of Service Analyses LOS calculation reports for the study area intersections are provided in Appendix C.The key analysis findings are listed in the following tables. 3.4.1 2022 Existing Conditions Table 5 reports the existing LOS for each intersection within the study area for the 2022 existing volumes during the AM, PM, and SAT peak hours. Table 5. Estimated 2022 Level of Service for Existing Conditions INTERSECTION AM Peak Hour PM Peak Hour SAT Peak Hour # (critical lane Operating Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford 1 Rd/Rosemont v/c 0.90 B 10.6 0.621 B 11.5 0.690 A 7.9 0.462 Rd/Atherton Dr (WB/NB/SB) Stafford Rd/Overlook Dr 2 LOSE B 12.54 0.71 B 10.9 0.61 B 11.2 0.59 (NB TH-RT/SB TH/SB TH) Stafford 3 Rd/Bergis Rd LOSE E 35.6 0.505 C 19.2 0.208 C 16.6 0.113 (WB) Stafford Rd/Sunny Hill 4 Dr LOS E C 15.2 0.156 B 13.3 0.086 B 13.3 0.085 (EB) PBS J April 7,2022 10 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon INTERSECTION AM Peak Hour PM Peak Hour SAT Peak Hour # (critical lane Operating Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford Rd -- McVey 5 Ave/South LOS E B 18.0 0.79 B 18.5 0.78 B 14.7 0.75 Shore Blvd (SB TH-RT) Meadowlark Ln --Tree Top 6 Ln/Overlook Dr LOS E B 14.4 0.578 A 8.7 0.292 A 8.5 0.251 (EB) Stafford 7 Rd/North LOS E NA NA NA NA NA NA NA NA NA LORAC Driveway South LORAC 8 Driveway/Overl LOS E NA NA NA NA NA NA NA NA NA ook Dr Rassekh Park 9 Driveway/Ather LOS E NA NA NA NA NA NA NA NA NA ton Dr NA = intersection does not yet exist in this scenario As shown in Table 5, all studied intersections currently operate at an acceptable LOS during the weekday AM and PM peak hours and the SAT peak hour. 3.4.2 2024 Future Conditions Without Project Table 6 reports the future LOS for each intersection within the study area for the 2024 Without Project volumes during the AM, PM, and Saturday peak hours. Table 6. Estimated 2024 Level of Service Without Project INTERSECTION AM Peak Hour I PM Peak Hour I SAT Peak Hour Operating # (critical lane Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford 1 Rd/Rosemont v/c 0.90 B 10.9 0.640 B 12.0 0.705 A 8.1 0.474 Rd/Atherton Dr (WB/NB/SB) Stafford Rd/Overlook Dr 2 LOS E B 12.7 0.72 B 11.3 0.63 B 11.3 0.62 (NB TH-RT/SB TH/NB TH-RT) Stafford 3 Rd/Bergis Rd LOSE E 38.3 0.531 C 19.7 0.217 C 16.9 0.119 (WB) PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon INTERSECTION AM Peak Hour PM Peak Hour SAT Peak Hour Operating # (critical lane Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford Rd/Sunny Hill 4 Dr LOS E C 15.5 0.162 B 13.4 0.089 B 13.4 0.088 (EB) Stafford Rd -- McVey 5 Ave/South LOS E B 18.6 0.80 B 19.1 0.84 B 15.1 0.76 Shore Blvd (SB TH-RT) Meadowlark Ln -- Tree Top 6 Ln/Overlook Dr LOS E B 14.8 0.596 A 8.7 0.298 A 8.6 0.256 (EB) Stafford 7 Rd/North LOS E NA NA NA NA NA NA NA NA NA LORAC Driveway South LORAC 8 Driveway/Overl LOS E NA NA NA NA NA NA NA NA NA ook Dr Rassekh Park 9 Driveway/Ather LOS E NA NA NA NA NA NA NA NA NA ton Dr NA = intersection does not yet exist in this scenario As shown in Table 6, all studied intersection will operate at an acceptable LOS in the 2024 year of opening Without Project conditions during the weekday AM and PM peak hours and the SAT peak hour. 3.4.3 2024 Future Conditions With Project(Rassekh Park) Table 7 reports the future LOS for each intersection within the study area for the 2024 With Project (Rassekh Park)volumes during the AM, PM, and Saturday peak hours. Table 7. Estimated 2024 Level of Service With Project (Rassekh Park) INTERSECTION AM Peak Hour PM Peak Hour SAT Peak Hour Operating # (critical lane Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford 1 Rd/Rosemont v/c 0.90 B 10.9 0.640 B 12.2 0.711 A 8.3 0.484 Rd/Atherton Dr (WB/NB/SB) Stafford Rd/Overlook Dr 2 LOSE B 12.7 0.72 B 11.3 0.63 B 11.3 0.62 (NB TH-RT/SB TH/NB TH-RT) pB5 J April 7,2022 12 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon INTERSECTION AM Peak Hour PM Peak Hour SAT Peak Hour Operating # (critical lane Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford 3 Rd/Bergis Rd LOS E E 38.3 0.531 C 19.9 0.221 C 17.2 0.125 (WB) Stafford 4 Rd/SuDn�y Hill LOS E C 15.5 0.162 B 13.4 0.091 B 13.4 0.091 (EB) Stafford Rd -- McVey Ave/South 5 LOS E B 18.6 0.81 B 19.1 0.84 B 15.1 0.76 Shore Blvd (SB TH-RT/EB RT/SB TH-RT) Meadowlark Ln 6 -- Tree Top LOS E B 14.8 0.596 A 8.8 0.301 A 8.6 0.262 Ln/Overlook Dr (EB) Stafford 7 Rd/North LOS E NA NA NA NA NA NA NA NA NA LORAC Driveway South LORAC 8 Driveway/Overl LOS E NA NA NA NA NA NA NA NA NA ook Dr Rassekh Park 9 Driveway/Ather LOS E - - - A 8.8 0.007 A 8.9 0.022 ton Dr' (SB) NA= not available from Synchro reports 'The intersection is not anticipated to have southbound exiting vehicles during the AM peak hour, leaving only uncontrolled movements with non-zero volumes.Thus,the HCM methodology identifies negligible delay and provides no LOS results. As shown in Table 7, all studied intersection will operate at an acceptable LOS in the 2024 year of opening With Project conditions during the weekday AM and PM peak hours and the SAT peak hour. 3.4.4 2024 Future Conditions With Both Projects (Rassekh Park and LORAC) Table 8 reports the future LOS for each intersection within the study area for the 2024 With Both Projects (Rassekh Park and LORAC)volumes during the AM, PM, and SAT peak hours. E1 PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Table 8. Estimated 2024 Level of Service With Both Projects INTERSECTION AM Peak Hour I PM Peak Hour I SAT Peak Hour Operating # (critical lane Standard LOS Delay v/c LOS Delay v/c LOS Delay v/c group) (s/veh) (s/veh) (s/veh) Stafford 1 Rd/Rosemont v/c 0.90 B 11.5 0.665 B 12.9 0.733 A 8.5 0.495 Rd/Atherton Dr (W8/NB/S8) Stafford Rd/Overlook Dr 2 LOSE B 12.8 0.74 B 11.5 0.65 B 11.4 0.63 (NB TH-RT/SB TH/N8 TH-RT) Stafford 3 Rd/Bergis Rd LOS E E 43.1 0.568 C 24.0 0.278 C 18.7 0.144 (W8) Stafford Rd/Sunny Hill 4 Dr LOSE C 16.8 0.192 B 14.4 0.109 B 14.0 0.101 (E8) Stafford Rd -- McVey Ave/South 5 Shore Blvd LOS E C 20.0 0.84 C 20.5 0.85 B 15.8 0.78 (S8 TH-RT/VVB /S8 TH-RT) Meadowlark Ln -- Tree Top 6 Ln/Overlook Dr LOS E C 15.1 0.606 A 8.8 0.306 A 8.7 0.265 (E8) Stafford Rd/North 7 LORAC LOS E E 37.9 0.318 D 27.5 0.358 C 20.1 0.158 Driveway' (E8) South LORAC 8 Driveway/Over) LOS E B 13.7 0.013 B 10.2 0.015 B 10.2 0.007 ook Dr (S8) Rassekh Park 9 Driveway/Ather LOS E - - - A 8.8 0.007 A 8.9 0.022 ton Dr' (S8) ' Conditions are reported based on a single EB exiting lane.The proposed condition,with separate left-and right-turn exiting lanes, would operate at similar levels. 2 The intersection is not anticipated to have southbound exiting vehicles during the AM peak hour,leaving only uncontrolled movements with non-zero volumes.Thus,the HCM methodology identifies negligible delay and provides no LOS results. PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon As shown in Table 8, all studied intersections will operate at an acceptable LOS in the 2024 year of opening With Both Projects conditions (the Rassekh Park and LORAC) during the weekday AM and PM peak hours and the SAT peak hour. Findings:All studied intersections will operate at an acceptable LOS through the 2024 year of opening With Both Projects conditions (the Rassekh Park and LORAC) during the weekday AM and PM peak hours and the SAT peak hour. 3.5 Queueing Analysis Queuing analysis was performed to evaluate queue storage adequacy. Simulated 95th percentile queues were estimated using Trafficware's SimTraffic software (Version 10) and ODOT Analysis Procedures Manual(see References) methodologies. Available storage is rounded to the nearest 5 feet, and queue demand is rounded to the nearest 25 feet, the average length of a queued vehicle. The following three tables summarize queuing analysis results for each peak hour. Results are provided for each signalized, stop-controlled, or yield-controlled lane. Data output sheets from all queuing calculations are included in Appendix D. pBs J ctA 71 3 .002 15 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Table 9.AM Peak Hour Intersection Queueing Analysis 95th Percentile Queue (Feet) Available 2024 2024 2024 # Intersection Approach Movement(s) Storage 2022 With Without With (Feet) Existing Both Project Project _ Projects EB L/T/R 1,000+ 50 50 50 50 Stafford WB L/T/R 1,000+ 125 150 150 175 1 Rd/Rosemont Rd/Atherton Dr NB L/T/R 1,000+ 100 100 100 125 SB L/T/R 1,000+ 100 100 100 100 EB L 200 100 100 100 100 T/R 200 50 50 75 75 WB L 80 25 25 25 25 Stafford T/R 250 25 25 25 50 2 Rd/Overlook Dr NB L 155 75 75 75 75 T/R 1,000+ 125 125 125 150 L 130 25 25 25 50 SB T 1,000+ 125 125 125 150 R 130 100 100 100 100 3 Stafford WB L/R 350 75 75 75 100 Rd/Bergis Rd SB L/T 250 50 50 50 75 Stafford EB L/R 100 50 50 50 50 4 Rd/Sunny Hill NB L/T 275 75 75 75 100 Dr EB L/T 220 150 150 150 175 R 200 50 50 50 75 Stafford Rd WB L/T/R 50 <25 <25 <25 <25 5 McVey L 155 75 75 75 100 Ave/South NB T/R 1,000+ 150 150 150 175 Shore Blvd SB L 250 <25 <25 <25 <25 T/R 350 250 250 250 300 EB L/T/R 470 100 100 100 125 Meadowlark Ln WB L/T/R 660 100 100 100 125 6 Tree Top NB L/T/R 1,000 50 50 50 75 Ln/Overlook Dr SB L/T/R 950 50 75 75 75 Stafford EB' L/R 75 0 0 0 75 7 Road/North LORAC NB L 100 0 0 0 50 Driveway South LORAC EB L/T 1,000+ 0 0 0 25 8 Driveway/Overl ook Drive SB L/R 250 0 0 0 25 Rassekh Park EB L/T 700 0 0 0 0 9 Driveway/Ather ton Dr SB L/R 200 0 0 0 0 ' Conditions are reported based on a single EB exiting lane.The proposed condition,with separate left-and right-turn exiting lanes, would show similar or shorter queues. E1 PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon As shown in Table 9, no queueing concerns were identified during the AM peak hour analysis scenarios. Table 10. PM Peak Hour Intersection Queueing Analysis 95th Percentile Queue (Feet) Available 2024 2024 2024 # Intersection Approach Movement(s) Storage 2022 With Without With (Feet) Existing Both Project Project Projects EB L/T/R 1,000+ 50 50 50 50 Stafford WB L/T/R 1,000+ 75 75 75 75 1 Rd/Rosemont NB L/T/R 1,000+ 300 300 400 400 Rd/Atherton Dr SB L/T/R 1,000+ 150 175 150 175 EB L 200 75 75 75 75 T/R 200 75 75 75 100 WB L 80 50 50 25 25 Stafford T/R 250 50 50 50 50 2 Rd/Overlook Dr NB L 155 50 50 50 50 T/R 1,000+ 100 100 100 100 L 130 75 75 50 50 SB T 1,000+ 200 175 175 175 R 130 75 50 50 75 3 Stafford WB L/R 350 75 50 75 75 Rd/Bergis Rd SB L/T 250 50 50 50 50 Stafford EB L/R 100 50 50 50 50 4 Rd/Sunny Hill NB L/T 275 50 50 50 75 Dr EB L/T 220 150 150 150 175 Stafford Rd R 200 75 50 50 75 McVey WB L/T/R 50 50 50 50 50 5 Ave/South NB L 155 50 50 50 75 Shore Blvd T/R 1,000+ 125 125 125 150 SB L 250 25 25 25 25 T/R 350 250 250 275 325 EB L/T/R 470 75 75 75 75 Meadowlark Ln WB L/T/R 660 75 75 75 75 6 Tree Top NB L/T/R 1,000 50 50 50 50 Ln/Overlook Dr SB L/T/R 950 50 50 50 50 Stafford EB' L/R 75 0 0 0 75 7 Road/North LORAC NB L 100 0 0 0 50 Driveway South LORAC EB L/T 1,000+ 0 0 0 <25 8 Driveway/Overl ook Drive SB L/R 250 0 0 0 25 Rassekh Park EB L/T 700 0 0 0 <25 9 Driveway/Ather ton Dr SB L/R 200 0 0 25 <25 ' Conditions are reported based on a single EB exiting lane.The proposed condition,with separate left-and right-turn exiting lanes, would show similar or shorter queues. PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon As shown in Table 10, no queueing concerns were identified during the PM peak hour analysis scenarios. Table 11. SAT Peak Hour Intersection Queueing Analysis 95th Percentile Queue (Feet) Available 2024 2024 2024 # Intersection Approach Movement(s) Storage 2020 With Without With (Feet) Existing Both Project Project Projects EB L/T/R 1,000+ 25 25 50 50 Stafford WB L/T/R 1,000+ 100 100 75 75 1 Rd/Rosemont NB L/T/R 1,000+ 100 100 100 100 Rd/Atherton Dr SB L/T/R 1,000+ 125 125 125 125 EB L 200 50 50 50 75 T/R 200 75 75 75 75 WB L 80 50 50 50 50 Stafford T/R 250 50 50 50 50 2 Rd/Overlook Dr NB L 155 50 50 50 50 T/R 1,000+ 125 125 125 125 L 130 50 50 50 50 SB T 1,000+ 150 150 150 150 R 130 50 50 50 75 3 Stafford WB L/R 350 50 50 50 50 Rd/Bergis Rd SB L/T 250 50 50 50 50 4 Stafford EB L/R 100 50 50 50 50 Rd/Sunny Hill Dr NB L/T 275 50 50 50 50 EB L/T 220 100 125 100 100 Stafford Rd R 200 50 50 50 50 WB L/T/R 50 25 50 25 25 5 McVey L 155 50 50 50 50 Ave/South NB T/R 1,000+ 125 125 125 125 Shore Blvd SB L 250 25 25 25 25 T/R 350 200 225 200 200 EB L/T/R 470 50 50 50 50 Meadowlark Ln WB L/T/R 660 50 75 75 75 6 Tree Top NB L/T/R 1,000 50 50 50 50 Ln/Overlook Dr SB L/T/R 950 50 50 50 50 Stafford EB' L/R 75 0 0 0 50 7 Road/North LORAC Driveway NB L 100 0 0 0 25 South LORAC EB L/T 1,000+ 0 0 0 <25 8 Driveway/Overlo ok Drive SB L/R 250 0 0 0 25 Rassekh Park EB L/T 700 0 0 0 0 9 Driveway/Athert on Dr SB L/R 200 0 0 50 50 ' Conditions are reported based on a single EB exiting lane.The proposed condition,with separate left-and right-turn exiting lanes, would show similar or shorter queues. PBS J April 7,2022 PBS Proj ect ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon As shown in Table 11, no queueing concerns were identified during the SAT peak hour analysis scenarios. Findings: No queueing concerns were identified during the AM, PM, or SAT peak hour analysis scenarios. 3.6 Traffic Signal Warrants A signal warrant evaluation was prepared for the Stafford Road/Bergis Road intersection.At the request of City engineering staff, Figure 4C-1 of the Federal Highway Administration's Manual on Uniform Traffic Control Devices (MUTCD, see References) was used to evaluate the four-hour warrant conditions. For this evaluation, the 2022 Existing counts were used as the basis of the data, segregating the volumes into four hours: 7:00 to 8:00 AM, 8:00 to 9:00 AM,4:00 to 5:00 PM, and 5:00 to 6:00 PM. Background growth (at 1% per year for two years)volumes were added, then the peak hour site trips from both Rassekh Park and the LORAC projects were added.This gives a conservative estimate since the site trips would logically be lower than the peak during one or the other hour.The resulting volumes are plotted on MUTCD Figure 4C-1, which is provided in Appendix E. Finding: A traffic signal is not warranted at the Stafford Road/Bergis Road intersection based on the 2024 With Both Projects scenario volumes. None of the hours for which 2024 With Both Projects scenario volumes were estimated meet the warrant conditions. pBs J ctA 71 3 .002 19 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 4 SAFETY ANALYSIS 4.1 Left-Turn Storage Analysis The criteria for the provision of left-turn lanes at uncontrolled intersection approaches are based on the ODOT Analysis Procedures Manual, Version 2 (see References), Exhibit 12-1, Left-Turn Lane Criterion, Texas Transportation Institute Curves. The exhibit provides guideline curves for posted speeds of 35,45, and 55 mph.The posted speed along Atherton Drive is 25 mph within the study area.Appendix F presents data plots of traffic volumes on the criteria for left-turn lanes. Finding:The eastbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a left-turn lane. 4.2 Right-Turn Treatment Analysis The criteria for the analysis of right-turn lanes at uncontrolled intersection legs are based on the ODOT Analysis Procedures Manual, Version 2 (see References), Right-Turn Lane Criterion (Exhibit 12-2). Appendix F presents data plots of traffic volumes on the criteria for right-turn lanes. Findings:The westbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a right-turn lane. 4.3 Collision Analysis Collision data from the study area was obtained from ODOT for the five-year period spanning from January 2015 through December 2019. This analysis assumes that a collision rate less than the critical collision rate for the intersection is typically considered to be within acceptable parameters. A collision rate above the critical rate is worthy of further examination. Table 12 presents the results of the collision analysis. Table 12. Collision Analysis for Study Area Intersections (January 2015 through December 2019) Intersection Angle Pedestrian Rear-End Total Critical Collison Collisions Rate Rate Stafford Road/Rosemont 1 0 2 3 0.79 0.07 Road/Atherton Drive Stafford Road/Overlook 1 2 3 6 0.81 0.19 Drive Stafford Road/Bergis Road 5 0 1 6 0.85 0.26 Stafford Road/Sunny Hill 0 0 0 0 N/A N/A Drive Stafford Road -- McVey Avenue/South Shore 1 0 3 4 0.81 0.13 Boulevard Meadowlark Lane -- Tree 1 0 0 1 0.90 0.07 Top Lane/Overlook Drive PBS J April 7,2022 20 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon Intersection Angle Pedestrian Rear-End Total Critical Collison Collisions Rate Rate Stafford Road/North 0 0 0 0 N/A N/A LORAC Driveway To calculate the collision rate, the PM peak hour total entering volumes from the existing turning movement counts were multiplied by 10 to provide an approximation of the average daily trips. Detailed calculations of critical rates and collision rates are provided in Appendix G. As shown in Table 12, all the calculated collision rates are lower than the critical rates. Because of the low number of crashes and lack of serious injuries at the intersections within the study area, no significant pattern was found. Findings:The 2015-2019 collision history at the study intersections was reviewed; all intersections have collision rates lower than the critical rate, and no patterns of collision types or of severe collisions were identified. 4.4 Transit, Pedestrian,and Bicycle Facilities Most roadways within the study area have either sidewalks or multi-use paths on both sides for pedestrians. Bicycle lanes are not as plentiful, with only McVey Avenue having a bicycle lane, intermittent portions of Stafford Road having either a multiuse path or a bicycle lane, and Rosemont Road having a multi-use path on its north side. Wherever sidewalks and curb ramps are constructed, it is required the resulting facilities be compliant with the current guidelines of the Americans with Disabilities Act (ADA). Public transportation is available through TriMet, with the Lake Oswego Transit Center being approximately 2.6 miles north of the site.The closest bus stops (near the Stafford Road -- McVey Avenue/South Shore Boulevard intersection) are approximately 1 mile north of the site, where TriMet route connects between Tualatin and Lake Oswego (via South Shore Boulevard and McVey Avenue) during the weekday morning and afternoon peak periods. Certain transit runs extend service to downtown Portland (Pioneer Courthouse Square) from the Lake Oswego Transit Center. Findings: Pedestrian facilities are readily available, bicycle facilities are intermittent, and the closest transit stops (near the Stafford Road -- McVey Avenue/South Shore Boulevard intersection) are approximately 1 mile from the project site. Recommendations:Assure all driveways, sidewalks, crosswalks, and curb ramps constructed or modified with the project comply with the current ADA guidelines. 4.5 Sight Distance at Site Access The Rassekh Park site access on Atherton Drive currently does not exist, and the sight distances were evaluated digitally and shown in Figure 10.The proposed access location on the "outside" of the curved horizontal alignment and the generally flat terrain of Atherton Drive suggest that adequate sight distances should be achievable through design and construction of the proposed access on Atherton Drive. No other physical limitations exist such as vertical curves or steep embankments to obstruct existing or future sight distance. It is recommended to design the proposed access point in accordance with Chapter 9.5.3 of the pBs J ctA 71 3 .002 21 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon American Association of State Highway and Transportation Officials (AASHTO, see References) guidelines for intersection sight distance. For the 25-mph posted speed of Atherton Drive, the AASHTO guidelines recommend 280 feet to the west and east (looking right and left) for a left or right turn from the southbound proposed site access onto eastbound or westbound at Atherton Drive. The proposed site access appears not to meet the AASHTO recommendations for 280 feet of ISD to the east. There is approximately 165 feet available ISD to the east of the proposed site access.This is not a safety concern because it meets the 155-foot stopping sight distance in accordance with Chapter 9.6.5 of the AASHTO (see References) guidelines for stopping sight distance on a 25-mph roadway. Furthermore, when vehicles enter onto Atherton Drive from the roundabout, the vehicles would have slowed down.A graphical sight distance evaluation is shown on Figure 10. Install no objects within the sight distance triangles that would block exiting drivers'view of approaching traffic. See Figure 10 for graphical sight distance evaluation. Finding: Digital review of the current conditions along Atherton Drive suggests that adequate sight distances should be achievable through design and construction of the proposed access intersection. No sight distance limitations were identified at the proposed access location on Atherton Drive. Recommendation: Design the proposed access point on Atherton Drive consistent with Chapter 9.5.3 of the AASHTO Geometric Design guide for intersection sight distance. Install no objects within the sight distance triangles that would block exiting drivers'view at the access point. pBs J ctA 71 3 .002 22 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 5 FINDINGS SUMMARY The findings of this TIA are summarized below. 5.1 Estimating Present Traffic Volumes Intersection turning movement counts informing this TIA were collected in February 2022. No COVID-19 adjustments or volume balancing were applied to the data.The system peak hours were calculated to occur at 7:45-8:45 AM (weekday AM peak hour), at 4:00-5:00 PM (weekday PM peak hour), and at 1:00-2:00 PM (SAT peak hour).The unadjusted system peak hour data were used in the analyses. 5.2 Future Traffic Volumes Increase Traffic volumes in the study area will continue to increase without or with the project. Generic background growth was estimated to add approximately 2%to the existing traffic counts between the existing year (2022) and the projected year (2024) of the LORAC's completion. 5.3 Access and Circulation The proposed new driveway on Atherton Drive will permit all movements.The existing gravel access will be retained as a maintenance access road blocked by a traffic bollard; it will not be a public access. Two pedestrian path connections to Stafford Road and one to Ridge Pointe Drive will be provided. 5.4 Trip Generation Rassekh Park is anticipated to generate 72 vehicle trips during a typical weekday, including 1 during the AM peak hour and 16 during the PM peak hour, plus 40 during the SAT peak hour. 5.5 Level of Service Analysis All studied intersections will operate at an acceptable LOS through the 2024 year of opening With Both Projects conditions (the Rassekh Park and LORAC) during the weekday AM and PM peak hours and the SAT peak hour. 5.6 Queuing Analysis No queueing concerns were identified during the AM, PM, or SAT peak hour analysis scenarios. 5.7 Left-Turn Lane Evaluation The eastbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a left-turn lane. 5.8 Right-Turn Lane Evaluation The westbound Atherton Drive approach to the Rassekh Park Driveway does not meet the volume criterion for a right-turn lane. 5.9 Collision Analysis The 2015-2019 collision history at the study intersections was reviewed; all intersections have collision rates lower than the critical rate, and no patterns of collision types or of severe collisions were identified. 5.10 Transit, Pedestrian,and Bicycle Facilities Pedestrian facilities are readily available within the study area, while bicycle facilities are intermittent, and the closest transit stops (near the Stafford Road -- McVey Avenue/South Shore Boulevard intersection) are approximately 1 mile from the project site. pBs J ctA 71 3 .002 23 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 5.11 Driveway Sight Distance Digital review of the current conditions along Atherton Drive suggests that adequate sight distances should be achievable through trimming existing vegetation, design, and construction of the proposed access intersection. No sight distance limitations were identified at the proposed access location on Atherton Drive. pBs J ctA 71 3 .002 24 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 6 RECOMMENDATIONS SUMMARY The traffic impact analysis supports the following recommendations. 6.1 Provide for Accessibility Assure all driveways, sidewalks, crosswalks, and curb ramps constructed or modified with the project comply with the current ADA guidelines. 6.2 Maintain Clear Sight Lines Design the project access point on Atherton Drive consistent with Chapter 9.5.3 of the AASHTO Geometric Design guide for intersection sight distance. Install no objects within the sight distance triangles that would block exiting drivers'view at the access points. PBS J April 7,2022 25 PBS Pro ect 71637.001 Rassekh Park Revised TIA 18011 Stafford Road City of Lake Oswego Parks and Recreation Department Lake Oswego,Oregon 7 REFERENCES American Association of State Highway and Transportation Officials (AASHTO). (2018).A Policy on the Geometric Design of Highways and Streets, 7th Edition. City of Lake Oswego. (effective January 5, 2017). Ordinance No. 2725, Ordinance of the Lake Oswego City Council Amending the Connected Community Chapter of the Comprehensive Plan, the Community Development Code, and the Transportation System Plan to ensure consistency(LU 16-0025). Clackamas County Comprehensive Plan. (Accessed March 16, 2022). https://www.clackamas.us/planning/comprehensive.html. Federal Highway Administration (FHWA). (2009 Edition with May 2012 Revisions). Manual on Uniform Traffic Control Devices (MUTCD). Institute of Transportation Engineers. (2021). Trip Generation Manual, 11th Edition. Oregon Department of Transportation (ODOT). (October 2020). ODOT Analysis Procedures Manual, Version 2. Transportation Research Board, National Research Council. (2016). Highway Capacity Manual(HCM), 6th Edition. PBS J April 7,2022 26 PBS Pro ect 71637.001 Figures Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVENUE SOUTH SHORE BOULEVARD STAFFORD ROAD TREE OVERLOOK TOP SUNNY HILL DRIVE LANE DRIVE SW BERGIS ROAD / SITE RIDGE POINTE DRIVE ATHERTON DRIVE ROSEMONT ROAD • 1-205 (i*t NTS I FIGURE 1 Vicinity Map Lake Oswego Parks and Recreation - Rassekh Park SSApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis Lake Oswego Parks and Recreation Department .// ja:/' /' ' 17525 Stafford Road Lake Oswego,Oregon MAINTENANCE ACCESS 17-31\41.0 O O #1, n upuuui/I f 0 „i ll' ILi.114 ,1,..111;1411'1111111111 / 7, ,,, ' ///, / / , (\ 1 /5 (- / 4 1 � \ \ ..\ i / // 11%* // \ / /7 ,4,011 ---..„„„,„,„. RASSEKH PARK � ° �� o DRIVEWAY it 'II. I ,Cp� i ►` 74 j Q. NTS IFIGURE 2 Site Plan Lake Oswego Parks and Recreation - Rassekh Park PBS April 2022 PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE i1 SOUTH SHORE BLVD • 5 ` 4 ® _ 4.... 0 -4p � 2 3 p SUNNY HILL DR A?r, (r D � REC CENTER SITE 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road K3 rA rAl A I•, NORTH LORAC DRIVEWAY IF 'd441‘ TREE TOP LN 47 BERGIS RD ! 4 5 3 6 3 6 SOUTH LORAC DRIVEWAY • STAFFORD RD ,......4) ‘4,11i ........ ) ,...... 4t..... ) le OVERLOOK DR $ 2 SW MEADOWLARK LN t IlL 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE lift/ FUTURE RASSEKH PARK DRIVEWAY DR '��0 ROSEMONT RD 9 1 ATHERTON DR LEGEND 7 8 9 OOINTERSECTION ,......III „orl .00.) ,......, ROUNDABOUT • STOP SIGN A TRAFFIC SIGNAL ` Stafford Road / South LORAC Driveway / Rassekh Park Driveway / A YIELD SIGN NTS North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 3 Existing Lane Configuration and Traffic Controls Lake Oswego Parks and Recreation - Rassekh Park ElApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE [0] [389] [71] [0] [73] [332] [38] [407] [13] (4)(397)(149)(1) (68) (404) (58) (482) (22) 282 42 �1 253 1� 441 12 ASH ORE BLVD [0] (0) 0 148(100)[108 [6] (2) 7--4 .II-- 5 (2) [2] [66] (97)131 7 (39)[48] 22(13)[11] [6] (19) 9--> 258(198)[186] [15] (30) 7--► 2 .4— 3 (20)[19] 3 [15] (14)27Tht 0 (0) [0] [90](124) 79Tht 5 (22)[54] 72(52)[26] SUNNY HILL DRt (yr 5 17 411 120 130 402 17 (4) (12) (293)(369) (63) (295) (18) 511 40 (393) (45) [30][27] [305] [169] [84] [307] [53] [415] [23] [415] [23] REC CENTER SITE 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road 3 K �� [13] [400] NORTH (17) (467) [171] [382] [4] [2] [5] [28] LORAC 7 406 (196) (445) (8) (4) (9) (28) 352 1 05 3 12 1� A _______ DRIVEWAY TREE TOP LN 4BERGIS RD �/ �I � �/ � '/ 7 • [10] (8) 10 [179](260)257 0 (10) [7] [5] (3) 7 65 (30) [23] 4 [5] (0) 0--► 5 .0-- 1 (3) [1] [131](204)217--0. 6 t--186(124)[96] SOUTH LORAC 6 [28] (32)44 [48] (54) 56 0 (6) [3] [19] (19) 38Tht 12 (7) [11] DRIVEWAY • STAFFORD RD OVERLOOK DR / 8 2 5s 41473 25 13 8 38 14:0) ( (355) (5) (12) (5) (5) SW MEADOWLARK LN (29) ( [37] [377] [4] [15] [6] [5] [17] [4 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE ��� FUTURE RASSEKH PARK DRIVEWAY (531) • DR Wil, ROSEMONT RD 506 (......". ....... 9 1 ATHERTON DR 7 [171] (251)217—► 8 -a-- 374(151)[176] [27] (35) 43—► 9 -a-- 26 (18) [29] LEGEND 0 INTERSECTION * �* 552 (451) XXX AM PEAK HOUR CI [423] (XXX) PM PEAK HOUR Z_ Stafford Road / South LORAC Driveway / Rassekh Park Driveway / [xxx] SATURDAY PEAK HOUR NTS North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 4 2022 Existing Volumes Lake Oswego Parks and Recreation - Rassekh Park April 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE [0] [397] [72] [0] [74] [339] [38] [415] [13] (4)(405)(152)(1) (68) (404) (58) (482) (22) 288 43 1 246 258 1� 450 1� 445 r SOUTH SHORE BLVD [o] (o) 0 151(102)[110] [6] (2) 7 .4-- 5 (2) [2] [67] (97)134 7 (39)[48] 22(13)[11] 1 [15] (30) 7 —► 2 . -- 3 (20)[19] 3 [6] (19) 9--► 263(202)[190] [92](124) 81 5 (22)[54] 73(52)[27] [15] (14)28 0 (0) [0] P- SUNNY HILL DR R � /� 11 (''........,,) 5 17 419 122 133 410 17 (4) (12)(299)(376) (63) (295) (18) 521 41 [31][28] [311] [172] [86] [313] [53] (393) (45) [423] [23] REC CENTER SITE 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road 3 K II [13] [408] [174] [390] [4] [2] [5] [29] NORTH (17) (467) (196) (445) (8) (4) (9) (28) A _______ LORAC 238 T 7DRIVEWAY 1 TREE TOP LN 4BERGIS RD �/ �/ 1� �I � '/ 7 • [10] (8) 10 [183](260)262 0 (10) [7] [5] (3) 7 66 (30) [23] 4 [2] (0) 0--► 5 .0— 1 (3) [1] [134](204)221 --► 6 .--190(124)[98] SOUTH LORAC 6 [29](32)45 [49] (54) 57 0 (6) [3] [19] (19) 39 12 (7) [11] DRIVEWAY fr — STAFFORD RD OVERLOOK DR , 2 t t t y $ 39 506 60 483 1 16 13,........) SW MEADOWLARK LN (29) (380) (42)[38] [355] [4] [12)5] [6)[17] [408] [38] [385] [41 [15] [6] 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE �ft� FUTURE RASSEKH PARK DRIVEWAY ([448] 5311) DR • VII ROSEMONT RD 516 i fts.... 9 1 ATHERTON DR 7 [174](251)222—► 8 -a--382(151)[179] [27] (35) 44—► 9 -a--26 (18) [30] LEGEND O INTERSECTION * �* (4551)563 XXX AM PEAK HOUR CI [432] (XXX) PM PEAK HOUR Z_ Stafford Road / South LORAC Driveway / Rassekh Park Driveway / [xxx] SATURDAYPEAKHOUR NTS North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 5 2024 Without Project Volumes Lake Oswego Parks and Recreation - Rassekh Park SSApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE p [5] [5] [4] (3) (3) (2) 5 1 1l 1l D `/ SHoRE BLVD 5 [6] (2) o [2] (1) 0--► 1 — 0 (2) [4] 2 3 0 (1) [1] fr — [6] (2) 0- SUNNY HILL DR Ilr 1 lk 0 0 0 0 (3) (2) (2) (0) [5] [6] [5] [1] REC CENTER SITES 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road 3 K (4 [3] [2] [(****". 0A NORTH (1) (1) (1) LORAC 1 1 0 o DRIVEWAY 4 BERGIS RD � TREE TOP LN1 7 [1] (1) 0--,14 [1] (0) 0---,15 [3] (2) o—Tht 6 SOUTH LORAC 6 DRIVEWAY c % STAFFORD RD OVERLOOK DR / 1` 8 , 2 0 0o 0 � o (0) (2) (1) (1) (1) (0) SW MEADOWLARK LN [1] [4] [1] [3] [4] [1] 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE 4iiiimi FUTURE RASSEKH PARK DRIVEWAY [5] [5] [14] DR • 0 ROSEMONT RD �* 1 0 0 ��9 41 s' % 4�kD ATHERTON DR NTS 7 8 [4] (3) 0 9 1 (8) [14] LEGEND WEEKDAY AM WEEKDAY PM SATURDAYt .0.} PEAK HOUR TRIPS PEAK HOUR TRIPS PEAK HOUR TRIPS 0 INTERSECTION ENTER= 1 ENTER= 11 ENTER= 18 (o2) XXX AM PEAK HOUR EXIT = 0 EXIT = 6 EXIT = 19 [6] (XXX) PM PEAK HOUR TOTAL = 1 TOTAL = 17 TOTAL = 37 Stafford Road / South LORAC Driveway / Rassekh Park Driveway / [xxx] SATURDAY PEAK HOUR North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 6 Trip Distribution and Assignment (Rassekh Park) Lake Oswego Parks and Recreation - Rassekh Park SSApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE [5] [397] [72] [0] [74] [344] [38] [419] [13] (7)(405) 152 (1) (69) (415) (58) (494) (22) 288 43 259 14 451 12 SOUTH SHORE BLVD [o] (o) 0 151 (102)[110] 5 [12] (4) 7 .4-- 5 (4) [6] [67] (99)134 7 (39)[48] 22(13)[11] 1 [15] (30) 7 —► 2 s-- 3 (20)[19] 3 [8](20) 9--► 263(202)[190] [92](126) 815 (22)[54] 73(54)[28] [21](16)28 0 (0) [0] P- SUNNY HILL DR 5 17 419 122 133 410 Yfr - 521 41 (4) (15)(299)(376) (64) (303) (403) (46) 31][33] [311][172] [86] [319] [428] [24] REC CENTER SITE 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road 3 K [13] [411] [2] [5] [29]NORTH (17) (477) ([174]200) [392] [4] [2] (10)[5] [29] A _______ LORAC i 415 (200) (455) (8) 1°3 12 107 T DRIVEWAY TREE TOP LN 4BERGIS RD �/ �/ �/ '/ 7 [10] (8) 10 [183] (265)262 0 (10) [7] [5] (3) 7 66 (31) [23] • 4 [2] (0) 0--► 5 t-- 1 (3) [1] [134](208)221 --► 6 ...-- 190(126)[98] SOUTH LORAC 6 [30](34)45 [50] (55) 57 Tht0 (6) [3] [22] (21) 39 Tht12 (7) [11] DRIVEWAY • STAFFORD RDIlrt t OVERLOOK DR 2 39 sO6 so 483 y 1380) (30) (390) (44) (369) (13) (5) (5)SW MEADOWLARK LN [18] [412] [39] [388] [19] [7] [5] 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE FUTURE RASSEKH PARK DRIVEWAY [453] [5] [14] eft/ (545) (1) (5) DR • �� ROSEMONT RD 517 0 0 9 1 A ATHERTON DR 7 [174](255)222 ► 8 -a 382(153)[179] [4] (3) 0 9 1 (8) [14] .[27] (35) 44— . --26 (18) [30] LEGEND O INTERSECTION **1 (462) XXX AM PEAK HOURC [438] (XXX) PM PEAK HOUR 1 _ Stafford Road / South LORAC Driveway / Rassekh Park Driveway / [xxx] SATURDAY PEAK HOUR NTS North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 7 2024 With Project Volumes (Rassekh Park) Lake Oswego Parks and Recreation - Rassekh Park SSApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE oho [9] [32] [7] [4] (19) (58) T(1 0) 959 A1 SOUTH SHORE BLVD 5 ` "----9 (9) [5] [2] (5) 2 2 3 5 (4) [2] SUNNY HILL DRt It) t 14 5 18 29 2 (13) (4) (18) (61) (5) [71 [2] [10] [30] [2] *§:24.. 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road SITE 0 3 K (54) 1 [25] [11(54) (45) (1) NORTH 54 45 1 A �r r LORAC i �� DRIVEWAY 4 TREE TOP LN BERGIS RD SOUTH 7 • [2] (4) 5 4 [5] (9) 9 5 [2] (3) 4—Po" (1) [ol ���/ 6 f— 2 (4) [2] WWW 6 LORAC sr� DRIVEWAY STAFFORD RD OVERLOOK DR ......0) 8 2 2 27 4 23 .00000001 \\,............... SW MEADOWLARK LN (5) (56) (9) (47) [2] [28] [5] [23] v/ Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE POIN TE DR MAINTENANCE ENTRANCE Sunny Hill Drive South Shore Boulevard Overlook Drive 9 r [34] [2] [2] —; FUTURE RASSEKH PARK DRIVEWAY (62) (5) (5) J ,, �. 2 2 1 Z.9% ROSEMONT RDkr) 1 w ATHERTON DR ` •/ NTS [32](66)31 7 [1] (4) 5---4 8 5 (4) [2] 9 [9](19) 9 LEGEND WEEKDAY AM WEEKDAY PM SATURDAY 'It) ....... ) PEAK HOUR TRIPS PEAK HOUR TRIPS PEAK HOUR TRIPS INTERSECTION 18 0 ENTER= 66 ENTER= 60 ENTER = 23 (18) XXX AM PEAK HOUR EXIT = 38 EXIT = 71 EXIT = 17 [10] (XXX) PM PEAK HOUR TOTAL = 104 TOTAL = 131 TOTAL = 40 Stafford Road / South LORAC Driveway / Stafford Road / Rassekh [xxx] SATURDAY PEAK HOUR North LORAC Driveway Overlook Drive Park Driveway I FIGURE 8 Trip Distribution and Assignment (Recreation Center) Lake Oswego Parks and Recreation - Rassekh Park April 2022 PBS PBS Project 71637.001 Traffic Impact Analysis 17525 Stafford Road Lake Oswego Parks and Recreation Department Lake Oswego,Oregon McVEY AVE [5] [404] [76] [0] [74] [353] [38] [451] [13] (552) (22) (7)(419)(162) (1) (69) (434) (58) 5 295 47 1 246 268 14 510 112 SOUTH SHORE BLVD 5 [0] (0) o 160(111)[115] [12] (4) 7 t —5 (4) [6] [67] (99)134 7 (39)[48] 22(13)[11] [15] (60) 7 -> 2 �- 3 (20)[19] 3 [8](20) 9--► 263(202)[190] [94](131) 83 5 (22)[54] 78(58)[30] [21](16)28 0 (0) [0] P- SUNNY HILL DR n t � R 5 17 433 122 1318 428 17 550 43 (4) (15)(312)(376) (68) (321) (18) (464) (51) [31][33][318][172] [88] [329] [53] [458] [26] REC CENTER SITE 4 Stafford Road / Stafford Road / Stafford Road / 0 Atherton Drive-Rosemont Road Overlook Drive Bergis Road 3 K [13] [441 [2] [5] NORTH (17) (531) (200)[417] [4] (4) (10) [30]30) A _______ LORAC 7 441 (200)(500) [4] 3 12 108 �3 405 DRIVEWAY69 TREE TOP LN 4BERGIS RD �/ �I � �/ � '/ 7 [10] (8) 10 [183](265)262 0 (10) [7] [5] (3) 7 66 (32) [23] • 4 [2] (0) 0 -► 5 ...-- 1 (3) [1] [136](211)225--► 6 t-- 192(130)[100] SOUTH LORAC 6 [32](38)50 [55] (64) 66—mit0 (6) [3] [22] (21) 39 Tht12 (7) [11] DRIVEWAY STAFFORD RD OVERLOOK DR , 2 506 11:00}$ 41 53326 13 8 (53) (410)SW MEADOWLARK LN [20] [440] [44] [411] [19] [7] [5] .0.0) 7 Stafford Road / Stafford Road-McVey Avenue / Tree Top Lane-Meadowlark Lane / RIDGE SITE/ MAINTENANCE ACCESS Sunny Hill Drive South Shore Boulevard Overlook Drive POINTE Igi FUTURE RASSEKH PARK DRIVEWAY [34] [453] [2] [2] [5] [14] 41 DR � �., (62) (545) (5) (5) (1) (5) �► ROSEMONT RD 64 517 ? O 9 1 1 h. ATHERTON DR [32](66)31 7 [3] (4) 5 5 (4) [2] [4] (3) 0 1 (8) [14] [9](19) 9 [174](255) 222—1... $ -4--382(153)[179] [27] (35) 44—D. 9 .0--26 (18) [30] LEGEND '''' t 18 563 O INTERSECTION **1 (18) (462) XXX AM PEAK HOURC [10] [438] (XXX) PM PEAK HOUR 1 _ Stafford Road / South LORAC Driveway / Rassekh Park Driveway / [xxx] SATURDAY PEAK HOUR NTS North LORAC Driveway Overlook Drive Atherton Drive I FIGURE 9 2024 With Both Project Volumes (Recreation Center and Rassekh Park) Lake Oswego Parks and Recreation - Rassekh Park SSApril 2022 PBS PBS Project 71637.001 Traffic Impact Analysis Lake Oswego Parks and Recreation Department 17525 Stafford Road Lake Oswego,Oregon I / 1 _ _ I i I / /// filliall\ _.--- i 0 o'' / IF, II 3' J //,' 'CD A if 1,, .oti,. ___,.. .\i.iii 7 / / a- ' ' c I, //// / I - - - I I / ( \' 4,. / /IL-—- I \ ' / / / / / II RASSEKH PARK / I DRIVEWAYCik:\\, . _ I - a � '01--.� _ I 15' FROM EDGE i% .� �` = SS' _� n at "I II OF ROADWAY /;/IIII�p ��\ �''.... y 1 I �''`L010v7NC' \ w �� �� I -%%%� `\ �� \ ,mil II ��' z's Scale 1" = 120' 7 I ,/ / , � 0 60 120 240 IFIGURE 10 Clear Sight Triangle Lake Oswego Parks and Recreation - Rassekh Park • LI PBS April 2022 PBS Project 71637.001 Appendix A Traffic Counts ADD Traffic Data Services 1 SW Stafford Rd&Rosemont Rd AM Wednesday,February 16,2022 Peak Hour 07 30 AM-0830 AM Peak 15-Minutes 0815 AM-0830 AM Traffic Counts-All Vehicles Rosemont Rd Rosemont Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 700 AM 0 0 0 0 0 1 9 0 3 0 0 0 8 9 0 0 3 20 0 0 53 1,123 705 AM 0 0 0 3 0 0 14 0 4 0 1 0 16 6 0 0 2 20 0 0 66 1,164 T 10 AM 0 0 0 0 0 0 14 1 3 0 0 0 18 8 0 0 3 20 0 0 67 1,215 186 T 15 AM 0 0 0 1 0 0 1T 1 6 0 0 0 26 13 0 0 4 23 0 0 91 1,235 720 AM 0 0 1 0 0 0 15 0 10 0 1 1 26 9 0 0 1 24 1 0 89 1,299 T 25 AM 0 0 0 0 0 0 1T 0 3 0 0 1 24 12 0 0 1 21 0 0 79 1,305 259 0 91 1,36 T 35A 0 0 0 0 0 34 0 13 0 0 0 21 9 0 0 5 23 0 0 105 1,330 T 40 AM 0lir 1 0 0 0 36 0 13 0 0 0 30 14 0 0 4 33 0 0 131 1,356 327 T 45 AM 0 1 1 3 0 0 31 0 18 0 0 0 3T 13 0 0 1 23 1 0 129 1,336 T 50 AM 0 1 1 2 0 0 29 0 22 0 2 0 20 10 0 0 5 21 1 0 114 1,290 T 55 AM 0 1 0 1 0 0 31 3 16 0 0 0 23 8 0 0 4 21 0 0 108 1,287 351 800 AM 0 0 0 2 0 0 15 0 1T 0 1 0 23 13 0 0 4 18 1 0 94 1,280 805 AM 0 0 0 3 0 0 15 0 9 0 0 2 46 15 0 0 3 24 0 0 117 810 AM 0 1 0 0 0 0 11 1 12 0 0 2 23 4 0 0 3 30 0 0 87 298 815 AM 0 1 2 1 0 0 21 0 9 0 0 4 6T 20 0 0 5 25 0 0 155 820 AM 0 0 0 0 0 0 26 0 11 0 0 3 23 0 0 0 1 31 0 0 95 825 AM 0 2 0 0 0 0 13 1 1T 0 0 5 55 13 0 0 4 27 0 0 137 387 830 AM 0 0 2 4 0 0 15 0 1 0 0 0 16 T 0 0 3 10 0 0 58 835 AM 0 0 1 4 0 0 28 0 10 0 2 0 41 8 0 0 6 30 1 0 131 840 AM 0 0 2 T 0 0 23 0 6 0 0 1 3T 9 0 1 3 22 0 0 111 300 845 AM 0 0 1 1 0 0 30 0 5 0 0 0 1T 4 0 0 5 20 0 0 83 850 AM 0 0 0 2 0 0 2T 0 9 0 1 1 34 13 0 0 5 18 1 0 111 855 AM 0 0 0 0 0 0 20 1 16 0 0 1 25 6 0 0 2 30 0 0 101 295 2/ U 6 2b8 5 148 6 5 1/ 411 126 6 1 42 282 4 6 1,336 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 1 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 6 Lights 0 6 9 27 0 0 251 4 144 0 2 17 389 115 0 1 42 275 4 0 1,286 Mediums 0 0 0 0 0 0 7 1 4 0 3 0 1T 5 0 0 0 7 0 0 44 Total 0 7 9 27 0 0 258 5 148 0 5 17 411 120 0 1 42 282 4 0 1,336 Pedestrians 2 0 0 6 8 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 143°% 00°% 00°% 00°% 27% 200°% 27% 600°% 00°% 54°% 42°% 00°% 00°% 25°% 00°% 37% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 1 0 0 0 0 0 0 0 0 0 1 4 0 0 0 0 0 0 0 6 Lights 0 6 5 12 0 0 271 4 163 0 2 17 380 122 0 0 41 287 3 0 1,313 Mediums 0 1 0 0 0 0 6 1 3 0 1 0 20 6 0 0 0 6 0 0 44 Total 0 8 5 12 0 0 277 5 166 0 3 18 404 128 0 0 41 293 3 0 1,363 Pedestrians 2 0 0 5 7 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 80°% 22°% 58°% 18°% 37% Heavy Vehicle Percentage 00°% 250°% 00°% 00°% 00°% 00°% 22°% 200°% 18°% 00°% 333°% 56°% 59°% 47% 00°% 00°% 00°% 20°% 00°% 00°% 37% Peak Hour Factor(PHF) 054 075 073 089 088 Peak Hour Factor(PHF) 000 067 045 045 000 025 070 042 074 000 042 040 071 087 000 025 082 085 050 000 088 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 55 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 700 AM 0 0 0 0 0 1 9 0 3 0 0 0 8 5 0 0 3 18 0 0 47 705 AM 0 0 0 3 0 0 14 0 4 0 0 0 16 6 0 0 2 19 0 0 64 T 10 AM 0 0 0 0 0 0 14 1 3 0 0 0 15 8 0 0 3 19 0 0 63 T 15 AM 0 0 0 1 0 0 1T 1 6 0 0 0 23 10 0 0 4 21 0 0 83 720 AM 0 0 1 0 0 0 15 0 10 0 1 0 26 9 0 0 1 22 1 0 86 725 AM 0 0 0 0 0 0 1T 0 3 0 0 0 21 12 0 0 1 19 0 0 73 T 30 AM 0 0 0 0 0 0 15 0 9 0 0 1 33 8 0 0 2 16 0 0 84 735 AM 0 0 0 0 0 0 31 0 13 0 0 0 21 9 0 0 5 23 0 0 102 T 40 AM 0 0 1 0 0 0 36 0 13 0 0 0 26 13 0 0 4 31 0 0 124 745 AM 0 1 1 3 0 0 31 0 1T 0 0 0 3T 12 0 0 1 21 1 0 125 750 AM 0 1 1 2 0 0 2T 0 22 0 2 0 1T 9 0 0 5 21 1 0 108 755 AM 0 0 0 1 0 0 31 2 15 0 0 0 22 8 0 0 4 20 0 0 103 800 AM 0 0 0 2 0 0 15 0 1T 0 0 0 21 13 0 0 4 18 1 0 91 805 AM 0 0 0 3 0 0 15 0 9 0 0 2 44 13 0 0 3 24 0 0 113 810 AM 0 1 0 0 0 0 11 1 12 0 0 2 19 4 0 0 3 30 0 0 83 815 AM 0 1 2 1 0 0 21 0 9 0 0 4 66 20 0 0 5 25 0 0 154 820 AM 0 0 0 0 0 0 25 0 10 0 0 3 22 0 0 0 1 31 0 0 92 825 AM 0 2 0 0 0 0 13 1 1T 0 0 5 52 13 0 0 4 27 0 0 134 830 AM 0 0 2 4 0 0 15 0 0 0 0 0 15 T 0 0 3 9 0 0 55 835 AM 0 0 1 4 0 0 25 0 10 0 0 0 38 T 0 0 6 29 1 0 121 840 AM 0 0 2 T 0 0 22 0 6 0 0 1 36 9 0 1 3 20 0 0 107 845 AM 0 0 1 1 0 0 29 0 5 0 0 0 1T 4 0 0 5 18 0 0 80 850 AM 0 0 0 2 0 0 2T 0 9 0 1 1 34 13 0 0 5 18 1 0 111 855 AM 0 0 0 0 0 0 19 1 16 0 0 1 25 4 0 0 2 29 0 0 97 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 2 0 0 6 T 05 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 2 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 3 0 0 0 2 0 0 8 T 20 AM 0 0 0 0 0 0 0 0 2 0 0 2 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 2 0 0 5 T 30 AM 0 1 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 1 0 0 6 T 35 AM 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 4 1 0 0 0 2 0 0 7 T 45 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 2 0 0 4 T 50 AM 0 0 0 0 0 0 2 0 0 0 0 0 2 1 0 0 0 0 0 0 5 T 55 AM 0 0 0 0 0 0 0 1 1 0 0 0 1 0 0 0 0 1 0 0 4 8 00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 4 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 4 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 0 3 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 30 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 0 3 8 35 AM 0 0 0 0 0 0 3 0 0 0 2 0 2 1 0 0 0 1 0 0 9 8 40 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 2 0 0 4 8 45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 0 3 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 2 0 0 0 1 0 0 4 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 1 0 1 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 O 0 p 0 p 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 p 0 0 735 AM 0 0 0 0 0 0 0 0 0 0 7 40 g'' 0 0 1 0 0 0 0 0 0 0 0 1 0 7 q5 AM 1 0 0 0 0 0 0 0 0 1 1 750,44 0 0 0 0 0 0 0 0 0 1 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 g 00 AM p 0 0 p o 0 0 0 0 0 0 g-05 AM 0 0 0 0 0 0 0 o p o 0 1 810 AM 0 1 1 0 0 p 0 p 0 1 0 0 8-15 AM 0 0 0 p 0 0 0 0 0 0 0 0 E:20 AM o 0 p 0 0 0 0 p 0 0 0 0 g25 AM 0 0 0 p 0 0 0 0 0 0 0 g 30 AM O 0 o p 0 o p 0 0 g35 AM 0 0 0 0 0 0 g 40 AM 0 0 g 45 AM 0 0 0 g 50 AM 0 g55 AM ADD Traffic Data Services 2 SW Stafford Rd&Overlook Dr AM Wednesday,February 16,2022 Peak Hour 07 40 AM-0840 AM Peak 15-Minutes 0815 AM-0830 AM Traffic Counts-All Vehides Overlook Dr Overlook Dr SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 7 00 AM 0 3 0 3 0 0 1 0 0 0 0 8 9 1 0 0 0 20 2 0 47 822 T 05 AM 0 5 0 2 0 0 0 0 0 0 0 2 14 0 0 0 0 22 1 0 46 867 T 10 AM 0 1 0 3 0 0 0 0 0 0 0 3 16 1 0 0 1 12 1 0 38 931 131 T 15 AM 0 2 0 3 0 0 0 0 1 0 0 6 30 0 0 0 0 14 5 0 61 1,011 720 AM 0 1 0 1 0 0 0 0 0 0 0 5 32 0 0 0 0 25 3 0 67 1,123 725 AM 0 1 0 1 0 0 1 0 0 0 0 1 19 1 0 0 0 15 4 0 43 1,188 171 730 AM 0 1 0 1 0 0 1 0 0 0 0 T 44 0 0 0 0 15 3 0 72 1,278 735 AM 0 4 0 4 0 0 0 0 0 0 0 6 18 0 0 0 0 27 6 0 65 1,263 0 0 0 0 0 0 AM 2 1 0 0 02 1,307 7455 AM 0 67 0 1T 0 0 0 0 0 ' 0 0 6 39 . 0 0 11 244 8� 0 192 1,289 239 750 AM 0 8 1 3 0 0 0 0 0 0 0 T 36 2 0 0 0 26 11 0 94 1,247 755 AM 0 8 2 6 0 0 1 0 0 0 0 12 31 2 0 0 1 19 13 0 95 1,241 281 800 AM 0 T 0 5 0 0 0 1 3 0 0 14 25 2 0 0 1 17 17 0 92 1,231 805 AM 0 13 0 5 0 0 1 0 1 0 0 8 34 2 0 0 2 20 24 0 110 810 AM 0 13 0 7 0 0 1 0 0 0 0 18 21 1 0 0 3 24 30 0 118 1 320 815 AM 0 13 0 11 0 0 0 1 0 0 0 1T 46 2 0 0 3 19 61 0 173 820 AM 0 16 2 8 0 0 2 0 0 0 0 1T 23 0 0 0 0 22 42 0 132 825 AM 0 26 1 13 0 0 0 1 0 0 0 1T 45 2 0 0 1 17 10 0 133 438 830 AM 0 4 0 T 0 0 0 0 0 0 0 4 19 0 0 0 2 15 6 0 57 835 AM 0 10 1 3 0 0 0 0 0 0 0 5 4T 3 0 0 0 27 13 0 109 840 AM 0 6 0 4 0 0 0 0 3 0 0 5 36 1 0 0 0 23 6 0 84 250 845 AM 0 5 0 1 0 0 0 0 0 0 0 2 14 0 0 0 0 23 5 0 50 850 AM 0 8 1 3 0 0 0 1 0 0 0 3 3T 2 0 0 3 22 8 0 88 855 AM 0 6 1 9 0 0 1 0 1 0 0 4 19 4 0 0 1 37 2 0 85 223 r • / 0 0 130 462 1/ 0 0 14 253 241 0 1,289 5,008 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 1 1 0 6 Lights 0 128 7 TT 0 0 5 3 7 0 0 126 382 17 0 0 14 247 239 0 1,252 Mediums 0 3 0 2 0 0 0 0 0 0 0 4 16 0 0 0 0 5 1 0 31 Total 0 131 7 79 0 0 5 3 7 0 0 130 402 17 0 0 14 253 241 0 1,289 Pedestrians 2 21 2 24 49 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 2 3% 00°% 25°% 00% 00% 00% 00% 00% 31% 50% 00% 00°% 00°% 24°% 08°% 29°% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 1 1 0 6 Lights 0 127 9 84 0 0 5 3 4 0 0 127 389 16 0 0 14 251 238 0 1,267 Mediums 0 4 0 2 0 0 0 0 0 0 0 4 18 0 0 0 0 4 2 0 34 Total 0 131 9 86 0 0 5 3 4 0 0 131 411 16 0 0 14 256 241 0 1,307 Pedestrians 2 21 2 29 54 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 27% 00°% 47% 16°% 31°% Heavy Vehicle Percentage 00°% 3 1% 00°% 23°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 31°% 54°% 00°% 00°% 00°% 00°% 20°% 12°% 00°% 31°% Peak Hour Factor(PHF) 063 061 083 063 075 Peak Hour Factor(PHF) 000 060 075 068 000 000 058 050 050 000 000 065 086 079 000 000 050 081 045 000 075 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 700 AM 0 3 0 3 0 0 1 0 0 0 0 8 9 1 0 0 0 19 2 0 46 705 AM 0 5 0 2 0 0 0 0 0 0 0 2 14 0 0 0 0 21 1 0 45 T 10 AM 0 1 0 3 0 0 0 0 0 0 0 3 14 1 0 0 1 11 1 0 35 T 15 AM 0 2 0 3 0 0 0 0 1 0 0 6 28 0 0 0 0 14 4 0 58 720 AM 0 1 0 1 0 0 0 0 0 0 0 5 31 0 0 0 0 23 3 0 64 725 AM 0 1 0 1 0 0 1 0 0 0 0 1 1T 1 0 0 0 15 4 0 41 730 AM 0 1 0 1 0 0 1 0 0 0 0 6 41 0 0 0 0 15 3 0 68 735 AM 0 4 0 4 0 0 0 0 0 0 0 6 18 0 0 0 0 26 5 0 63 T 40 AM 0 5 2 11 0 0 0 0 0 0 0 6 42 0 0 0 0 25 5 0 96 745 AM 0 T 0 6 0 0 0 0 0 0 0 6 39 0 0 0 1 24 8 0 91 T 50 AM 0 8 1 3 0 0 0 0 0 0 0 T 32 2 0 0 0 25 11 0 89 T 55 AM 0 8 2 6 0 0 1 0 0 0 0 11 30 2 0 0 1 18 13 0 92 800 AM 0 6 0 5 0 0 0 1 3 0 0 14 22 2 0 0 1 17 16 0 87 805 AM 0 13 0 5 0 0 1 0 1 0 0 T 33 2 0 0 2 20 24 0 108 810 AM 0 12 0 7 0 0 1 0 0 0 0 18 1T 1 0 0 3 24 29 0 112 815 AM 0 13 0 10 0 0 0 1 0 0 0 1T 45 2 0 0 3 19 61 0 171 820 AM 0 15 2 8 0 0 2 0 0 0 0 1T 22 0 0 0 0 22 42 0 130 825 AM 0 26 1 13 0 0 0 1 0 0 0 1T 42 2 0 0 1 17 10 0 130 830 AM 0 4 0 T 0 0 0 0 0 0 0 4 19 0 0 0 2 14 6 0 56 835 AM 0 10 1 3 0 0 0 0 0 0 0 3 46 3 0 0 0 26 13 0 105 840 AM 0 6 0 4 0 0 0 0 3 0 0 5 35 1 0 0 0 21 6 0 81 845 AM 0 5 0 1 0 0 0 0 0 0 0 2 14 0 0 0 0 21 5 0 48 850 AM 0 8 1 3 0 0 0 1 0 0 0 3 3T 2 0 0 3 22 7 0 87 855 AM 0 6 1 9 0 0 1 0 1 0 0 4 19 4 0 0 1 36 2 0 84 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 3 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 1 3 0 0 0 0 0 0 0 4 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 T 40 AM 0 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 1 0 6 T 45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 4 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 8 00 AM 0 1 0 0 0 0 0 0 0 0 1 0 2 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 8 10 AM 0 1 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 8 15 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 8 20 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 1 0 0 4 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 8 45 AM 0 0 0 0 0 0 0 0 2 0 0 2 8 50 AM 0 0 0 0 0 0 0 0 0 1 0 1 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 1 0 1 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 1 0 1 705 AM 0 0 0 0 3 3 0 0 0 0 1 1 T 10 AM 0 0 0 1 0 1 0 0 0 1 0 1 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 1 0 1 0 0 0 1 1 2 730 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 ° 1 ° 1 0 ° 0 ° 0 ° 0 1 0 ° 0 ° 0 ° 0 1 2 2 0 0 1 0 0 3 0 0 0 0 0 ? 0 0 0 3 0 5 735 AM 0 0 0 1 0 _ 0 0 0 5 ° 0 740w 0 0 0 0 2 5 ° 1 1 10 ° 3 7 45 AM ° 0 ° 5 0 5 0 0 0 0 3 3 750,44 0 0 ° 5 0 3 0 0 0 3 0 0 755 AM 0 1 1 3 0 1 0 0 0 0 0 0 g 00 AM 0 0 0 0 1 3 0 0 0 0 0 0 g-05 AM 0 0 0 2 1 0 0 0 1 0 0 0 g 10 AM 0 0 ° 0 ° 0 1 0 0 0 0 0 g 15 AM 0 0 0 p 0 p 0 0 0 0 °° 1 E:20 AM 0 p 1 p ° 0 0 0 ° 1 1 g25 AM 1 0 0 p 0 o o 0 ° 1 ° g 30 AM O 0 O 0 p 0 p 0 ° g35 AM 0 0 0 0 0 1 g 40 AM 0 5a5 AM ° o 0 g 50 AM 0 g55 AM ADD Traffic Data Services 3 SW Stafford Rd&Bergis Rd AM Wednesday,February 16,2022 Peak Hour 07 45 AM-0845 AM Peak 15-Minutes 0810 AM-0825 AM Traffic Counts-All Vehicles BerEis Rd BerEis Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 700 AM 0 0 0 0 0 0 3 0 0 0 0 0 11 2 0 0 0 20 0 0 36 716 705 AM 0 0 0 0 0 0 2 0 1 0 0 0 16 0 0 0 1 21 0 0 41 762 T 10 AM 0 0 0 0 0 0 0 0 1 0 0 0 18 2 0 0 0 16 0 0 37 823 114 T 15 AM 0 0 0 0 0 0 2 0 0 0 0 0 26 3 0 0 0 24 0 0 55 888 720 AM 0 0 0 0 0 0 2 0 1 0 0 0 23 3 0 0 0 18 0 0 47 963 725 AM 0 0 0 0 0 0 5 0 1 0 0 0 28 0 0 0 1 17 0 0 52 1,025 154 7 30 AM 0 0 0 0 0 0 3 0 1 0 0 0 35 3 0 0 1 22 0 0 65 1,073 735 AM 0 0 0 0 0 0 4 0 1 0 0 0 2T 1 0 0 1 29 0 0 63 1,064 740 AM 0 0 0 0 0 0 2 0 2 0 0 0 39 T 0 0 0 23 0 0 73 1,097 201 750 AM 0 0 0 0 0 0 4 0 0 0 0 0 0 0 1 35 0 92 1,053' T 50 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1 28 0 TO 1,053 T 55 AM 0 0 0 0 0 0 4 0 2 0 0 0 1 0 0 3 36 0 0 85 1,075 247 8 00 AM 0 0 0 0 0 0 4 0 4 0 0 0 40 2 0 0 1 31 0 0 82 1,054 8 05 AM 0 0 0 0 0 0 7 0 3 0 0 0 39 5 0 0 2 46 0 0 102 8 10 AM 0 0 0 0 0 0 11 0 3 0 0 0 30 T 0 0 1 50 0 0 102 286 8 15 AM 0 0 0 0 0 0 15 0 0 0 0 0 49 4 0 0 0 62 0 0 130 820 AM 0 0 0 0 0 0 9 0 4 0 0 0 43 2 0 0 1 50 0 0 109 825 AM 0 0 0 0 0 0 4 0 2 0 0 0 62 4 0 0 1 27 0 0 100 M 339 830 AM 0 0 0 0 0 0 4 0 0 0 0 0 30 2 0 0 0 20 0 0 56 8 35 AM 0 0 0 0 0 0 4 0 2 0 0 0 46 8 0 0 1 35 0 0 96 840 AM 0 0 0 0 0 0 4 0 1 0 0 0 44 4 0 0 0 21 0 0 74 226 845 AM 0 0 0 0 0 0 6 0 3 0 0 0 14 1 0 0 1 22 0 0 47 850 AM 0 0 0 0 0 0 4 0 1 0 0 0 44 5 0 0 1 37 0 0 92 855 AM 0 0 0 0 0 0 4 0 2 0 0 0 24 1 0 0 1 32 0 0 64 203 U U 0 /2 0 22 0 511 40 0 0 12 4 4,280 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 Lights 0 0 0 0 0 0 T2 0 22 0 0 0 485 38 0 0 11 432 0 0 1,060 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 25 2 0 0 1 7 0 0 35 Total 0 0 0 0 0 0 T2 0 22 0 0 0 511 40 0 0 12 441 0 0 1,098 Pedestrians 0 0 2 3 5 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00% 00% 00% 00% 00% 00% 51°% 50% 00°% 83°% 20°% 00°% 35°% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 Lights 0 0 0 0 0 0 T2 0 22 0 0 0 485 38 0 0 11 432 0 0 1,060 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 25 2 0 0 1 7 0 0 35 Total 0 0 0 0 0 0 T2 0 22 0 0 0 511 40 0 0 12 441 0 0 1,098 Pedestrians 0 0 2 2 4 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 00°% 00°% 51°% 22°% 35°% Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 51°% 50°% 00°% 00°% 83°% 20°% 00°% 00°% 35°% Peak Hour Factor(PHF) 000 060 084 069 080 Peak Hour Factor(PHF) 000 000 000 000 000 000 054 000 063 000 000 000 083 070 000 000 054 068 000 000 080 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 700 AM 0 0 0 0 0 0 3 0 0 0 0 0 11 2 0 0 0 19 0 0 35 705 AM 0 0 0 0 0 0 2 0 1 0 0 0 16 0 0 0 1 20 0 0 40 T 10 AM 0 0 0 0 0 0 0 0 1 0 0 0 15 2 0 0 0 15 0 0 33 T 15 AM 0 0 0 0 0 0 2 0 0 0 0 0 25 2 0 0 0 21 0 0 50 720 AM 0 0 0 0 0 0 2 0 1 0 0 0 21 3 0 0 0 17 0 0 44 725 AM 0 0 0 0 0 0 5 0 1 0 0 0 26 0 0 0 1 15 0 0 48 T 30 AM 0 0 0 0 0 0 3 0 1 0 0 0 34 2 0 0 1 21 0 0 62 735 AM 0 0 0 0 0 0 4 0 1 0 0 0 2T 1 0 0 0 27 0 0 60 740 AM 0 0 0 0 0 0 2 0 2 0 0 0 36 6 0 0 0 21 0 0 67 T 45 AM 0 0 0 0 0 0 4 0 1 0 0 0 50 0 0 0 1 34 0 0 90 750 AM 0 0 0 0 0 0 2 0 0 0 0 0 3T 1 0 0 1 27 0 0 68 755 AM 0 0 0 0 0 0 4 0 2 0 0 0 35 1 0 0 2 35 0 0 79 800 AM 0 0 0 0 0 0 4 0 4 0 0 0 35 2 0 0 1 30 0 0 76 8 05 AM 0 0 0 0 0 0 7 0 3 0 0 0 38 4 0 0 2 46 0 0 100 810 AM 0 0 0 0 0 0 11 0 3 0 0 0 2T T 0 0 1 49 0 0 98 815 AM 0 0 0 0 0 0 15 0 0 0 0 0 48 3 0 0 0 61 0 0 127 820 AM 0 0 0 0 0 0 9 0 4 0 0 0 41 2 0 0 1 50 0 0 107 825 AM 0 0 0 0 0 0 4 0 2 0 0 0 59 4 0 0 1 27 0 0 97 830 AM 0 0 0 0 0 0 4 0 0 0 0 0 29 2 0 0 0 20 0 0 55 8 35 AM 0 0 0 0 0 0 4 0 2 0 0 0 43 8 0 0 1 34 0 0 92 840 AM 0 0 0 0 0 0 4 0 1 0 0 0 43 4 0 0 0 19 0 0 71 845 AM 0 0 0 0 0 0 6 0 2 0 0 0 13 1 0 0 1 19 0 0 42 8 50 AM 0 0 0 0 0 0 4 0 1 0 0 0 43 5 0 0 1 36 0 0 90 855 AM 0 0 0 0 0 0 4 0 2 0 0 0 24 1 0 0 1 31 0 0 63 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 4 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 3 0 0 5 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 4 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 1 0 0 3 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 3 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 2 0 0 6 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 0 0 4 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 1 0 0 6 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 1 0 0 3 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 4 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 8 45 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 3 0 0 5 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 2 0 2 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 o 0 p 735 AM 0 o 0 p 0 p 0 0 0 0 740 0 0 0 0 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 0 0 7504 0 p 0 0 0 0 0 0 0 0 0 1 T 55 AM 0 0 0 0 0 0 0 p 0 1 0 0 g 00 AM 0 p p p 0 0 0 0 0 0 1 g-05 AM 0 0 0 0 0 0 0 0 2 o 1 0 p 0 810 AM 0 0 0 o 2 p 0 0 0 0 8-15 AM 0 0 0 0 0 0 0 0 0 0 0 0 E:�O AM 0 0 0 0 0 0 0 p 0 0 0 0 g25 AM 0 0 0 0 0 0 0 0 0 0 0 g 30 AM O p O 0 p 0 p 0 0 g 35 AM 0 0 0 0 0 0 g 40 AM p 0 545 AM 0 0 0 g 50 AM 0 SO4 AM ADD Traffic Data Services 4 SW Stafford Rd&Sunny Hill Rd AM Wednesday,February 16,2022 Peak Hour 07 45 AM-0845 AM Peak 15-Minutes 0815 AM-0830 AM Traffic Counts-All Vehicles Sunny Hill Rd Sunny Hill Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 7 00 AM 0 0 0 1 0 0 0 0 0 0 0 1 10 0 0 0 0 19 0 0 31 673 705 AM 0 0 0 1 0 0 0 0 0 0 0 0 14 0 0 0 0 21 0 0 36 717 T 10 AM 0 2 0 1 0 0 0 0 0 0 0 0 21 0 0 0 0 14 0 0 38 775 105 T 15 AM 0 0 0 1 0 0 0 0 0 0 0 0 28 0 0 0 0 23 0 0 52 824 720 AM 0 2 0 4 0 0 0 0 0 0 0 2 22 0 0 0 0 13 1 0 44 883 T 25 AM 0 1 0 1 0 0 0 0 0 0 0 0 30 0 0 0 0 18 0 0 50 938 146 T 30 AM 0 1 0 2 0 0 0 0 0 0 0 2 31 0 0 0 0 22 0 0 58 981 7 35 AM 0 2 0 1 0 0 0 0 0 0 0 1 28 0 0 0 0 28 0 0 60 973 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 22 0 0 65 998 183 45 AM 0 1 0 4 0 0 0 0 0 0 0 50 0 0 34 0 89 1,001 50 AM 0 1 0 1 0 0 0 0 0 0 2 38 0 0 0 27 0 69 953 7 55 AM 0 1 0 5 0 0 0 0 0 0 0 2 39 0 0 0 34 0 0 81 971 239 800 AM 0 2 0 1 0 0 0 0 0 0 0 9 34 0 0 0 0 29 0 0 75 953 8 05 AM 0 4 0 5 0 0 0 0 0 0 0 4 36 0 0 0 0 43 2 0 94 810 AM 0 0 0 6 0 0 0 0 0 0 0 4 31 0 0 0 0 46 0 0 87 256 815 AM 0 0 0 8 0 0 0 0 0 0 0 1 49 0 0 0 0 52 1 0 111 820 AM 0 0 0 11 0 0 0 0 0 0 0 5 42 0 0 0 0 39 2 0 99 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 1 62 0 0 0 0 28 2 0 93 4 303 830 AM 0 0 0 1 0 0 0 0 0 0 0 2 28 0 0 0 0 19 0 0 50 835 AM 0 0 0 1 0 0 0 0 0 0 0 2 4T 0 0 0 0 35 0 0 85 840 AM 0 1 0 1 0 0 0 0 0 0 0 6 40 0 0 0 0 20 0 0 68 203 845 AM 0 1 0 2 0 0 0 0 0 0 0 2 15 0 0 0 0 20 1 0 41 850 AM 1 0 0 1 0 0 0 0 0 0 0 2 44 0 0 0 0 38 1 0 87 855 AM 0 3 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 34 0 0 63 191 r r r i r 3,878 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 2 0 0 5 Lights 0 10 0 44 0 0 0 0 0 0 0 33 475 0 0 0 0 396 7 0 965 Mediums 0 0 0 0 0 0 0 0 0 0 0 3 20 0 0 0 0 8 0 0 31 Total 0 10 0 44 0 0 0 0 0 0 0 38 496 0 0 0 0 406 7 0 1,001 Pedestrians 7 0 0 0 7 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 1 0 0 0 1 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 132°% 42°% 00°% 00°% 00°% 25°% 00°% 36°% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 2 0 0 5 Lights 0 10 0 44 0 0 0 0 0 0 0 33 475 0 0 0 0 396 7 0 965 Mediums 0 0 0 0 0 0 0 0 0 0 0 3 20 0 0 0 0 8 0 0 31 Total 0 10 0 44 0 0 0 0 0 0 0 38 496 0 0 0 0 406 7 0 1,001 Pedestrians T 0 0 0 7 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 1 0 0 0 1 Heavy Vehicle Percentage 00°% 00°% 49°% 24°% 36°% Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 132°% 42°% 00°% 00°% 00°% 00°% 25°% 00°% 00°% 36°% Peak Hour Factor(PHF) 058 000 083 072 083 Peak Hour Factor(PHF) 025 061 000 045 000 000 000 000 000 000 000 059 082 000 000 000 000 072 045 000 083 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 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0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 4 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 35 AM 0 0 0 0 0 0 0 0 3 0 0 3 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 2 0 0 7 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 4 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 1 0 0 4 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 3 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 4 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 1 0 0 4 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 8 45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 3 0 0 5 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 1 0 1 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 1 0 1 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 1 0 1 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 4 4 0 0 0 0 0 0 0 0 0 T 10 AM 1 0 1 0 0 0 0 0 0 0 0 0 T 15 AM 1 0 1 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 o ° 0 0 o 0 ° 0 ° 0 ° o ° o ° o ° o o p° ° ° 0 0 0 o o o 0 2 2 0 0 0 0 0 0 0 0 p 0 0 735 AM 0 0 0 0 0 0 0 0 0 o 700 0 0 ° 0 0 0 ° 0 0 0 °0 0 7 q5 AM 0 0 0 0 0 0 0 0 0 0 0 750,'M 0 0 0 0 0 0 0 0 0 0 ° 0 755 AM 0 0 1 0 0 0 0 0 0 0 0 0 g oO PM 1 0 1 0 ° 0 ° 0 0 0 ° o g 05 AM 1 0 1 0 ° o ° 0 ° 0 0 o 2 0 810 AM 1 10 0 0 0 0 0 ° 0 8-15 AM 1 0 1 0 0 p 0 p 0 0 ° 0 g:ap AM 1 0 0 0 0 0 0 0 0 0 ° 0 g25 AM 0 0 1 0 0 0 0 0 ° 0 ° 83p AM 1 0 0 p 0 p 0 ° g35 AM 1 0 0 0 0 0 g 40 AM p 0 g 45 AM 0 0 0 g 50 AM 0 g55 AM ADD Traffic Data Services 5 McVey Ave&South Shore Blvd AM Wednesday,February 16,2022 Peak Hour 07 45 AM-0845 AM Peak 15-Minutes 0810 AM-0825 AM Traffic Counts-All Vehides South Shore Blvd South Shore Blvd McVey Ave McVey Ave Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 7 00 AM 0 4 1 3 0 0 0 1 1 0 0 1 10 0 0 0 0 16 4 0 41 979 T 05 AM 0 9 0 0 0 0 0 0 0 0 0 1 14 0 0 0 0 18 3 0 45 1,062 T 10 AM 0 6 0 0 0 0 0 0 0 0 0 2 21 0 0 0 0 20 7 0 56 1,145 142 T 15 AM 0 8 0 1 0 0 0 0 0 0 0 3 28 0 0 0 0 24 9 0 73 1,231 720 AM 0 8 0 1 0 0 0 0 0 0 0 3 17 0 0 0 0 14 11 0 54 1,298 725 AM 0 12 0 0 0 0 0 0 0 0 0 5 34 0 0 0 0 14 11 0 76 1,376 203 730 AM 0 17 0 0 0 0 0 0 0 0 0 4 25 0 0 0 0 23 13 0 82 1,426 7 35 AM 0 14 0 2 0 0 0 0 0 0 0 3 32 0 0 0 0 24 7 0 82 1,448 740 AM 0 16 0 2 0 0 0 0 0 0 0 5 31 0 0 0 0 25 14 0 93 1,476 257 T 45 AM 0 15 0 5 0 0 0 0 0 0 5 5T 0 0 23 16 0 T 50 AM 0 20 0 8 0 0 0 0 0 0 5 30 0 0 0 22 41 0 755AM 0 32 0 3 0 0 0 0 0 0 0 3 43 0 0 0 29 20 0 130 1,421 377 800AM 0 22 0 5 0 0 0 1 0 0 0 5 35 0 0 0 0 29 27 0 124 1,371 805AM 0 25 0 5 0 0 0 0 0 0 0 3 29 0 0 0 0 36 30 0 128 810AM 0 22 0 8 0 0 0 0 0 0 0 11 38 0 0 0 0 39 24 0 142 394 815AM 0 22 0 4 0 0 0 0 0 0 0 5 36 1 0 0 1 48 23 0 140 820AM 0 19 0 6 0 0 0 0 0 0 0 4 45 0 0 0 0 33 25 0 132 825AM 0 27 0 1 0 0 0 0 0 0 0 9 46 0 0 0 0 27 16 0 126 398 8 30 AM 0 19 0 4 0 0 0 0 0 0 0 3 39 0 0 0 0 16 23 0 104 8 35 AM 0 18 0 2 0 0 0 0 0 0 0 4 35 0 0 0 0 34 17 0 110 8 40 AM 0 16 0 5 0 0 0 0 0 0 0 2 40 0 0 0 0 16 15 0 94 308 845AM 0 8 0 1 0 0 0 0 0 0 0 2 25 0 0 0 0 23 18 0 77 8 50 AM 0 16 0 6 0 0 0 0 0 0 0 2 42 1 0 0 0 26 21 0 114 855AM 0 8 0 6 0 0 0 0 0 0 0 0 23 0 0 0 0 35 8 0 80 271 r r • r r r r 77 5,702 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 2 1 0 6 Lights 0 249 0 55 0 0 0 1 0 0 0 58 449 1 0 0 1 345 267 0 1,426 Mediums 0 8 0 1 0 0 0 0 0 0 0 1 21 0 0 0 0 5 9 0 45 Total 0 257 0 56 0 0 0 1 0 0 0 59 473 1 0 0 1 352 277 0 1,477 Pedestrians 1 0 0 0 1 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 3 1% 00°% 18°% 00°% 00°% 00°% 00°% 00% 17% 51% 00% 00°% 00°% 20°% 36°% 35°% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 2 1 0 6 Lights 0 249 0 55 0 0 0 1 0 0 0 58 449 1 0 0 1 345 267 0 1,426 Mediums 0 8 0 1 0 0 0 0 0 0 0 1 21 0 0 0 0 5 9 0 45 Total 0 257 0 56 0 0 0 1 0 0 0 59 473 1 0 0 1 352 277 0 1,477 Pedestrians 1 0 0 0 1 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 29°% 00°% 47% 27% 35°% Heavy Vehicle Percentage 00°% 3 1% 00°% 18°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 17% 51°% 00°% 00°% 00°% 00°% 20°% 36°% 00°% 35°% Peak Hour Factor(PHF) 085 025 091 079 089 Peak Hour Factor(PHF) 000 081 025 078 000 000 000 025 025 000 000 078 091 050 000 000 025 074 079 000 089 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 3 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 700 AM 0 4 1 3 0 0 0 1 1 0 0 1 10 0 0 0 0 15 4 0 40 705 AM 0 9 0 0 0 0 0 0 0 0 0 1 14 0 0 0 0 17 3 0 44 T 10 AM 0 6 0 0 0 0 0 0 0 0 0 2 19 0 0 0 0 18 7 0 52 T 15 AM 0 7 0 1 0 0 0 0 0 0 0 3 27 0 0 0 0 22 9 0 69 720 AM 0 8 0 1 0 0 0 0 0 0 0 3 15 0 0 0 0 13 10 0 50 725 AM 0 12 0 0 0 0 0 0 0 0 0 4 33 0 0 0 0 12 11 0 72 730 AM 0 16 0 0 0 0 0 0 0 0 0 4 24 0 0 0 0 21 13 0 78 735 AM 0 14 0 2 0 0 0 0 0 0 0 3 30 0 0 0 0 22 7 0 78 740 AM 0 16 0 2 0 0 0 0 0 0 0 5 29 0 0 0 0 22 14 0 88 745 AM 0 12 0 5 0 0 0 0 0 0 0 5 54 0 0 0 0 23 16 0 115 7 50 AM 0 19 0 8 0 0 0 0 0 0 0 5 29 0 0 0 0 22 39 0 122 T 55 AM 0 31 0 3 0 0 0 0 0 0 0 3 39 0 0 0 0 28 19 0 123 800 AM 0 22 0 5 0 0 0 1 0 0 0 5 31 0 0 0 0 28 26 0 118 805 AM 0 24 0 5 0 0 0 0 0 0 0 3 29 0 0 0 0 36 29 0 126 810 AM 0 22 0 8 0 0 0 0 0 0 0 10 35 0 0 0 0 38 23 0 136 815 AM 0 22 0 4 0 0 0 0 0 0 0 5 35 1 0 0 1 47 23 0 138 820 AM 0 19 0 6 0 0 0 0 0 0 0 4 43 0 0 0 0 33 25 0 130 825 AM 0 27 0 1 0 0 0 0 0 0 0 9 43 0 0 0 0 27 16 0 123 830 AM 0 19 0 4 0 0 0 0 0 0 0 3 38 0 0 0 0 15 21 0 100 8 35 AM 0 16 0 2 0 0 0 0 0 0 0 4 33 0 0 0 0 33 17 0 105 840 AM 0 16 0 4 0 0 0 0 0 0 0 2 40 0 0 0 0 15 13 0 90 845 AM 0 T 0 1 0 0 0 0 0 0 0 1 23 0 0 0 0 20 18 0 TO 850 AM 0 15 0 6 0 0 0 0 0 0 0 2 41 1 0 0 0 26 21 0 112 855 AM 0 8 0 6 0 0 0 0 0 0 0 0 23 0 0 0 0 34 8 0 79 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 T 15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 4 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 0 0 4 T 30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 4 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 4 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 3 0 0 5 T 45 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 6 T 50 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 4 T 55 AM 0 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 1 0 5 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 8 05 AM 0 1 0 0 0 0 0 0 0 0 1 0 2 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 1 3 0 0 0 0 0 1 0 5 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 2 0 4 8 35 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 5 8 40 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 4 8 45 AM 0 1 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 3 0 0 6 8 50 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 1 0 1 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 p 0 o 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 p 0 p 0 0 735 AM 0 o 0 0 0 0 0 0 0 0 740 g, 0 0 0 0 0 0 0 0 0 0 0 0 0 7 q5 AM 0 0 0 0 0 0 0 0 0 0 0 7 50,44 0 p 0 0 0 0 0 0 0 0 p 0 T 55 AM 0 0 0 0 0 0 0 p 0 0 0 0 g 00 AM 0 p 0 p 0 0 0 0 0 0 0 g05 AM 0 0 1 0 0 0 0 0 p 0 0 0 p 0 810 AM 1 0 0 0 0 p 0 0 0 0 8-15 AM 0 p 0 0 0 0 0 0 0 0 p 0 E:20 AM 0 0 p 0 0 0 0 p 0 0 0 0 g25 AM 0 0 0 0 0 0 0 0 0 0 0 g 30 AM O p O 0 p 0 p 0 p g 35 AM 0 0 0 0 0 0 g 40 AM p 0 g 45 AM 0 0 0 g 50 AM 0 g55 AM ADD Traffic Data Services 6 Treetop Ln&Overlook Dr AM Wednesday,February 16,2022 Peak Hour 07 35 AM-0835 AM Peak 15-Minutes 0810 AM-0825 AM Traffic Counts-All Vehicles Overlook Dr Overlook Dr Treetop Ln Treetop Ln Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 700 AM 0 0 2 0 0 0 0 1 1 0 0 1 0 1 0 0 0 1 0 0 7 239 T 05 AM 0 0 T 1 0 0 0 3 1 0 0 0 0 0 0 0 1 0 0 0 13 302 T 10 AM 0 0 8 0 0 0 0 3 0 0 0 0 0 0 0 0 1 0 0 0 12 383 32 T 15 AM 0 0 5 0 0 0 0 2 0 0 0 2 0 1 0 0 0 0 0 0 10 469 720 AM 0 0 3 0 0 0 0 4 0 0 0 1 1 0 0 0 0 0 0 0 9 557 725 AM 0 0 5 1 0 0 0 2 1 0 0 1 0 0 0 0 4 0 0 0 14 645 33 T 30 AM 0 0 6 0 0 0 0 0 2 0 0 1 0 0 0 0 3 0 0 0 12 685 T 35 AM 0 0 12 0 0 0 0 3 2 0 0 2 3 0 0 0 4 0 0 0 26 740 AM 0 1 16 1 0 0 1 4 2 0 0 0 0 0 0 0 2 0 0 0 27 65 T 45 AM 0 0 12 2 0 0 0 10 2 0 0 0 2 0 0 0 2 0 0 0 30 691 T 50 AM 0 0 18 1 0 0 0 5 1 0 0 2 0 0 0 0 4 0 0 0 31 687 7 55 AM 0 0 13 1 0 0 1 16 5 0 0 5 1 0 0 0 5 1 0 0 48 677 109 800 AM 0 0 30 5 0 0 3 14 T 0 0 4 1 0 0 0 5 1 0 0 TO 654 805 AM 1 1 32 T 0 0 2 22 8 0 0 2 1 0 0 0 16 1 1 0 94 810 AM 0 2 33 4 0 0 0 20 10 0 0 3 0 1 0 0 23 1 1 0 98 262 815 AM 0 0 31 4 0 0 0 23 T 0 0 1 3 2 0 0 24 3 0 0 98 820 AM 0 2 24 5 0 0 4 24 10 0 0 1 1 L 0 0 20 2 fi 0 97 825 AM 0 0 5 1 0 0 2 2T 9 0 0 2 2 0 0 2 2 0 54 249 830 AM 0 0 5 1 0 0 0 T 4 0 0 3 0 0 0 1 0 0 21 835 AM 1 0 T 4 0 0 0 T 0 0 0 2 0 0 0 0 1 1 0 0 23 840 AM 0 0 T 3 0 0 0 11 2 0 0 0 2 0 0 0 2 0 0 0 27 71 845 AM 0 0 T 3 0 0 0 T 1 0 0 1 1 1 0 0 4 1 0 0 26 850 AM 0 0 12 1 0 0 1 4 0 0 0 0 1 0 0 0 2 0 0 0 21 855 AM 0 0 18 0 0 0 0 4 1 0 0 0 0 0 0 0 1 1 0 0 25 72 2 5 21/ 38 U 6 12 186 US U U 25 13 6 165 2,709 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 3 Lights 2 5 214 37 0 0 12 180 63 0 0 24 13 8 0 0 105 11 3 0 677 Mediums 0 0 3 1 0 0 0 4 1 0 0 1 0 0 0 0 0 1 0 0 11 Total 2 5 217 38 0 0 12 186 65 0 0 25 13 8 0 0 105 12 3 0 691 Pedestrians 0 20 0 0 20 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 14°% 26°% 00°% 00°% 32°% 31°% 00% 40% 00% 00% 00°% 00°% 83°% 00°% 20°% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 3 Lights 1 6 228 31 0 0 13 171 65 0 0 24 13 8 0 0 108 10 3 0 681 Mediums 0 0 3 1 0 0 0 2 1 0 0 1 1 0 0 0 0 1 0 0 10 Total 1 6 231 32 0 0 13 175 67 0 0 25 14 8 0 0 108 11 3 0 694 Pedestrians 0 20 0 17 37 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 15°% 24°% 43°% 08°% 19°% Heavy Vehicle Percentage 00°% 00°% 13°% 31°% 00°% 00°% 00°% 23°% 30°% 00°% 00°% 40°% 7 1% 00°% 00°% 00°% 00°% 91°% 00°% 00°% 19°% Peak Hour Factor(PHF) 059 062 069 042 059 Peak Hour Factor(PHF) 050 038 060 061 000 000 054 063 062 000 000 059 058 032 000 000 042 046 038 000 059 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8 10 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 8 15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights T 00 AM 0 0 2 0 0 0 0 1 1 0 0 1 0 1 0 0 0 1 0 0 7 705 AM 0 0 T 1 0 0 0 3 1 0 0 0 0 0 0 0 1 0 0 0 13 T 10 AM 0 0 8 0 0 0 0 3 0 0 0 0 0 0 0 0 1 0 0 0 12 T 15 AM 0 0 5 0 0 0 0 2 0 0 0 2 0 1 0 0 0 0 0 0 10 T 20 AM 0 0 3 0 0 0 0 4 0 0 0 1 1 0 0 0 0 0 0 0 9 725 AM 0 0 5 0 0 0 0 2 1 0 0 1 0 0 0 0 3 0 0 0 12 730 AM 0 0 6 0 0 0 0 0 1 0 0 1 0 0 0 0 3 0 0 0 11 735 AM 0 0 12 0 0 0 0 3 2 0 0 2 2 0 0 0 4 0 0 0 25 740 AM 0 1 15 1 0 0 1 4 2 0 0 0 0 0 0 0 2 0 0 0 26 745 AM 0 0 12 2 0 0 0 10 2 0 0 0 2 0 0 0 2 0 0 0 30 750 AM 0 0 18 1 0 0 0 5 1 0 0 2 0 0 0 0 4 0 0 0 31 755 AM 0 0 12 1 0 0 1 16 5 0 0 5 1 0 0 0 5 1 0 0 47 800 AM 0 0 30 5 0 0 3 14 T 0 0 4 1 0 0 0 5 1 0 0 TO 805 AM 1 1 32 T 0 0 2 21 8 0 0 2 1 0 0 0 16 1 1 0 93 810 AM 0 2 32 4 0 0 0 20 9 0 0 2 0 1 0 0 23 1 1 0 95 815 AM 0 0 31 4 0 0 0 22 T 0 0 1 3 2 0 0 24 2 0 0 96 820 AM 0 2 24 5 0 0 4 23 10 0 0 1 1 4 0 0 20 2 0 0 96 825 AM 0 0 5 0 0 0 2 2T 9 0 0 2 2 1 0 0 2 2 1 0 53 830 AM 0 0 5 1 0 0 0 6 3 0 0 3 0 0 0 0 1 0 0 0 19 835 AM 1 0 6 4 0 0 0 T 0 0 0 2 0 0 0 0 1 1 0 0 22 840 AM 0 0 T 3 0 0 0 9 2 0 0 0 2 0 0 0 2 0 0 0 25 845 AM 0 0 T 3 0 0 0 T 1 0 0 1 1 1 0 0 4 1 0 0 26 850 AM 0 0 12 1 0 0 1 4 0 0 0 0 1 0 0 0 2 0 0 0 21 855 AM 0 0 18 0 0 0 0 4 1 0 0 0 0 0 0 0 1 1 0 0 25 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 T 30 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 40 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 20 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8 25 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8 30 AM 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 2 8 35 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8 40 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 1 0 1 0 0 0 0 0 0 T 15 AM 0 0 0 1 0 1 0 1 1 1 1 2 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 2 2 730 AM 0 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 p p 0 0 2 735 AM p p 0 0 0 0 4 "/40 AM 0 0 0 0 0 0 ° ° 0 0 4 4 45 AM 0 0 0 0 0 5 0 p 0 0 4 4 7 50 0 0 0 5 0 40 0 0 0 S 0 T 55 AM 0 0 0 4 0 5 0 ° 0 0 0 0 g 00 0 0 0 5 0 1 0 0 AM0 0 0 g05 AM ° 0 0 1 0 2 0 0 0 0 0 0 g 10 AM 0 0 0 2 0 2 0 0 0 0 0 0 g15 Al.' 0 0 0 0 1 ° 0 0 0 0 0 8:20 AM 0 0 0 ,1 0 0 0 0 0 0 0 0 g 25 AM 0 0 0 p 0 p 0 0 0 0 0 0 g 30 AM 00 0 0 0 0 0 0 0 8,35 AM 0 0 0 0 0 0 g 40 AM 0 0 g 45 AM 0 0 0 g 50 AM ° g 55 AM ADD Traffic Data Servuces 7 SW Stafford Rd&Golf Driveway AM Wednesday,February 16,2022 Peak Hour 07 40 AM-0840 AM Peak 15-Minutes 0815 AM-0830 AM Traffic Counts-All Vehides Golf Dnvewav Golf Dnvewav SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 700 AM 0 0 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 21 0 0 35 701 705 AM 0 0 0 0 0 0 0 0 0 0 0 1 16 0 0 0 0 24 0 0 41 745 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 17 0 0 36 800 112 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 21 0 0 52 857 7 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 24 0 0 54 937 725 AM 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 21 0 0 47 990 153 7 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 20 0 0 59 1,039 735 AM 0 0 0 0 0 0 0 0 0 0 0 0 2T 0 0 0 0 35 0 0 62 1,034 740 AM 0 0 0 0 0 0 0 0 0 ' 0 0 0 50 0 0 0 0 30 0 0 80 1,065 201 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 34 0 0 80 1,062 7 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 36 0 0 75 1,024 7 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 36 0 0 80 1,036 235 800 AM 0 0 0 0 0 0 0 0 0 0 0 0 41 0 0 0 0 37 1 0 79 1,017 805 AM 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 51 0 0 96 810 AM 0 0 0 0 0 0 0 0 0 0 0 0 3T 0 0 0 0 56 0 0 93 268 815 AM 0 0 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 78 0 0 132 820 AM 0 0 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 60 1 0 107 825 AM 0 0 0 0 0 0 0 0 0 0 0 0 6T 0 0 0 0 28 1 0 96 IMI 335 830 AM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 25 0 0 54 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 38 0 0 93 840 AM 0 1 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 27 0 0 TT 224 845 AM 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 27 0 0 42 850 AM 0 0 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 39 0 0 87 855 AM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 35 1 0 61 190 r i 4,139 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 2 0 0 5 Lights 0 1 0 0 0 0 0 0 0 0 0 0 525 0 0 0 0 496 3 0 1,025 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 8 0 0 32 Total 0 1 0 0 0 0 0 0 0 0 0 0 552 0 0 0 0 506 3 0 1,062 Pedestrians 13 0 0 0 13 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk 2 0 0 0 2 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00% 00% 00% 00% 00°% 00°% 49°% 00°% 00% 00% 20°% 00% 35°% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 2 0 0 5 Lights 0 0 0 0 0 0 0 0 0 0 0 0 522 0 0 0 0 499 3 0 1,024 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 8 0 0 36 Total 0 0 0 0 0 0 0 0 0 0 0 0 553 0 0 0 0 509 3 0 1,065 Pedestrians 13 0 0 0 13 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk 2 0 0 0 2 Heavy Vehicle Percentage 00°% 00°% 56°% 20°% 38°% Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 56°% 00°% 00°% 00°% 00°% 20°% 00°% 00°% 38°% Peak Hour Factor(PHF) 025 000 083 066 079 Peak Hour Factor(PHF) 000 025 000 000 000 000 000 000 000 000 000 025 083 000 000 000 000 066 050 000 079 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 700 AM 0 0 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 20 0 0 34 705 AM 0 0 0 0 0 0 0 0 0 0 0 1 16 0 0 0 0 23 0 0 40 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 16 0 0 32 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 18 0 0 47 720 AM 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 23 0 0 51 725 AM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 19 0 0 44 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 36 0 0 0 0 19 0 0 55 735 AM 0 0 0 0 0 0 0 0 0 0 0 0 2T 0 0 0 0 33 0 0 60 740 AM 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 28 0 0 73 745 AM 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 33 0 0 78 750 AM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 35 0 0 73 755 AM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 35 0 0 73 800 AM 0 0 0 0 0 0 0 0 0 0 0 0 3T 0 0 0 0 36 1 0 74 805 AM 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 51 0 0 95 810 AM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 55 0 0 87 815 AM 0 0 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 TT 0 0 131 820 AM 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 60 1 0 105 825 AM 0 0 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 28 1 0 93 830 AM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 24 0 0 53 835 AM 0 0 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 37 0 0 89 840 AM 0 1 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 25 0 0 74 845 AM 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 24 0 0 39 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 38 0 0 84 855 AM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 34 1 0 60 Mediums T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 3 0 0 5 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 4 T 35 AM 0 0 0 0 0 0 0 0 2 0 0 2 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 2 0 0 7 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 6 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 5 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 8 45 AM 0 0 0 0 0 0 0 0 3 0 0 3 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Road T 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 T 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 T 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 05 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 20 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 25 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 8 55 AM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 0 0 0 0 0 0 0 0 705 AM 0 0 0 0 0 0 0 0 0 T 10 AM 0 0 0 0 0 0 0 0 0 T 15 AM 1 0 1 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 735 AM 0 0 0 0 0 0 0 0 0 740 AM 0 0 0 0 0 0 0 0 0 745 AM 0 0 0 0 0 0 0 0 0 750 AM 1 0 1 0 0 0 0 0 0 0 0 0 755 AM 0 0 0 0 0 0 0 0 0 800 AM 0 0 0 0 0 0 0 0 0 805 AM 0 0 0 0 0 0 0 0 0 810 AM 0 0 0 0 0 0 0 0 0 815 AM 1 0 1 0 0 0 0 0 0 0 0 0 820 AM 0 0 0 0 0 0 0 0 0 825 AM 0 0 0 0 0 0 0 0 0 830 AM 0 0 0 0 0 0 0 0 0 835 AM 0 0 0 0 0 0 0 0 0 840 AM 0 0 0 0 0 0 0 0 0 845 AM 1 0 1 0 0 0 0 0 0 0 0 0 850 AM 0 0 0 0 0 0 0 0 0 855 AM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbountl Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 700 AM 0 1 1 0 0 0 0 0 0 0 0 0 705 AM 0 1 1 0 0 0 0 0 0 0 0 0 T 10 AM 1 0 1 0 0 0 0 0 0 0 0 0 T 15 AM 0 0 0 0 0 0 0 0 0 720 AM 0 0 0 0 0 0 0 0 0 725 AM 0 0 0 0 0 0 0 0 0 730 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 2 0 0 0 0 o 0° ° ° 2 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 0 1 0 735 AM 0 10 p 0 p 0 0 0 0 40 0 0 0 0 0 0 ° 0 0 0 0 0 45 AM 0 0 0 0 0 0 0 0 0 0 0 0 750�'M 0 0 0 0 0 0 0 0 0 0 ° 0 T 55 AM ° 0 0 0 0 0 0 0 0 0 0 0 0 g 00 AM 0 d 0 3 0 0 0 0 0 0 0 0 0 0 g05 AM 2 0 0 0 0 0 g 10 AM 1 0 0 0 0 0 0 0 0 0 ° 0 815 Al.' 0 d p 0 p 0 0 0 0 0 0 g:zO AM Z 0 1 0 0 0 ° 0 0 0 ° 0 g25 AM 1 0 0 0 0 0 0 0 ° 00 ° 830 AM 00 0 0 0 0 0 0 ° g 35 AM 1 0 0 0 0 0 g 40 AM p 0 g,45 AM 0 o 0 g 50 AM 0 g55 AM ADD Traffic Data Services 1 SW Stafford Rd&Rosemont Rd PM Wednesday,February 16,2022 Peak Hour 0400 PM-0500 PM Peak 15-Minutes 0400 PM-0415 PM Traffic Counts-All Vehicles Rosemont Rd Rosemont Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour lir 4 00 PM 0 0 2 0 0 15 0 11 0 0 1 23 J 0 0 16 30 ■ 0 142 1564 0 12 0 0 3 4 0 0 T 30 0 146 15451 1 12 0 1 1 2 0 0 T 40 0 149 1534 ::: 8 0 T 0 0 1 1 0 0 9 39 1 0 120 15143 0 T 0 1 1 23 0 0 12 26 0 0 111 152T01200 15 0 6 0 1 1 2 0 0 17 38 0 0 141 1,532 430 PM 0 0 0 0 0 0 15 0 9 0 1 0 24 35 0 0 8 29 0 0 121 1,514 4 35 PM 0 0 0 0 0 0 18 0 9 0 0 3 35 24 0 0 11 33 1 0 134 1,495 440 PM 0 0 1 2 0 0 22 0 8 0 0 1 25 33 0 0 13 37 0 0 142 1,467 397 445 PM 0 1 0 1 0 0 11 1 9 0 0 0 18 26 0 0 21 31 0 0 119 1,450 4 50 PM 0 0 0 0 0 0 15 0 3 0 0 0 25 38 0 0 11 21 0 0 113 1,449 55 PM 0 0 0 2 0 0 11 0 T 0 0 0 20 25 0 1 17 43 0 0 126 1,440 358 500 PM 0 1 2 2 0 0 14 0 11 0 0 0 21 25 0 0 18 29 0 0 123 1,410 505 PM 0 1 5 3 0 0 22 0 12 0 0 0 26 21 0 0 13 31 1 0 135 5 10 PM 0 0 0 2 0 0 14 0 5 0 0 0 30 27 0 0 10 40 1 0 129 387 5 15 PM 0 0 1 1 0 0 11 0 4 0 0 2 27 33 0 0 16 37 1 0 133 520 PM 0 0 4 0 0 0 13 0 10 0 0 1 18 30 0 0 14 26 0 0 116 525 PM 0 0 0 1 0 0 14 0 11 0 0 0 33 28 0 0 9 27 0 0 123 372 530 PM 0 0 1 2 0 0 10 0 9 0 0 1 23 18 0 0 10 28 0 0 102 535 PM 0 0 2 0 0 0 5 0 2 0 1 2 24 28 0 0 13 29 0 0 106 5 40 PM 0 1 3 0 0 0 18 1 4 0 0 0 21 25 0 1 15 35 1 0 125 333 545 PM 0 0 1 1 0 0 12 0 6 0 1 0 29 35 0 0 8 25 0 0 118 550 PM 0 0 3 1 0 0 9 0 11 0 0 1 18 25 0 0 11 25 0 0 104 555 PM 0 0 0 0 0 0 8 0 6 0 0 0 16 28 0 0 13 25 0 0 96 318 r Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 0 3 Lights 0 2 19 13 0 0 192 2 100 0 2 12 292 365 0 1 149 389 4 0 1,542 Mediums 0 0 0 1 0 0 6 0 0 0 1 0 1 3 0 0 0 7 0 0 19 Total 0 2 19 14 0 198 2 100 4 12 293 369 1 149 397 4 1,564 Pedestrians 1 0 0 3 4 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 7 1% 00°% 30°% 00°% 00°% 500°% 00°% 03°% 11°% 00°% 00°% 20°% 00°% 14°% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 0 3 Lights 0 2 19 13 0 0 192 2 100 0 2 12 292 365 0 1 149 389 4 0 1,542 Mediums 0 0 0 1 0 0 6 0 0 0 1 0 1 3 0 0 0 7 0 0 19 Total 0 2 19 14 0 0 198 2 100 0 4 12 293 369 0 1 149 397 4 0 1,564 Pedestrians 1 0 0 3 4 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 2 9°% 2 0°% 10°% 15°% 14°% Heavy Vehicle Percentage 00°% 00°% 00°% 7 1% 00°% 00°% 30°% 00°% 00°% 00°% 500°% 00°% 03°% 11°% 00°% 00°% 00°% 20°% 00°% 00°% 14°% Peak Hour Factor(PHF) 064 086 086 093 089 Peak Hour Factor(PHF) 000 050 079 068 000 000 083 050 071 000 033 060 090 088 000 050 086 091 042 000 089 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 420 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4 00 PM 0 0 3 1 0 0 15 0 11 0 0 1 23 39 0 0 16 30 0 0 139 4 05 PM 0 0 3 0 0 0 13 0 12 0 0 3 41 36 0 0 7 29 0 0 144 4 10 PM 0 0 5 0 0 0 30 1 12 0 0 1 21 28 0 0 7 39 2 0 146 4 15 PM 0 0 4 3 0 0 18 0 T 0 0 1 14 23 0 0 9 39 1 0 119 420 PM 0 0 2 2 0 0 13 0 7 0 0 1 23 23 0 0 12 26 0 0 109 425 PM 0 1 1 2 0 0 14 0 6 0 1 1 24 35 0 0 17 38 0 0 140 430 PM 0 0 0 0 0 0 13 0 9 0 1 0 24 35 0 0 8 28 0 0 118 4 35 PM 0 0 0 0 0 0 1T 0 9 0 0 3 35 24 0 0 11 32 1 0 132 440 PM 0 0 1 2 0 0 22 0 8 0 0 1 24 33 0 0 13 37 0 0 141 4 45 PM 0 1 0 1 0 0 11 1 9 0 0 0 18 26 0 0 21 31 0 0 119 4 50 PM 0 0 0 0 0 0 15 0 3 0 0 0 25 38 0 0 11 19 0 0 111 455 PM 0 0 0 2 0 0 11 0 T 0 0 0 20 25 0 1 17 41 0 0 124 500 PM 0 1 2 2 0 0 14 0 11 0 0 0 21 25 0 0 17 28 0 0 121 505 PM 0 1 5 2 0 0 22 0 12 0 0 0 25 21 0 0 13 30 1 0 132 510 PM 0 0 0 2 0 0 14 0 5 0 0 0 30 26 0 0 10 40 1 0 128 5 15 PM 0 0 1 1 0 0 11 0 4 0 0 2 27 32 0 0 16 37 1 0 132 520 PM 0 0 4 0 0 0 13 0 10 0 0 1 18 30 0 0 14 26 0 0 116 525 PM 0 0 0 1 0 0 14 0 11 0 0 0 33 28 0 0 9 27 0 0 123 530 PM 0 0 1 2 0 0 10 0 9 0 0 1 23 18 0 0 10 27 0 0 101 535 PM 0 0 2 0 0 0 5 0 2 0 1 2 24 28 0 0 13 28 0 0 105 5 40 PM 0 1 3 0 0 0 18 1 4 0 0 0 21 25 0 1 15 35 1 0 125 545 PM 0 0 1 1 0 0 12 0 6 0 1 0 29 35 0 0 8 25 0 0 118 550 PM 0 0 3 1 0 0 9 0 11 0 0 1 18 25 0 0 11 25 0 0 104 555 PM 0 0 0 0 0 0 8 0 5 0 0 0 16 28 0 0 13 25 0 0 95 Mediums 400 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 405 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 410 PM 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 0 0 3 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 425 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 430 PM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 3 435 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 2 0 0 2 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 505 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 3 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 1 1 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 ° 1 ° ° ° ° ° ° o ° ° ° o ° o ° o ° 1 1 0 ° 0 ° p ° 0 ° ° ° 0 ° 0 0 0 0 0 0 0 2 435 PM p O 0 0 0 Q 0 0 0 0 0 440 PM Q 0 1 0 ° 0 0 p 0 0 0 0 445 PM 1 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 ° 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 595 PM 0 p ° 0 ° 0 ° 0 ° 0 ° 0 510 PM ° 0 ° 0 ° 0 0 0 ° 0 ° 0 515 PM 0 0 0 0 0 0 ° 0 ° 0 ° 0 5'.20 PM ° 0 ° 0 ° 0 0 0 ° 0 ° 0 525 PM 0 p 0 p ° p 0 p 0 0 0 530 PM O 0 0 0 0 0 0 ° 535PM 0 0 0 0 0 0 540 PM 0 p 545 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 2 SW Stafford Rd&Overlook Dr PM Wednesday,February 16,2022 Peak Hour 0410 PM-0510 PM Peak 15-Minutes 0455 PM-0510 PM Traffic Counts-All Vehicles Overlook Dr Overlook Dr SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 400 PM 0 8 3 13 0 0 2 2 6 0 0 6 24 2 0 0 6 32 1 0 105 1,238 4 05 PM 0 10 2 8 0 0 1 1 2 0 0 10 39 0 0 0 0 32 4 0 109 1,267 I 0 07 1,274 4 155 PM 0 18 0 111 0 0 3 0 0 0 1 18 0 0 2 311 0 194 1,261 321 420 PM 0 10 2 15 0 0 1 0 3 0 0 2 26 0 0 0 1 31 11 0 102 1,263 425 PM 0 6 1 11 0 0 2 0 0 0 0 9 20 3 0 0 2 44 5 0 103 1,249 299 430 PM 0 6 2 3 0 0 0 0 1 0 0 4 26 1 0 0 2 30 10 0 85 1,242 435 PM 0 9 2 8 0 0 1 1 3 0 0 12 25 1 0 0 8 29 4 0 103 1,236 440 PM 0 6 4 T 0 0 3 2 6 0 0 3 2T 5 0 0 3 42 5 0 113 1,223 301 445 PM 0 T 1 16 0 0 1 1 3 0 0 6 20 1 0 0 11 35 6 0 108 1,199 450 PM 0 5 4 9 0 0 1 3 0 0 0 5 19 0 0 0 8 34 5 0 93 1,179 455 PM 0 4 13 0 0 2 6 0 0 2 17 2 0 0 13 35 0 116 1,180 317 500 PM 0 6 9 0 0 4 T 0 0 8 26 2 0 0 2 33 3 0 134 1,146 �05 PM 0 5 0 0 5 4 0 0 6 28 2 0 0 1 31 5 0 116 5 10 PM 0 2 2 5 0 0 2 2 1 0 0 T 26 2 0 0 1 39 5 0 94 344 5 15 PM 0 5 1 15 0 0 1 0 0 0 0 4 29 1 0 0 1 37 2 0 96 520 PM 0 8 0 11 0 0 1 0 1 0 0 3 26 0 0 0 3 28 T 0 88 525 PM 0 4 1 5 0 0 1 1 3 0 0 8 36 1 0 0 2 29 5 0 96 280 530 PM 0 6 2 10 0 0 0 2 2 0 0 5 25 0 0 0 2 25 0 0 79 5 35 PM 0 9 0 9 0 0 2 1 0 0 0 5 20 0 0 0 0 38 6 0 90 5 40 PM 0 5 0 10 0 0 2 0 2 0 0 2 24 3 0 0 0 33 8 0 89 258 545 PM 0 5 1 5 0 0 1 1 1 0 0 4 24 9 0 0 4 26 T 0 88 5 50 PM 0 6 0 10 0 0 1 2 5 0 0 2 15 9 0 0 5 26 13 0 94 555 PM 0 5 2 6 0 0 1 6 0 0 2 13 6 0 0 4 27 3 0 82 264 9/ Su 4 12 -1 22 2'-' S9 -1 bS 295 r Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 93 30 124 0 0 22 20 39 0 0 63 295 18 0 0 58 395 67 0 1,224 Mediums 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 1 0 13 Total 0 97 30 124 0 0 22 20 39 0 0 63 295 18 0 0 58 404 68 0 1,238 Pedestrians 1 27 1 33 62 Bicycles on Road 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00% 4 1% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 22% 15% 11% Peak Hour Factor(PHF) IIIIIIIIII, Peek Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 86 30 131 0 0 28 35 62 0 0 61 286 20 0 0 55 395 TO 0 1,259 Mediums 0 4 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 8 1 0 14 Total 0 90 30 132 0 0 28 35 62 0 0 61 286 20 0 0 55 404 71 0 1,274 Pedestrians 2 26 4 33 65 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 20% 00% 00% 19% 12% Heavy Vehicle Percentage 00% 44% 00% 08% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 22% 14% 00% 12% Peak Hour Factor(PHF) 086 043 091 088 087 Peak Hour Factor(PHF) 000 067 049 079 000 000 064 038 042 000 000 069 084 036 000 000 045 095 070 000 087 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4 00 PM 0 8 3 13 0 0 2 2 6 0 0 6 24 2 0 0 6 32 1 0 105 4 05 PM 0 10 2 8 0 0 1 1 2 0 0 10 39 0 0 0 0 30 4 0 107 4 10 PM 0 T 0 10 0 0 5 4 T 0 0 3 34 2 0 0 2 28 3 0 105 4 15 PM 0 17 0 11 0 0 3 0 2 0 0 1 18 1 0 0 2 31 7 0 93 420 PM 0 9 2 15 0 0 1 0 3 0 0 2 26 0 0 0 1 31 10 0 100 425 PM 0 5 1 11 0 0 2 0 0 0 0 9 20 3 0 0 2 44 5 0 102 4 30 PM 0 6 2 3 0 0 0 0 1 0 0 4 26 1 0 0 2 30 10 0 85 435 PM 0 9 2 8 0 0 1 1 3 0 0 12 25 1 0 0 8 28 4 0 102 440 PM 0 6 4 T 0 0 3 2 6 0 0 3 2T 5 0 0 3 42 5 0 113 4 45 PM 0 T 1 16 0 0 1 1 3 0 0 6 20 1 0 0 11 35 6 0 108 4 50 PM 0 5 4 9 0 0 1 3 0 0 0 5 19 0 0 0 8 31 5 0 90 4 55 PM 0 4 9 13 0 0 2 6 6 0 0 2 17 2 0 0 13 33 7 0 114 500 PM 0 6 4 18 0 0 4 10 1T 0 0 8 26 2 0 0 2 32 3 0 132 5 05 PM 0 5 1 10 0 0 5 8 14 0 0 6 28 2 0 0 1 30 5 0 115 510 PM 0 2 2 5 0 0 2 2 1 0 0 T 26 2 0 0 1 39 5 0 94 515 PM 0 5 1 15 0 0 1 0 0 0 0 4 29 1 0 0 1 37 2 0 96 520 PM 0 8 0 11 0 0 1 0 1 0 0 3 26 0 0 0 3 28 7 0 88 525 PM 0 4 1 5 0 0 1 1 3 0 0 8 36 1 0 0 2 29 5 0 96 530 PM 0 6 2 9 0 0 0 2 2 0 0 5 25 0 0 0 2 25 0 0 78 535 PM 0 9 0 9 0 0 2 1 0 0 0 5 20 0 0 0 0 37 6 0 89 5 40 PM 0 5 0 10 0 0 2 0 2 0 0 2 24 3 0 0 0 33 8 0 89 545 PM 0 5 1 5 0 0 1 1 1 0 0 4 24 9 0 0 4 26 7 0 88 5 50 PM 0 6 0 10 0 0 1 2 5 0 0 2 15 9 0 0 5 26 13 0 94 555 PM 0 5 2 6 0 0 7 1 6 0 0 2 13 6 0 0 4 27 3 0 82 Mediums 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 2 0 0 2 410 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 4 15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 420 PM 0 1 0 0 0 0 0 0 0 0 1 0 2 425 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 2 0 0 2 455 PM 0 0 0 0 0 0 0 0 2 0 0 2 500 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road 400 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 1 1 0 0 0 0 1 1 410 PM 0 0 0 9 0 9 0 0 0 9 0 9 415 PM 0 0 0 0 0 0 2 0 2 420 PM 0 0 0 2 0 2 0 0 0 2 0 2 425 PM 0 0 0 1 3 4 0 0 0 1 3 4 430 PM 0 0 0 0 0 0 0 0 0 3 2 0 1 2 0 0 3 20 0 0 2 1 1 0 1 1 1 0 0 1 0 4 0 0 0 3 0 2 1 0 0 0 2 1 1 1 0 0 1 p p 0 435 PM 0 0 O 0 2 4 2 0 2 0 8 440 PM 0 2 0 1 1 3 p 445 PM 0 0 0 0 0 p 0 0 0 0 0 5 450 PM 0 0 0 0 0 g 0 p 0 5 0 0 455 PM 0 1 1 5 p 0 1 1 0 0 0 5 00 PM 0 0 p 0 0 0 0 0 0 0 0 0 595 PM 0 p 0 p 0 1 0 0 0 0 0 0 510 PM 0 1 1 0 1 0 0 1 1 p 0 2 515 PM 0 0 0 0 0 p 0 0 0 2 0 3 5'.20 PM 0 0 0 0 0 0 0 1 1 1 2 0 525 PM 0 1 1 p 0 3 0 0 0 0 0 530 PM 0 0 0 3 0 0 0 0 0 535 PM 0 0 1 0 0 0 0 540 PM p 0 6,45 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 3 SW Stafford Rd&Bergis Rd PM Wednesday,February 16,2022 Peak Hour 0405 PM-0505 PM Peak 15-Minutes 0435 PM-0450 PM Traffic Counts-All Vehicles BerEis Rd BerEis Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 4 00 PM 0 0 0 0 0 0 3 0 1 0 0 0 34 3 0 0 1 36 0 0 78 1,007 4 05 PM 0 44 1 40 Ir 1014 410PM 0 0 0 0 0 0 T 0 0 0 0 45 0 0 2 23 0 0 83 1,005 257 415 PM 0 0 0 0 0 0 2 0 0 0 0 33 0 0 2 3T 0 0 T9 1,001 4 20 PM 0 0 0 0 0 0 0 0 2 0 0 0 33 T 0 0 1 51 0 0 94 995 425 PM 0 0 0 0 0 0 5 0 1 0 0 0 2T 3 0 0 3 40 0 0 79 975 252 4 30 PM 0 0 0 0 0 0 3 0 2 0 0 0 28 3 0 0 2 38 0 0 76 978 4 35 PM 0 0 0 0 0 0 1 0 2 0 0 0 35 4 0 0 2 49 0 0 93 971 4 40 PM 0 0 0 0 0 0 8 0 0 0 0 0 35 3 0 0 6 34 0 0 86 953 255 4 45 PM 0 0 0 0 0 0 6 0 0 0 0 0 30 1 0 0 1 46 0 0 84 939 450 PM 0 0 0 0 0 0 7 0 0 0 0 0 25 2 0 0 1 41 0 0 76 931 MISS PM 0 0 0 0 0 0 6 0 1 0 0 0 24 5 0 0 0 47 0 0 83 923 243 0 PM 0 0 0 0 0 0 0 0 1 0 0 0 41 3 0 0 2 38 0 0 85 903 5 05 PM 0 0 0 0 0 0 2 0 1 0 0 0 42 3 0 0 0 39 0 0 87 5 10 PM 0 0 0 0 0 0 7 0 1 0 0 0 30 3 0 0 3 35 0 0 79 251 515 PM 0 0 0 0 0 0 0 0 1 0 0 0 2T 1 0 0 1 43 0 0 73 520 PM 0 0 0 0 0 0 1 0 2 0 0 0 33 6 0 0 1 31 0 0 74 525 PM 0 0 0 0 0 0 2 0 1 0 0 0 38 2 0 0 3 36 0 0 82 229 5 30 PM 0 0 0 0 0 0 1 0 2 0 0 0 2T 2 0 0 1 36 0 0 69 5 35 PM 0 0 0 0 0 0 3 0 0 0 0 0 32 2 0 0 0 38 0 0 75 540 PM 0 0 0 0 0 0 4 0 1 0 0 0 26 4 0 0 2 35 0 0 72 216 545 PM 0 0 0 0 0 0 4 0 2 0 0 0 29 5 0 0 2 34 0 0 76 5 50 PM 0 0 0 0 0 0 5 0 1 0 0 0 20 4 0 0 0 38 0 0 68 5 55 PM 0 0 0 0 0 0 1 0 0 0 0 0 24 2 0 0 1 35 0 0 63 207 1 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 0 0 0 0 0 50 0 13 0 0 0 389 44 0 0 21 473 0 0 990 Mediums 0 0 0 0 0 0 2 0 0 0 0 0 4 1 0 0 1 8 0 0 16 Total 0 0 0 0 0 0 52 0 13 0 0 0 393 45 0 0 22 482 0 0 1,007 Pedestrians 0 0 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 38°% 00°% 00°% 00°% 00°% 10°% 22°% 00°% 45°% 19°% 00°% 17% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 0 0 0 0 0 4T 0 13 0 0 0 396 44 0 0 22 476 0 0 998 Mediums 0 0 0 0 0 0 2 0 0 0 0 0 4 1 0 0 1 7 0 0 15 Total 0 0 0 0 0 0 49 0 13 0 0 0 400 45 0 0 23 484 0 0 1,014 Pedestrians 0 0 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 00°% 32°% 11°% 18°% 16°% Heavy Vehicle Percentage 00°% 00°% 00°% 00°% 00°% 00°% 41°% 00°% 00°% 00°% 00°% 00°% 10°% 22°% 00°% 00°% 43°% 17% 00°% 00°% 16°% Peak Hour Factor(PHF) 000 077 082 095 096 Peak Hour Factor(PHF) 000 000 000 000 000 000 062 000 070 000 000 000 082 066 000 000 058 093 000 000 096 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4 00 PM 0 0 0 0 0 0 3 0 1 0 0 0 34 3 0 0 1 35 0 0 TT 4 05 PM 0 0 0 0 0 0 4 0 3 0 0 0 44 4 0 0 1 40 0 0 96 4 10 PM 0 0 0 0 0 0 7 0 1 0 0 0 44 5 0 0 2 22 0 0 81 4 15 PM 0 0 0 0 0 0 2 0 0 0 0 0 32 5 0 0 2 37 0 0 78 4 20 PM 0 0 0 0 0 0 0 0 2 0 0 0 32 T 0 0 0 49 0 0 90 425 PM 0 0 0 0 0 0 5 0 1 0 0 0 26 3 0 0 3 40 0 0 78 430 PM 0 0 0 0 0 0 3 0 2 0 0 0 28 3 0 0 2 37 0 0 75 4 35 PM 0 0 0 0 0 0 1 0 2 0 0 0 35 4 0 0 2 48 0 0 92 4 40 PM 0 0 0 0 0 0 8 0 0 0 0 0 35 2 0 0 6 34 0 0 85 4 45 PM 0 0 0 0 0 0 6 0 0 0 0 0 30 1 0 0 1 46 0 0 84 450 PM 0 0 0 0 0 0 6 0 0 0 0 0 25 2 0 0 1 39 0 0 73 4 55 PM 0 0 0 0 0 0 5 0 1 0 0 0 24 5 0 0 0 46 0 0 81 5 00 PM 0 0 0 0 0 0 0 0 1 0 0 0 41 3 0 0 2 38 0 0 85 5 05 PM 0 0 0 0 0 0 2 0 1 0 0 0 42 3 0 0 0 38 0 0 86 510 PM 0 0 0 0 0 0 7 0 1 0 0 0 30 3 0 0 2 35 0 0 78 515 PM 0 0 0 0 0 0 0 0 1 0 0 0 2T 1 0 0 1 43 0 0 73 520 PM 0 0 0 0 0 0 1 0 1 0 0 0 33 6 0 0 1 31 0 0 73 5 25 PM 0 0 0 0 0 0 2 0 1 0 0 0 38 2 0 0 3 36 0 0 82 5 30 PM 0 0 0 0 0 0 1 0 2 0 0 0 2T 2 0 0 1 36 0 0 69 535 PM 0 0 0 0 0 0 3 0 0 0 0 0 32 2 0 0 0 37 0 0 74 540 PM 0 0 0 0 0 0 4 0 1 0 0 0 25 4 0 0 2 34 0 0 TO 545 PM 0 0 0 0 0 0 4 0 2 0 0 0 29 5 0 0 2 34 0 0 76 5 50 PM 0 0 0 0 0 0 5 0 1 0 0 0 20 4 0 0 0 38 0 0 68 5 55 PM 0 0 0 0 0 0 1 0 0 0 0 0 24 2 0 0 1 35 0 0 63 Mediums 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2 0 0 4 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 455 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 o ° 0 ° o o ° 0 ° o ° o ° o ° o ° 0 o o° ° ° 0 0 0 0 0 0 0 0 0 0 0 0 o o o o p p 435 PM ° p O 0 Q 0 Q 0 0 Q o 440 PM 0 0 0 0 0 0 ° 0 445 PM ° p 0 0 0 0 ° 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 p 0 0 0 0 500 PM o 0 0 p 0 0 0 p 0 0 0 0 595 PM 0 p 0 p 0 p 0 0 ° 0 ° 0 510 PM ° 0 ° 0 ° 0 ° 1 1 0 ° 0 515 PM 0 0 0 0 0 0 ° 0 ° 0 ° 0 5'.20 PM ° 0 ° 0 ° 0 ° 0 ° 0 ° 0 525 PM 0 0 0 0 0 0 ° 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 ° 535PM 0 0 0 0 0 0 540 PM 0 0 645 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 4 SW Stafford Rd&Sunny Hill Rd PM Wednesday,February 16,2022 Peak Hour 0405 PM-0505 PM Peak 15-Minutes 0435 PM-0450 PM Traffic Counts-All Vehicles Sunny Hill Rd Sunny Hill Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 4 00 PM 0 0 0 2 0 0 0 0 0 0 0 1 34 0 0 0 0 32 2 0 71 933 4 05 PM 0 W 47 0 W. 0 36 0 93 946 410 PM 0 0 0 0 0 0 0 0 0 0 3 44 0 0 0 0 23 0 74 941 238 4 15 PM 0 1 0 0 0 0 0 0 0 0 1 30 0 0 0 0 36 0 72 933 4 20 PM 0 1 0 4 0 0 0 0 0 0 0 3 34 0 0 0 0 49 0 92 937 425 PM 0 0 0 4 0 0 0 0 0 0 0 2 25 0 0 0 0 41 2 0 74 913 238 430 PM 0 2 0 3 0 0 0 0 0 0 0 1 29 0 0 0 0 35 0 0 70 919 4 35 PM 0 0 0 2 0 0 0 0 0 0 0 4 35 0 0 0 0 51 2 0 94 916 4 40 PM 0 0 0 3 0 0 0 0 0 0 0 4 29 0 0 0 0 35 2 0 73 895 237 4 45 PM 1 1 0 2 0 0 0 0 0 0 0 5 28 0 0 0 0 43 1 0 81 888 4 50 PM 0 0 0 2 0 0 0 0 0 0 0 2 23 0 0 0 0 40 1 0 68 878 MISS PM 0 0 0 1 0 0 0 0 0 0 0 2 22 0 0 0 0 46 0 0 71 869 220 0 PM 0 0 0 0 0 0 0 0 0 0 0 8 35 0 0 0 0 39 2 0 84 861 5 05 PM 0 0 0 2 0 0 0 0 0 0 0 3 41 0 0 0 0 39 3 0 88 5 10 PM 0 0 0 2 0 0 0 0 0 0 0 1 28 0 0 0 0 35 0 0 66 238 515 PM 0 1 0 2 0 0 0 0 0 0 0 2 29 0 0 0 0 41 1 0 76 5 20 PM 0 1 0 0 0 0 0 0 0 0 0 2 33 0 0 0 0 32 0 0 68 620 PM 0 0 0 0 0 0 0 0 0 0 0 5 35 0 0 0 0 38 2 0 80 224 T 20 PM 0 1 0 2 0 0 0 0 0 0 0 3 25 0 0 0 0 35 1 0 67 820 PM 0 1 0 3 0 0 0 0 0 0 0 4 30 0 0 0 0 34 1 0 73 920 PM 0 1 0 3 0 0 0 0 0 0 0 1 25 0 0 0 0 34 2 0 66 206 1020 PM 0 1 0 T 0 0 0 0 0 0 0 2 31 0 0 0 0 30 0 0 71 11 20 PM 0 1 0 3 0 0 0 0 0 0 0 1 20 0 0 0 0 34 0 0 59 12 20 AM 0 0 0 3 0 0 0 0 0 0 0 3 22 0 0 0 0 35 0 0 63 193 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 1 T 0 30 0 0 0 0 0 0 0 29 377 0 0 0 0 461 17 0 922 Mediums 0 0 0 2 0 0 0 0 0 0 0 0 3 0 0 0 0 5 0 0 10 Total 1 T 0 32 0 0 0 0 0 0 0 29 380 0 0 0 0 467 17 0 933 Pedestrians 8 0 0 0 8 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00% 00% 00% 63% 00% 00% 00% 00% 00% 00% 08% 00% 00% 00% 13% 00% 12% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 1 T 0 28 0 0 0 0 0 0 0 36 378 0 0 0 0 469 17 0 936 Mediums 0 0 0 2 0 0 0 0 0 0 0 0 3 0 0 0 0 4 0 0 9 Total 1 T 0 30 0 0 0 0 0 0 0 36 381 0 0 0 0 474 17 0 946 Pedestrians 6 0 0 0 6 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 53% 00% 07% 10% 11% Heavy Vehicle Percentage 00% 00% 00% 67% 00% 00% 00% 00% 00% 00% 00% 00% 08% 00% 00% 00% 00% 11% 00% 00% 11% Peak Hour Factor(PHF) 071 000 083 095 095 Peak Hour Factor(PHF) 025 058 000 073 000 000 000 000 000 000 000 079 079 000 000 000 000 096 071 000 095 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 400 PM 0 0 0 2 0 0 0 0 0 0 0 1 34 0 0 0 0 31 2 0 70 4 05 PM 0 2 0 4 0 0 0 0 0 0 0 1 4T 0 0 0 0 36 3 0 93 4 10 PM 0 0 0 2 0 0 0 0 0 0 0 3 43 0 0 0 0 23 1 0 72 415 PM 0 1 0 2 0 0 0 0 0 0 0 1 29 0 0 0 0 36 2 0 71 420 PM 0 1 0 4 0 0 0 0 0 0 0 3 33 0 0 0 0 47 1 0 89 425 PM 0 0 0 4 0 0 0 0 0 0 0 2 25 0 0 0 0 41 2 0 74 4 30 PM 0 2 0 2 0 0 0 0 0 0 0 1 29 0 0 0 0 35 0 0 69 4 35 PM 0 0 0 2 0 0 0 0 0 0 0 4 35 0 0 0 0 50 2 0 93 440 PM 0 0 0 3 0 0 0 0 0 0 0 4 29 0 0 0 0 35 2 0 73 4 45 PM 1 1 0 2 0 0 0 0 0 0 0 5 28 0 0 0 0 43 1 0 81 4 50 PM 0 0 0 2 0 0 0 0 0 0 0 2 23 0 0 0 0 38 1 0 66 455 PM 0 0 0 1 0 0 0 0 0 0 0 2 22 0 0 0 0 46 0 0 71 5 00 PM 0 0 0 0 0 0 0 0 0 0 0 8 35 0 0 0 0 39 2 0 84 5 05 PM 0 0 0 2 0 0 0 0 0 0 0 3 41 0 0 0 0 38 3 0 87 510 PM 0 0 0 1 0 0 0 0 0 0 0 1 2T 0 0 0 0 35 0 0 64 515 PM 0 1 0 2 0 0 0 0 0 0 0 2 29 0 0 0 0 41 1 0 76 520 PM 0 1 0 0 0 0 0 0 0 0 0 2 32 0 0 0 0 32 0 0 67 5 25 PM 0 0 0 0 0 0 0 0 0 0 0 5 35 0 0 0 0 38 2 0 80 530 PM 0 1 0 2 0 0 0 0 0 0 0 3 25 0 0 0 0 35 1 0 67 5 35 PM 0 1 0 3 0 0 0 0 0 0 0 4 30 0 0 0 0 33 1 0 72 5 40 PM 0 1 0 3 0 0 0 0 0 0 0 1 25 0 0 0 0 34 2 0 66 545 PM 0 1 0 T 0 0 0 0 0 0 0 2 31 0 0 0 0 30 0 0 71 5 50 PM 0 1 0 3 0 0 0 0 0 0 0 1 20 0 0 0 0 34 0 0 59 5 55 PM 0 0 0 3 0 0 0 0 0 0 0 3 21 0 0 0 0 35 0 0 62 Mediums 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 510 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 1 1 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 1 1 2 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 3 0 3 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 1 1 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 ° 0 o ° 0 0 o o ° ° ° 0 ° o ° 0 ° o ° o o o° ° ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 p 2 0 0 0 Q 0 0 0 0 0 440 PM 0 0 0 0 0 0 ° 0 445 PM 2 0 0 0 0 0 ° 0 0 0 0 4.50 PM 0 0 0 0 0 0 0 0 0 0 ° 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM o 12. p 0 p 0 0 ° o ° 0 595 PM 1 0 ° 0 ° 0 ° 0 ° 0 ° 0 510 PM ° 1 1 0 ° o 0 0 ° 0 ° 0 515 PM 0 1 1 0 0 0 ° 0 ° 0 ° 0 5'.20 PM o 1 1 0 0 0 ° 0 ° 0 ° 0 5-25 PM 0 0 ° 0 0 0 0 0 ° 0 ° 530 PM O 0 0 0 0 0 0 ° 535PM 0 0 0 0 0 0 540 PM 0 0 6,45 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 5 McVey Ave&South Shore Blvd PM Wednesday,February 16,2022 Peak Hour 0400 PM-0500 PM Peak 15-Minutes 0410 PM-0425 PM Traffic Counts-All Vehicles South Shore Blvd South Shore Blvd McVey Ave McVey Ave Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour �0 PM 0 24 0 7 0 0 0 1 0 0 0 T 24 • • 0 0 0 28 19 0 111 1,384 4 05 PM 0 20 0 5 0 0 0 0 1 0 0 5 46 0 0 0 0 34 8 0 119 1,382 410 PM 0 30 0 5 0 0 0 0 1 0 0 3 41 0 0 0 1 28 17 0 126 1,368 356 415 PM 0 22 0 7 0 0 1 0 1 0 0 3 25 0 0 0 0 33 17 0 109 1,343 4 20 PM 0 21 0 6 0 0 1 0 1 0 0 2 38 2 0 0 0 39 18 0 128 1,347 425 PM 0 21 0 6 0 0 0 0 0 0 0 2 31 0 0 0 0 41 11 0 112 1,319 349 430 PM 0 26 0 1 0 0 1 0 0 0 0 4 2T 0 0 0 1 42 16 0 118 1,315 4 35 PM 0 23 0 4 0 0 0 1 0 0 0 2 25 1 0 0 1 44 12 0 113 1,287 4 40 PM 0 15 0 5 0 0 0 1 0 0 0 6 30 0 0 0 2 38 13 0 110 1,285 341 445 PM 0 18 0 4 0 0 2 0 4 0 0 3 28 0 0 0 1 36 14 0 110 1,262 450 PM 0 18 0 2 0 0 1 0 1 0 0 4 24 0 0 0 0 41 24 0 115 1,248 a 55 PM 0 22 0 2 0 0 0 0 1 0 0 1 16 1 0 0 2 41 27 0 113 1,226 338 500 PM 0 17 0 7 0 0 2 1 0 0 0 2 28 0 0 0 1 39 12 0 109 1,205 5 05 PM 0 12 0 6 0 0 1 1 0 0 0 T 38 1 0 0 0 28 11 0 105 5 10 PM 0 26 0 3 0 0 1 0 1 0 0 6 24 0 0 0 0 33 7 0 101 315 5 15 PM 0 13 1 5 0 0 1 0 1 0 0 0 28 0 0 0 2 43 19 0 113 520 PM 0 14 0 5 0 0 0 1 1 0 0 5 24 0 0 0 2 26 22 0 100 5 25 PM 0 14 0 5 0 0 1 0 1 0 0 5 30 0 0 0 0 36 16 0 108 321 530 PM 0 12 0 1 0 0 1 0 3 0 0 1 22 0 0 0 1 29 20 0 90 535 PM 0 23 1 2 0 0 0 0 1 0 0 2 25 0 0 0 0 38 19 0 111 540 PM 0 8 0 4 0 0 0 3 2 0 0 3 25 0 0 0 0 31 11 0 87 288 5 45 PM 0 10 0 3 0 0 0 0 2 0 0 3 30 0 0 0 1 33 14 0 96 5 50 PM 0 20 0 8 0 0 0 0 0 0 0 1 18 0 0 0 0 30 16 0 93 5 55 PM 0 13 0 1 0 0 1 2 0 0 0 2 19 2 0 0 1 36 15 0 92 281 r r r r Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 255 0 51 0 0 6 2 10 0 0 41 351 5 0 0 8 437 194 0 1,360 Mediums 0 5 0 3 0 0 0 1 0 0 0 1 4 0 0 0 0 7 2 0 23 Total 0 260 0 54 0 0 6 3 10 0 0 42 355 5 0 0 8 445 196 0 1,384 Pedestrians 1 5 1 2 9 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 19°% 00°% 56°% 00°% 00°% 333°% 00°% 00°% 24°% 11°% 00°% 00°% 00°% 18°% 10°% 17% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 255 0 51 0 0 6 2 10 0 0 41 351 5 0 0 8 437 194 0 1,360 Mediums 0 5 0 3 0 0 0 1 0 0 0 1 4 0 0 0 0 7 2 0 23 Total 0 260 0 54 0 0 6 3 10 0 0 42 355 5 0 0 8 445 196 0 1,384 Pedestrians 1 5 1 2 9 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 25°% 53°% 12°% 15°% 17% Heavy Vehicle Percentage 00°% 19°% 00°% 56°% 00°% 00°% 00°% 333°% 00°% 00°% 00°% 24°% 11°% 00°% 00°% 00°% 00°% 18°% 10°% 00°% 17% Peak Hour Factor(PHF) 086 080 079 088 095 Peak Hour Factor(PHF) 000 088 050 072 000 000 063 067 067 000 000 075 080 063 000 000 075 092 078 000 095 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 400 PM 0 24 0 7 0 0 0 1 0 0 0 6 24 1 0 0 0 27 19 0 109 4 05 PM 0 20 0 5 0 0 0 0 1 0 0 5 46 0 0 0 0 34 7 0 118 410 PM 0 29 0 5 0 0 0 0 1 0 0 3 40 0 0 0 1 28 17 0 124 4 15 PM 0 21 0 7 0 0 1 0 1 0 0 3 24 0 0 0 0 32 17 0 106 4 20 PM 0 21 0 4 0 0 1 0 1 0 0 2 38 2 0 0 0 39 18 0 126 425 PM 0 20 0 6 0 0 0 0 0 0 0 2 29 0 0 0 0 41 11 0 109 430 PM 0 26 0 1 0 0 1 0 0 0 0 4 2T 0 0 0 1 42 16 0 118 435 PM 0 23 0 4 0 0 0 0 0 0 0 2 25 1 0 0 1 42 12 0 110 4 40 PM 0 15 0 5 0 0 0 1 0 0 0 6 30 0 0 0 2 37 13 0 109 445 PM 0 17 0 4 0 0 2 0 4 0 0 3 28 0 0 0 1 35 14 0 108 450 PM 0 18 0 2 0 0 1 0 1 0 0 4 24 0 0 0 0 39 24 0 113 4 55 PM 0 21 0 1 0 0 0 0 1 0 0 1 16 1 0 0 2 41 26 0 110 500 PM 0 17 0 7 0 0 2 1 0 0 0 1 28 0 0 0 1 39 12 0 108 5 05 PM 0 12 0 6 0 0 1 1 0 0 0 T 38 1 0 0 0 27 11 0 104 510 PM 0 26 0 3 0 0 1 0 1 0 0 5 23 0 0 0 0 33 7 0 99 515 PM 0 13 1 5 0 0 1 0 1 0 0 0 28 0 0 0 2 43 19 0 113 520 PM 0 14 0 5 0 0 0 1 1 0 0 5 24 0 0 0 2 26 22 0 100 5 25 PM 0 14 0 5 0 0 1 0 1 0 0 5 30 0 0 0 0 36 16 0 108 530 PM 0 12 0 1 0 0 1 0 3 0 0 1 22 0 0 0 1 29 20 0 90 535 PM 0 22 1 2 0 0 0 0 1 0 0 2 25 0 0 0 0 37 18 0 108 540 PM 0 8 0 4 0 0 0 3 2 0 0 3 25 0 0 0 0 31 11 0 87 5 45 PM 0 10 0 3 0 0 0 0 2 0 0 3 29 0 0 0 1 33 14 0 95 5 50 PM 0 20 0 8 0 0 0 0 0 0 0 1 18 0 0 0 0 30 16 0 93 5 55 PM 0 13 0 1 0 0 1 2 0 0 0 2 18 2 0 0 1 36 14 0 90 Mediums 400 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 2 405 PM 0 0 0 0 0 0 0 0 0 1 0 1 410 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 4 15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 3 420 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 425 PM 0 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 3 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 445 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 510 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 3 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 1 0 1 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 1 1 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 1 0 1 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 1 0 1 0 0 0 0 0 0 415 PM 0 0 0 1 0 1 1 0 1 0 1 1 420 PM 0 1 1 0 0 0 0 0 0 1 0 1 425 PM 0 0 0 2 0 2 0 0 0 0 0 0 430 PM 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 435 PM 0 p 0 0 0 0 Q 0 00 0 0 0 440 PM 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 ° 1 45O PM 0 0 0 0 0 0 0 0 0 0 1 0 455 PM 0 0 0 0 ° 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 595 PM 0 p 0 p 0 0 0 0 0 0 0 0 510 PM 0 0 0 p ° 2 0 0 0 0 0 0 515 PM 0 0 0 0 2 0 0 0 0 0 0 0 5'.20 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 p 0 0 0 0 0 0 0 0 530 PM0 0 0 0 0 0 0 0 ° 5 35 PM 0 0 0 0 0 0 540 PM p 0 645 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 6 Treetop Ln&Overlook Dr PM Wednesday,February 16,2022 Peak Hour 0410 PM-0510 PM Peak 15-Minutes 0455 PM-0510 PM Traffic Counts-All Vehicles Overlook Dr Overlook Dr Treetop Ln Treetop Ln Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 4 00 PM 0 0 14 1 0 0 0 12 4 0 0 3 0 1 0 0 2 1 0 0 38 450 4 05 PM 0 0 16 1 0 0 1 10 3 0 0 2 2 0 0 0 3 1 0 0 39 458 4 10 PM 0 O 28 3 0 0 O 6 0 0 1 0 0 0 0 2 1 0 43 463 106 420 PM 0 0 20 3 0 0 1 8 5 0 0 0 0 1 0 0 6 2 0 0 46 459 425 PM 0 1 12 1 0 0 1 11 2 0 0 0 0 0 0 0 5 0 2 0 35 440 124 4 30 PM 0 0 9 1 0 0 1 9 2 0 0 0 0 1 0 0 2 0 0 0 25 443 4 35 PM 0 0 12 2 0 0 0 16 1 0 0 2 2 0 0 0 2 0 0 0 37 448 4 40 PM 0 1 19 1 0 0 0 13 2 0 0 2 0 0 0 0 3 1 0 0 42 446 104 4 45 PM 0 0 18 0 0 0 0 13 5 0 0 0 0 0 0 0 1 2 1 0 40 439 4 50 PM 0 0 21 0 0 0 1 9 2 0 0 0 0 0 0 0 0 0 0 0 33 439 4 55 PM 0 0 22 1 0 0 1 13 2 0 0 1 0 1 0 0 1 0 1 0 43 447 116 5 00 PM 0 0 20 4 0 0 0 1T 1 0 0 0 0 1 0 0 3 0 0 0 46 435 �05 PM 0 0 16 2 0 0 0 19 2 0 0 2 0 0 0 0 2 2 1 0 46 510 PM 0 0 5 1 0 0 0 11 4 0 0 0 1 1 0 0 2 1 1 0 27 119 5 15 PM 0 0 1T 4 0 0 1 8 4 0 0 1 0 2 0 0 2 0 0 0 39 520 PM 0 0 14 2 0 0 0 5 2 0 0 0 0 1 0 0 2 0 1 0 27 5 25 PM 0 1 13 2 0 0 0 11 3 0 0 2 0 0 0 0 4 2 0 0 38 104 5 30 PM 0 0 14 1 0 0 0 8 2 0 0 0 1 0 0 0 4 0 0 0 30 5 35 PM 0 0 13 3 0 0 1 10 2 0 0 0 0 0 0 0 5 1 0 0 35 5 40 PM 0 0 19 2 0 0 0 6 3 0 0 1 0 0 0 0 3 1 0 0 35 100 5 45 PM 0 0 14 1 0 0 0 16 3 0 0 1 0 0 0 0 4 1 0 0 40 550 PM 0 0 18 0 0 0 1 15 3 0 0 1 0 0 0 0 2 1 0 0 41 5 55 PM 0 0 1T 2 0 0 0 T 0 0 0 1 0 1 0 0 2 0 1 0 31 112 r r r i Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 3 200 17 0 0 7 121 29 0 0 12 4 5 0 0 27 9 4 0 438 Mediums 0 0 4 2 0 0 0 3 1 0 0 0 1 0 0 0 1 0 0 0 12 Total 0 3 204 19 0 0 7 124 30 0 0 12 5 5 0 0 28 9 4 0 450 Pedestrians 1 2 0 10 13 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 20°% 105°% 00°% 00°% 24°% 33°% 00°% 00°% 200°% 00°% 00°% 36°% 00°% 00°% 27% Peak Hour Factor(PHF) IIIIIIIIII, Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 3 206 21 0 0 6 136 25 0 0 9 2 5 0 0 27 9 5 0 454 Mediums 0 0 4 2 0 0 0 2 1 0 0 0 1 0 0 0 1 0 0 0 11 Total 0 3 210 23 0 0 6 138 26 0 0 9 3 5 0 0 28 9 5 0 465 Pedestrians 1 2 0 9 12 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 2 5°% 18°% 5 9°% 2 4°% 2 4°% Heavy Vehicle Percentage 00°% 00°% 19°% 87% 00°% 00°% 00°% 14°% 38°% 00°% 00°% 00°% 333°% 00°% 00°% 00°% 36°% 00°% 00°% 00°% 24°% Peak Hour Factor(PHF) 081 084 050 075 086 Peak Hour Factor(PHF) 000 038 083 075 000 000 058 075 080 000 000 050 042 044 000 000 067 056 088 000 086 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4 00 PM 0 0 14 1 0 0 0 11 4 0 0 3 0 1 0 0 2 1 0 0 37 4 05 PM 0 0 16 1 0 0 1 10 3 0 0 2 2 0 0 0 3 1 0 0 39 410 PM 0 0 12 5 0 0 0 4 2 0 0 1 1 1 0 0 0 1 0 0 27 4 15 PM 0 1 2T 2 0 0 1 4 0 0 0 1 0 0 0 0 2 1 0 0 39 4 20 PM 0 0 19 3 0 0 1 8 4 0 0 0 0 1 0 0 6 2 0 0 44 4 25 PM 0 1 11 1 0 0 1 11 2 0 0 0 0 0 0 0 5 0 2 0 34 4 30 PM 0 0 9 0 0 0 1 9 2 0 0 0 0 1 0 0 2 0 0 0 24 4 35 PM 0 0 12 2 0 0 0 16 1 0 0 2 1 0 0 0 2 0 0 0 36 4 40 PM 0 1 19 1 0 0 0 13 2 0 0 2 0 0 0 0 3 1 0 0 42 4 45 PM 0 0 18 0 0 0 0 13 5 0 0 0 0 0 0 0 1 2 1 0 40 4 50 PM 0 0 21 0 0 0 1 9 2 0 0 0 0 0 0 0 0 0 0 0 33 4 55 PM 0 0 22 1 0 0 1 13 2 0 0 1 0 1 0 0 1 0 1 0 43 500 PM 0 0 20 4 0 0 0 1T 1 0 0 0 0 1 0 0 3 0 0 0 46 5 05 PM 0 0 16 2 0 0 0 19 2 0 0 2 0 0 0 0 2 2 1 0 46 510 PM 0 0 5 1 0 0 0 11 4 0 0 0 1 1 0 0 2 1 1 0 27 515PM 0 0 1T 4 0 0 1 8 4 0 0 1 0 2 0 0 2 0 0 0 39 520 PM 0 0 14 2 0 0 0 5 2 0 0 0 0 1 0 0 2 0 1 0 27 5 25 PM 0 1 13 2 0 0 0 11 3 0 0 2 0 0 0 0 4 2 0 0 38 5 30 PM 0 0 14 1 0 0 0 8 2 0 0 0 1 0 0 0 4 0 0 0 30 5 35 PM 0 0 13 3 0 0 1 10 2 0 0 0 0 0 0 0 5 1 0 0 35 5 40 PM 0 0 19 2 0 0 0 6 3 0 0 1 0 0 0 0 3 1 0 0 35 5 45 PM 0 0 14 1 0 0 0 16 3 0 0 1 0 0 0 0 4 1 0 0 40 550 PM 0 0 18 0 0 0 1 15 3 0 0 1 0 0 0 0 2 1 0 0 41 5 55 PM 0 0 1T 2 0 0 0 T 0 0 0 1 0 1 0 0 2 0 1 0 31 Mediums 400 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 4 15 PM 0 0 1 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 420 PM 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 425 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 430 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 1 1 2 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 3 2 5 425 PM 0 0 0 0 0 0 0 1 1 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 2 0 0 0 0 0 1 0 ° 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 435PM 0 0 0 0 0 1 1 1 0 0 q 40 PM 0 0 0 0 2 p 0 p ° 0 1 1 445 PM 0 0 0 0 0 0 0 0 0 0 1 2 a 50 PM 0 0 0 0 0 1 0 p 0 2 ° 1 455 PM 0 0 0 1 0 0 0 0 0 0 1 500 PM 0 1 1 0 0 0 0 0 0 1 1 1 595 PM 0 0 ° 0 0 0 ° 0 ° 1 0 2 510 PM 0 0 0 0 0 0 0 0 0 1 1 0 515 PM 0 0 0 0 0 0 0 0 0 0 0 0 5'.20 PM 0 0 0 0 0 0 0 0 0 0 0 2 525 PM 0 0 0 0 0 0 0 0 0 2 0 0 530 PM0 0 0 0 0 0 0 0 ° 5 35 PM 0 0 0 0 0 0 540 PM 0 0 545 PM 0 0 0 550 PM 0 555 PM ADD Traffic Data Services 7 SW Stafford Rd&Golf Driveway PM Wednesday,February 16,2022 Peak Hour 0400 PM-0500 PM Peak 15-Minutes 0400 PM-0415 PM Traffic Counts-All Vehicles Golf Dnvewav Golf Dnvewav SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour lir 4 00 PM 0 0 0 1 0 0 0 0 0 0 0 1 45 0 0 0 0 38 0 85 986 4 05 PM 0 0 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 40 0 0 93 985 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 31 0 0 80 978 258 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 41 0 0 80 973 4 20 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 43 0 0 81 963 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 47 0 0 73 957 234 4 30 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 47 0 0 85 962 4 35 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 49 0 0 87 940 4 40 PM 0 0 0 1 0 0 0 0 0 0 0 1 38 0 0 0 0 40 0 0 80 927 252 4 45 PM 0 0 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 52 0 0 85 918 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 50 0 0 76 904 55 PM 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 53 0 0 81 894 242 500 PM 0 1 0 1 0 0 0 0 0 0 0 0 45 0 0 0 0 37 0 0 84 870 5 05 PM 0 0 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 38 0 0 86 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 45 0 0 75 245 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 38 0 0 70 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 37 0 0 75 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 36 0 0 78 223 5 30 PM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 34 0 0 63 5 35 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 42 0 0 74 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 38 0 0 71 208 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 39 0 0 71 5 50 PM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 41 0 0 66 5 55 PM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 32 0 0 57 194 r r Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 0 0 2 0 0 0 0 0 0 0 2 446 0 0 0 0 520 0 0 970 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 10 0 0 15 Total 0 0 0 2 0 0 0 0 0 0 0 2 451 0 0 0 0 531 0 0 986 Pedestrians 11 0 0 0 11 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage Heavy Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 11% 00% 00% 00% 2 1% 00% 16% Peak Hour Factor(PHF) Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Lights 0 0 0 2 0 0 0 0 0 0 0 2 446 0 0 0 0 520 0 0 970 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 10 0 0 15 Total 0 0 0 2 0 0 0 0 0 0 0 2 451 0 0 0 0 531 0 0 986 Pedestrians 11 0 0 0 11 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 00% 00% 11% 2 1% 16% Heavy Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 11% 00% 00% 00% 00% 2 1% 00% 00% 16% Peak Hour Factor(PHF) 038 000 077 087 096 Peak Hour Factor(PHF) 000 025 000 050 000 000 000 000 000 000 000 050 077 000 000 000 000 087 000 000 096 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbound Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4 00 PM 0 0 0 1 0 0 0 0 0 0 0 1 45 0 0 0 0 38 0 0 85 4 05 PM 0 0 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 39 0 0 92 4 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 30 0 0 78 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 41 0 0 79 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 3T 0 0 0 0 41 0 0 78 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 47 0 0 72 4 30 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 46 0 0 84 4 35 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 48 0 0 86 440 PM 0 0 0 1 0 0 0 0 0 0 0 1 3T 0 0 0 0 40 0 0 79 4 45 PM 0 0 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 52 0 0 85 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 47 0 0 73 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 51 0 0 79 5 00 PM 0 1 0 1 0 0 0 0 0 0 0 0 45 0 0 0 0 36 0 0 83 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 4T 0 0 0 0 37 0 0 84 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 45 0 0 74 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 38 0 0 69 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 37 0 0 75 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 36 0 0 78 5 30 PM 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 34 0 0 63 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 41 0 0 73 5 40 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 38 0 0 70 5 45 PM 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 38 0 0 70 5 50 PM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 41 0 0 66 5 55 PM 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 32 0 0 56 Mediums 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 2 0 0 2 455 PM 0 0 0 0 0 0 0 0 2 0 0 2 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Road 400 PM 0 0 0 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 4 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 0 0 0 525 PM 0 0 0 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 0 0 0 BI¢yoles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 0 0 0 0 0 0 0 0 0 420 PM 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 0 0 0 0 0 0 0 0 435 PM 0 0 0 0 0 0 0 0 0 440 PM 0 0 0 0 0 0 0 0 0 445 PM 0 0 0 0 0 0 0 0 0 450 PM 0 0 0 0 0 0 0 0 0 455 PM 0 0 0 0 0 0 0 0 0 500 PM 0 0 0 0 0 0 0 0 0 505 PM 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 515 PM 0 0 0 0 0 0 0 0 0 520 PM 0 0 0 0 0 0 0 0 0 525 PM 0 1 1 0 0 0 0 0 0 0 0 0 530 PM 0 0 0 0 0 0 0 0 0 535 PM 0 0 0 0 0 0 0 0 0 540 PM 0 0 0 0 0 0 0 0 0 545 PM 0 0 0 0 0 0 0 0 0 550 PM 0 0 0 0 0 0 0 0 0 555 PM 0 0 0 0 0 0 0 0 0 reaesa-lens Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 400 PM 0 2 2 0 0 0 0 0 0 0 0 0 405 PM 0 0 0 0 0 0 0 0 0 410 PM 0 0 0 0 0 0 0 0 0 415 PM 1 0 1 0 0 0 0 0 0 0 0 0 420 PM 2 1 3 0 0 0 0 0 0 0 0 0 425 PM 0 0 0 0 0 0 0 0 0 430 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 1 ° 0 ° 0 o 0 0 ° ° 0 0 0 0 0 0 1 0 0 0 ° 0 ° 0 ° 0 ° 0 435 PM 0 0 0 0 0 0 Q 0 0 0 0 0 4 40 PM Q 0 3 ° 0 0 ° p 0 0 0 0 445 PM 1 0 0 0 0 0 0 0 p 0 4.50 PM 2 1 1 0 0 0 0 0 455 PM 0 1 2 0 0 0 0 0 0 0 0 0 500 PM 1 0 0 0 0 0 0 0 0 0 0 0 595 PM 0 1 1 0 0 0 0 0 0 0 0 0 510 PM 0 0 0 0 0 0 0 0 0 0 0 0 515 PM 0 1 2 0 ° p 0 0 0 0 0 0 5'.20 PM 1 1 1 0 0 0 ° 0 ° 0 ° 0 525 PM 0 p 0 p ° 0 ° 0 ° 0 ° 530 PM 0 1 i 0 p 0 0 0 ° 5 35 PM 1 1 0 0 0 0 0 540 PM ° p 545 PM 0 1 550 PM 0 555 PM ADD Traffic Data Services 1 SW Stafford Rd&Rosemont Rd AM Saturday,February 12,2022 Peak Hour 01 45 PM-02 45 PM Peak 15-Minutes 01 45 PM-02 00 PM Traffic Counts-All Veloides Rosemont Rd Rosemont Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 1000 AM 0 0 0 1 0 0 22 0 T 0 0 0 19 8 0 0 6 19 0 0 82 1,000 1005 AM 0 0 0 1 0 0 13 0 8 0 0 0 22 10 0 0 6 19 1 0 80 1,025 1010 AM 0 1 2 2 0 0 14 0 3 0 0 0 1T T 0 0 6 25 0 0 TT 1,038 239 10 15 AM 0 0 0 1 0 0 18 0 11 0 0 2 17 10 0 0 11 21 0 0 91 1,076 1020 AM 0 1 0 2 0 0 20 0 4 0 0 0 17 11 0 0 13 16 0 0 84 1,080 1025 AM 0 0 0 0 0 0 14 0 5 0 0 0 22 9 0 1 11 12 0 0 74 1,095 249 1030 AM 0 1 0 1 0 0 12 0 3 0 0 0 21 14 0 0 6 24 1 0 83 1,103 1035 AM 0 0 0 3 0 0 15 0 8 0 0 1 19 19 0 0 5 24 1 0 95 1,109 1040 AM 0 0 0 0 0 0 13 0 10 0 0 1 1T 9 0 0 4 16 0 0 TO 1,111 248 1045 AM 0 0 0 1 0 0 23 0 5 0 0 0 22 11 0 1 6 24 0 0 93 1,144 1050 AM 0 1 0 0 0 0 20 0 5 0 0 1 23 15 0 0 4 26 0 0 95 1,165 1055 AM 0 0 1 0 0 0 13 0 11 0 0 0 12 15 0 0 5 19 0 0 76 1,173 264 1100 AM 0 0 0 1 0 0 11 0 11 0 2 1 30 10 0 0 8 33 0 0 107 1,220 1105 AM 0 0 1 0 0 0 12 0 10 0 0 1 23 15 0 0 1 30 0 0 93 1,229 1110 AM 0 0 1 0 0 0 1T 0 9 0 1 3 21 15 0 0 7 39 2 0 115 1,234 315 1115 AM 0 0 0 1 0 0 14 0 4 0 2 1 19 19 0 0 6 29 0 0 95 1,233 1120 AM 0 1 0 5 0 0 15 0 11 0 0 0 21 15 0 0 3 28 0 0 99 1,242 1125 AM 0 0 0 1 0 0 11 0 8 0 0 0 16 9 0 0 3 34 0 0 82 1,235 276 1130 AM 0 0 0 1 0 0 20 0 T 0 1 0 20 14 0 0 2 24 0 0 89 1,243 1135 AM 0 0 0 0 0 0 19 0 T 0 2 1 25 10 0 0 3 30 0 0 97 1,268 1140 AM 0 0 1 0 0 0 15 0 9 0 2 4 23 16 0 0 4 29 0 0 103 1,275 289 1145 AM 0 0 1 0 0 0 16 0 10 0 3 2 35 12 0 0 3 31 1 0 114 1,281 1150 AM 0 0 0 0 0 0 14 0 13 0 2 1 30 10 0 0 9 24 0 0 103 1,285 1155 AM 0 0 1 0 0 0 11 0 11 0 0 3 34 1T 0 0 5 40 1 0 123 1,296 340 1200 PM 0 1 0 1 0 0 15 0 12 0 3 3 2T 19 0 0 7 28 0 0 116 1,276 12 05 PM 0 0 1 0 0 0 16 0 6 0 2 3 25 15 0 0 8 21 1 0 98 1,258 12 10 PM 0 1 0 1 0 0 1T 0 11 0 1 1 25 12 0 0 7 38 0 0 114 1,271 328 12 15 PM 0 0 1 0 0 0 1T 0 9 0 0 3 28 15 0 0 1 29 1 0 104 1,268 12 20 PM 0 0 1 1 0 0 19 0 6 0 2 1 26 9 0 1 5 19 2 0 92 1,264 12 25 PM 0 0 0 0 0 0 1T 0 5 0 3 2 30 12 0 0 7 14 0 0 90 1,288 286 12 30 PM 0 0 0 2 0 0 1T 0 10 0 1 3 36 9 0 1 9 25 1 0 114 1,323 12 35 PM 0 0 1 1 0 0 14 0 T 0 1 2 2T 12 0 0 4 34 1 0 104 1,303 12 40 PM 0 0 1 2 0 0 15 0 4 0 2 3 40 11 0 0 6 25 0 0 109 1,308 327 12 45 PM 0 0 0 0 0 0 16 0 2 0 1 1 30 23 0 0 9 35 1 0 118 1,288 1250 PM 0 1 0 0 0 0 23 0 T 0 3 1 2T 12 0 0 4 36 0 0 114 1,294 12 55 PM 0 0 1 1 0 0 8 0 6 0 2 2 31 1T 0 0 8 27 0 0 103 1,313 335 100 PM 0 1 0 1 0 0 6 0 5 0 3 3 28 13 0 0 7 31 0 0 98 1,314 105 PM 0 1 0 3 0 0 11 0 14 0 2 3 29 14 0 0 4 30 0 0 111 1,315 110 PM 0 0 1 1 0 0 19 0 T 0 3 5 25 11 0 0 9 30 0 0 111 1,320 320 115 PM 0 1 0 0 0 0 1T 0 T 0 1 2 23 13 0 0 5 31 0 0 100 1,299 120 PM 0 0 1 0 0 0 20 0 9 0 1 3 25 18 0 0 6 33 0 0 116 1,328 125 PM 0 0 0 2 0 0 24 0 14 0 3 2 2T 12 0 0 7 34 0 0 125 1,311 341 130 PM 0 0 1 0 0 0 18 0 11 0 2 1 21 16 0 0 5 19 0 0 94 1,274 135 PM 0 1 0 2 0 0 21 0 T 0 5 2 25 15 0 0 7 24 0 0 109 1,285 140 PM 0 0 0 0 0 0 11 0 8 0 3 2 20 12 0 0 3 30 0 0 89 1,295 292 145 PM 0 2 1 2 0 0 13 1 8 0 2 � '4 13 0 0 0 �124 impi 150 PM 0 0 0 2 0 0 14 1 9 0 4 0 31 19 0 0 4 49 0 0 133 1,314 155 PM 0 0 2 2 0 0 12 0 9 0 1 3 17 13 0 0 10 35 0 0 104 1,283 361 2 00 PM 0 0 0 0 0 0 12 1 T 0 4 1 28 15 0 0 4 26 1 0 99 1,288 2 05 PM 0 2 0 0 0 0 1T 0 9 0 2 2 32 1T 0 0 3 32 0 0 116 1,282 2 10 PM 0 1 1 0 0 0 11 0 4 0 2 2 29 12 0 0 4 24 0 0 90 1,265 305 2 15 PM 0 1 0 0 0 0 16 1 18 0 2 3 24 20 0 0 2 42 0 0 129 1,269 2 20 PM 0 0 0 1 0 0 13 0 14 0 1 2 19 13 0 0 6 29 1 0 99 1,239 2 25 PM 0 0 0 0 0 0 18 0 8 0 3 3 24 4 0 0 2 25 1 0 88 1,235 316 2 30 PM 0 3 0 0 0 0 15 0 9 0 3 3 30 19 0 0 3 20 0 0 105 1,251 235 PM 0 1 3 1 0 0 21 0 13 0 1 2 2T 19 0 0 1 3 0 119 1,239 2 40 PM 0 1 0 0 0 0 1T 0 8 0 3 0 26 26 0 0 8 4 0 132 1,226 356 245 PM 0 0 2 2 0 0 11 0 14 0 1 1 28 10 0 0 3 27 1 0 100 1,202 2 50 PM 0 1 2 1 0 0 8 0 9 0 1 1 23 15 0 0 4 37 0 0 102 1,216 2 55 PM 0 2 0 1 0 0 13 0 8 0 1 1 28 21 0 0 12 22 0 0 109 1,221 311 300 PM 0 1 0 0 0 0 6 0 4 0 0 0 33 13 0 0 T 29 0 0 93 1,216 305 PM 0 0 0 0 0 0 6 0 T 0 2 4 25 16 0 0 2 37 0 0 99 3 10 PM 0 0 1 2 0 0 11 0 8 0 2 0 30 13 0 0 5 22 0 0 94 286 3 15 PM 0 1 0 0 0 0 13 0 T 0 2 1 28 10 0 0 2 35 0 0 99 320 PM 0 0 2 2 0 0 11 0 4 0 2 2 25 13 0 0 6 28 0 0 95 325 PM 0 0 1 1 0 0 15 0 9 0 1 1 28 14 0 0 1 33 0 0 104 298 3 30 PM 0 0 0 0 0 0 8 0 10 0 1 0 19 10 0 0 10 35 0 0 93 335 PM 0 0 0 3 0 0 1T 0 8 0 2 0 26 12 0 0 3 35 0 0 106 3 40 PM 0 1 0 0 0 0 14 0 11 0 4 0 23 12 0 0 T 36 0 0 108 307 3 45 PM 0 0 0 3 0 0 22 0 6 0 2 5 30 8 0 0 2 35 1 0 114 3 50 PM 0 1 2 1 0 0 9 0 10 0 1 2 32 15 0 0 4 30 0 0 107 355 PM 0 0 0 2 0 0 13 0 11 0 1 1 26 11 0 0 2 37 0 0 104 325 :6 389 0 0 i Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 6 6 15 0 0 186 2 108 0 30 27 305 167 0 0 71 388 0 0 1,311 Mediums 0 0 0 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0 1035 AM 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 0 0 0 0 0 1045AM 0 0 0 0 0 0 0 0 0 1050 AM 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 0 0 0 0 0 1105 AM 0 0 0 0 0 0 0 0 0 1110 AM 0 0 0 0 0 0 0 0 0 1115 AM 0 0 0 0 0 0 0 0 0 1120 AM 0 0 0 0 0 0 0 0 0 1125AM 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 1135AM 0 0 0 0 0 0 0 0 0 1140 AM 0 0 0 0 0 0 0 0 0 1145AM 0 0 0 0 0 0 0 0 0 1150 AM 0 0 0 0 0 0 0 0 0 1155AM 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 1240 PM 0 0 0 0 0 0 0 0 0 1245 PM 0 0 0 0 0 0 0 0 0 1250 PM 0 0 0 0 0 0 0 0 0 1255 PM 0 0 0 0 0 0 0 0 0 100 PM 0 0 0 0 0 0 0 0 0 105 PM 0 0 0 0 0 0 0 0 0 110 PM 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 120 PM 0 0 0 0 0 0 0 0 0 125 PM 0 0 0 0 0 0 0 0 0 130 PM 0 0 0 0 0 0 0 0 0 135 PM 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 145 PM 0 0 0 0 0 0 0 0 0 150 PM 0 0 0 0 0 0 0 0 0 155 PM 0 0 0 0 0 0 0 0 0 200 PM 0 0 0 0 0 0 0 0 0 205 PM 0 0 0 0 0 0 0 0 0 210 PM 0 0 0 0 0 0 0 0 0 215 PM 0 0 0 0 0 0 2 0 2 220 PM 0 0 0 0 0 0 0 0 0 225 PM 0 0 0 0 0 0 0 0 0 230 PM 0 0 0 0 0 0 0 0 0 235 PM 0 0 0 0 0 0 0 0 0 240 PM 0 0 0 0 0 0 0 0 0 245 PM 0 0 0 0 0 0 0 2 2 250 PM 0 0 0 0 0 0 0 0 0 255 PM 0 0 0 0 0 0 0 0 0 300 PM 0 0 0 0 0 0 0 0 0 305 PM 0 0 0 0 0 0 0 0 0 310 PM 0 0 0 0 0 0 0 0 0 315 PM 0 0 0 0 0 0 0 0 0 320 PM 0 0 0 0 0 0 0 0 0 325 PM 0 0 0 0 0 0 0 0 0 330 PM 0 0 0 0 0 0 0 0 0 335 PM 0 0 0 0 0 0 0 0 0 340 PM 0 0 0 0 0 0 0 0 0 345 PM 0 0 0 0 0 0 0 0 0 350 PM 0 0 0 0 0 0 0 0 0 355 PM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 1000 AM 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 2 1 3 1010 AM 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 0 0 0 1020 AM 0 0 0 0 0 0 1 0 1 1025 AM 0 0 0 0 0 0 0 0 0 1030 AM 0 0 0 0 0 0 0 0 0 1035 AM 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 0 0 0 0 0 1045AM 0 0 0 0 0 0 2 0 2 1050 AM 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 0 0 0 1 1 1105 AM 0 0 0 0 0 0 0 2 2 1110 AM 0 0 0 0 0 0 0 0 0 1115 AM 0 2 2 0 0 0 0 0 0 0 2 2 1120 AM 0 0 0 0 0 0 0 0 0 1125AM 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 0 0 0 1135 AM 0 0 0 0 0 0 0 0 0 0 0 0 1140 AM 1 1 2 0 0 0 0 0 0 0 0 0 1145 AM 1 0 1 0 0 0 0 0 0 2 0 2 1150 AM 0 0 0 0 0 0 0 0 0 0 0 0 1155 AM 0 0 0 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 1 0 1 1210 PM 0 0 0 0 0 0 0 0 0 1 3 4 1215 PM 0 0 0 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 1 0 1 1225 PM 3 0 3 0 0 0 0 0 0 1 0 1 1230 PM 0 0 0 0 0 0 0 0 0 0 2 2 1235 PM 0 0 0 0 0 0 0 0 0 0 0 0 1240 PM 0 2 2 0 0 0 0 0 0 0 0 0 1245 PM 2 0 2 0 0 0 0 0 0 4 0 4 1250 PM 0 0 0 0 0 0 0 0 0 0 0 0 1255 PM 0 0 0 0 0 0 0 0 0 0 0 0 100 PM 0 0 0 0 0 0 0 0 0 0 0 0 105 PM 0 0 0 0 0 0 0 0 0 0 0 0 110 PM 0 0 0 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 0 0 0 120 PM 0 2 2 0 0 0 0 0 0 0 2 2 125 PM 0 1 1 0 0 0 0 0 0 1 1 2 130 PM 0 2 2 0 0 0 0 0 0 0 1 1 135 PM 0 0 0 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 0 0 0 145 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 ° 0 ° p ° p ° 1 0 ° p ° 0 p 0 p 0 0 0 0 0 ° 0 0 0 ° 0 ° 0 3 0 0 0 0 0 ° 3 2 2 150PM 0 p p p 0 ° 0 0 3 155 PM 0 0 0 0 0 p 0 p 0 3 p 0 200 PM 0 0 p p 0 p 0 ° 0 0 0 2 p5 PM 0 0 0 0 0 p 0 p p 1 ° 0 210 PM 0 p 0 0 0 p 0 0 0 0 ° p 215 PM 0 ° 0 0 0 p 0 p p 0 ° 0 220 PM 0 p 0 0 0 0 0 0 0 0 0 0 0 0 225 PM 0 0 0 p 0 0 p 0 ° 0 230 PM 0 0 0 p 0 0 0 0 p 0 0 0 235 PM 0 0 0 0 0 p 0 p p 0 0 0 240 PM 0 p p 0 0 0 0 0 0 0 ° 0 245 PM 0 0 0 0 0 0 0 0 0 0 0 0 250 PM 0 p 0 p 0 0 0 0 ° p ° 0 255 PM 0 ° 0 p 0 p 0 p 0 0 ° 2 0 p 300 PM 0 p 0 p 0 0 ° 2 0 0 3 05 PM 0 0 0 p 0 p 0 p 0 0 ° 3 310 PM 0 p 0 0 0 0 0 0 0 3 ° 0 315 PM 0 0 0 p 0 p 0 0 ° 0 ° 0 320 PM p 0 0 0 0 ° 0 0 0 p 0 p 325 PM ° 0 0 p ° 0 ° 0 ° 0 p 330PM 0 0 0 0 0 0 0 0 0 335 PM a p a p a p ° oO PM 0 p 0 0 345 PM ° 350 PM 0 355 UM ADD Traffic Data Servuces 2 SW Stafford Rd&Overlook Dr AM Saturday,February 12,2022 Peak Hour 0210 PM-0310 PM Peak 15-Minutes 02 40 PM-02 55 PM Traffic Counts-All Vehides Overlook Dr Overlook Dr SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 1000 AM 0 4 1 T 0 0 1 1 3 0 0 6 21 3 0 0 0 17 7 0 71 838 1005 AM 0 2 1 3 0 0 1 0 0 0 0 4 14 5 0 0 0 27 3 0 60 866 1010 AM 0 0 0 6 0 0 2 1 3 0 0 2 1T 5 0 0 0 23 10 0 69 878 200 10 15 AM 0 4 1 11 0 0 2 1 3 0 0 5 14 6 0 0 0 13 3 0 63 898 1020 AM 0 5 1 9 0 0 1 0 1 0 0 3 12 0 0 0 2 22 2 0 58 907 1025 AM 0 4 1 4 0 0 2 0 0 0 0 4 18 6 0 0 2 20 6 0 67 926 188 1030 AM 0 4 2 2 0 0 2 1 0 0 0 6 22 4 0 0 4 18 2 0 67 932 1035 AM 0 T 1 4 0 0 2 0 0 0 0 3 18 3 0 0 4 25 4 0 71 940 1040 AM 0 15 2 2 0 0 2 0 2 0 0 6 21 T 0 0 4 21 6 0 88 961 226 1045 AM 0 6 3 2 0 0 5 2 1 0 0 6 20 5 0 0 4 24 4 0 82 960 1050 AM 0 8 3 6 0 0 3 1 3 0 0 4 24 2 0 0 4 24 5 0 87 977 1055 AM 0 4 0 3 0 0 2 0 0 0 0 6 11 2 0 0 2 21 4 0 55 983 224 1100 AM 0 6 3 T 0 0 6 0 1 0 0 5 2T 4 0 0 3 32 5 0 99 1,037 1105 AM 0 1 0 2 0 0 1 0 3 0 0 4 23 2 0 0 3 29 4 0 72 1,038 1110 AM 0 T 1 T 0 0 1 1 3 0 0 5 2T 4 0 0 2 28 3 0 89 1,050 260 1115 AM 0 1 0 T 0 0 5 1 2 0 0 5 16 2 0 0 3 23 7 0 72 1,080 1120 AM 0 1 2 2 0 0 3 2 5 0 0 4 21 2 0 0 4 26 5 0 TT 1,108 1125 AM 0 2 1 3 0 0 6 1 0 0 0 0 21 2 0 0 2 30 5 0 73 1,118 222 1130 AM 0 5 2 4 0 0 1 2 5 0 0 T 1T 2 0 0 2 24 4 0 75 1,127 1135 AM 0 4 1 5 0 0 3 2 1 0 0 11 28 1 0 0 3 29 4 0 92 1,169 1140 AM 0 4 1 6 0 0 1 2 4 0 0 T 20 1 0 0 3 31 7 0 87 1,165 254 1145 AM 0 4 2 9 0 0 3 0 4 0 0 15 23 1 0 1 1 28 8 0 99 1,165 1150 AM 0 8 0 9 0 0 0 1 2 0 0 19 22 1 0 0 5 19 7 0 93 1,166 1155 AM 0 1 1 11 0 0 4 1 2 0 0 14 28 3 0 0 6 28 10 0 109 1,156 301 12 00 PM 0 11 2 7 0 0 1 1 1 0 0 9 23 4 0 0 2 34 5 0 100 1,137 1205 PM 0 4 4 6 0 0 1 0 1 0 0 8 23 1 0 0 1 26 9 0 84 1,127 12 10 PM 0 11 2 19 0 0 3 1 3 0 0 5 38 3 0 0 3 23 8 0 119 1,153 303 1215 PM 0 10 1 9 0 0 2 1 1 0 0 10 23 2 0 0 5 28 8 0 100 1,134 1220 PM 0 T 1 T 0 0 1 5 2 0 0 5 23 5 0 0 5 19 7 0 87 1,110 12 25 PM 0 3 0 4 0 0 2 1 2 0 0 9 23 5 0 0 3 24 6 0 82 1,115 269 1230 PM 0 8 2 13 0 0 3 2 3 0 0 10 2T 12 0 0 6 23 8 0 117 1,144 1235 PM 1 2 1 8 0 0 1 4 2 0 0 T 24 3 0 0 3 26 6 0 88 1,111 12 40 PM 0 4 0 5 0 0 4 0 5 0 0 2 33 2 0 0 4 23 5 0 87 1,113 292 1245 PM 0 8 1 11 0 0 1 5 2 0 0 8 22 6 0 0 1 28 7 0 100 1,117 12 50 PM 0 1 1 5 0 0 1 0 2 0 0 8 26 3 0 0 1 33 2 0 83 1,133 12 55 PM 0 T 1 4 0 0 2 4 1 0 0 2 25 5 0 0 5 29 5 0 90 1,168 273 100 PM 0 1 1 5 0 0 5 1 T 0 0 6 19 4 0 0 7 30 4 0 90 1,179 105 PM 0 8 1 6 0 0 2 T 6 0 0 5 32 5 0 0 1 27 10 0 110 1,164 110 PM 0 1 1 8 0 0 9 1 9 0 0 5 25 4 0 0 7 23 7 0 100 1,135 300 115 PM 0 2 0 5 0 0 7 2 3 0 0 2 22 3 0 0 2 23 5 0 76 1,135 120 PM 0 3 2 T 0 0 4 0 2 0 0 6 25 4 0 0 1 30 8 0 92 1,159 125 PM 0 5 3 6 0 0 3 1 T 0 0 8 2T 6 0 0 5 34 6 0 111 1,152 279 130 PM 0 8 3 4 0 0 1 4 2 0 0 T 2T 3 0 0 3 19 3 0 84 1,138 135 PM 0 5 1 4 0 0 4 0 2 0 0 13 30 3 0 0 2 22 4 0 90 1,150 140 PM 0 3 1 5 0 0 3 0 4 0 0 6 2T 6 0 0 3 29 4 0 91 1,162 265 145 PM 0 8 0 11 0 0 8 1 1 0 0 15 29 3 0 0 0 32 8 0 116 1,178 150 PM 0 16 0 22 0 0 2 0 2 0 0 4 2T 6 0 0 3 28 8 0 118 1,168 155 PM 0 6 2 T 0 0 6 2 3 0 0 T 1T 6 0 0 4 35 6 0 101 1,155 335 200 PM 0 4 2 10 0 0 1 1 0 0 0 9 1T 6 0 0 0 20 5 0 75 1,142 205 PM 0 1 2 6 0 0 3 2 3 0 0 5 23 5 0 0 1 27 3 0081 1,164 2 10 PM 0 8 2 10 0 0 2 0 3 0 0 11 3 0 0 2 19�4 Fir 100 1,186 256 2 15 PM 0 T 3 5 0 0 8 0 0 0 0 5 24 8 0 0 9 28 3 0 100 1,175 220 PM 0 2 2 2 0 0 2 2 0 0 6 21 6 0 0 5 27 3 0 85 1,177 2 25 PM 0 8 3 5 0 0 5 4 2 0 0 T 19 4 0 0 5 30 5 0 97 1,184 282 2 30 PM 0 6 2 3 0 0 4 2 1 0 0 5 29 8 0 0 4 26 6 0 96 1,176 2 35 PM 0 5 2 4 0 0 4 1 5 0 0 4 31 6 0 0 2 28 10 0 102 1,165 2 40 PM 0 6 2 14 0 0 1T 3 6 0 0 3 21 T 0 0 4 21 3 0 107 1,151 305 245 PM 0 5 2 4 0 0 5 2 9 0 0 4 32 T 0 0 1 27 8 0 106 1,141 2 50 PM 0 4 0 9 0 0 8 3 T 0 0 T 30 4 0 0 5 26 2 0 105 1,126 2 55 PM 0 5 1 5 0 0 4 4 2 0 0 2 29 5 0 0 2 25 4 0 88 1,118 299 300 PM 0 8 3 T 0 0 3 2 3 0 0 T 22 T 0 0 4 26 5 0 97 1,122 3 05 PM 0 10 1 4 0 0 2 2 T 0 0 6 24 6 0 0 5 33 3 0 103 310 PM 0 8 0 8 0 0 3 1 2 0 0 6 20 6 0 0 2 29 4 0 89 289 3 15 PM 0 5 1 11 0 0 1 3 5 0 0 8 24 2 0 0 4 35 3 0 102 320 PM 0 8 2 12 0 0 4 1 1 0 0 8 26 0 0 0 3 23 4 0 92 325 PM 0 4 2 8 0 0 2 3 5 0 0 5 2T 5 0 0 1 24 3 0 89 283 3 30 PM 0 1 0 10 0 0 6 4 0 0 0 3 20 0 0 0 4 32 5 0 85 3 35 PM 0 5 2 11 0 0 3 3 1 0 0 8 30 0 0 0 2 19 4 0 88 340 PM 0 5 0 22 0 0 5 0 3 0 0 5 26 0 0 0 1 28 2 0 97 270 3 45 PM 0 4 2 11 0 0 0 1 2 0 0 4 30 3 0 0 2 28 4 0 91 350 PM 0 15 2 11 0 0 3 2 3 0 0 4 29 1 0 0 2 20 5 0 97 355 PM 0 5 1 10 0 0 2 0 0 0 0 T 25 T 0 0 5 28 2 0 92 280 3 0 i Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 65 15 90 0 0 54 19 48 0 0 84 304 53 0 0 38 328 73 0 1,171 Mediums 0 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 4 0 0 8 Total 0 66 15 90 0 0 54 19 48 0 0 84 307 53 0 0 38 332 73 0 1,179 Pedestrians 4 11 3 18 36 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk 0 3 0 1 4 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 15°% 00°% 00°% 00°% 00°% 00°% 00°% 00% 00% 10% 00% 00% 00% 12% 00% 07% Peak Hour Factor(PHF) 0 88 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 74 23 71 0 0 69 25 47 0 0 66 315 72 0 0 48 313 56 0 1,179 Mediums 0 0 0 1 0 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 Total 0 74 23 72 0 0 69 25 47 0 0 67 317 72 0 0 48 316 56 0 1,186 Petlestnans 1 22 3 34 60 Bicycles on Road 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 3 Bicycles on Crosswalk 1 2 2 2 T Heavy Vehicle Percentage 06% 00% 07% 07% 06% Heavy Vehicle Percentage 00% 00% 00% 14% 00% 00% 00% 00% 00% 00% 00% 15% 06% 00% 00% 00% 00% 09% 00% 00% 06% Peak Hour Factor(PHF) 076 060 092 094 093 Peak Hour Factor(PHF) 025 075 075 071 000 000 058 067 060 000 000 064 087 088 000 025 063 086 089 000 093 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbountl Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 1000 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1010 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1020 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1025 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1030 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1035 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1045 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1050 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1105 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1110 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1115 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1120 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1125AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1135AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1140 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1145AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1150 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1155AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1240 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1245 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1250 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1255 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 125 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 130 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 145 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 150 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 155 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 205 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 220 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 225 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 230 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 240 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 255 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 300 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 305 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 320 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 325 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 330 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 335 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 340 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 345 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 350 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 355 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 1000 AM 0 4 1 6 0 0 1 1 3 0 0 6 21 3 0 0 0 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0 2 0 0 2 1155 AM 0 0 0 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 0 0 0 1240 PM 0 0 0 0 0 0 0 0 0 0 0 0 1245 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1250 PM 0 0 0 0 0 0 0 0 2 0 0 2 1255 PM 0 0 0 0 0 0 0 0 0 0 0 0 100 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 105 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 110 PM 0 0 0 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 0 0 0 120 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 125 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 130 PM 0 0 0 0 0 0 0 0 0 0 0 0 135 PM 0 0 0 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 0 0 0 145 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 150 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 155 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 200 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 205 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 4 220 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 225 PM 0 0 0 0 0 0 0 0 0 0 0 0 230 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 235 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 240 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 245 PM 0 0 0 0 0 0 0 0 0 0 0 0 250 PM 0 0 0 0 0 0 0 0 0 0 0 0 255 PM 0 0 0 0 0 0 0 0 0 0 0 0 300 PM 0 0 0 0 0 0 0 0 0 0 0 0 305 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 4 3 10 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 3 15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 320 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 325 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 330 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 335 PM 0 0 0 0 0 0 0 0 0 0 0 0 340 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 345 PM 0 0 0 0 0 0 0 0 0 0 0 0 350 PM 0 0 0 0 0 0 0 0 0 0 0 0 355 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 Bicycles on Crosswalk Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 1000 AM 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 0 0 0 1010 AM 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 0 0 0 1020 AM 0 0 0 0 0 0 0 0 0 1025 AM 0 0 0 0 0 0 0 0 0 1030 AM 0 0 0 0 0 0 0 0 0 1035 AM 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 0 0 1 0 1 1045 AM 0 0 0 0 0 0 0 0 0 1050 AM 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 0 0 0 1 1 1105 AM 0 0 0 0 0 0 0 0 0 1110 AM 0 0 0 0 0 0 0 0 0 1115 AM 0 0 0 2 0 2 0 0 0 0 0 0 1120 AM 0 0 0 0 0 0 0 0 0 1125AM 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 1135AM 0 0 0 1 0 1 0 0 0 0 0 0 1140 AM 0 0 0 0 0 0 0 0 0 1145AM 0 0 0 0 0 0 0 0 0 1150 AM 0 0 0 0 0 0 0 0 0 1155AM 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 1240 PM 0 0 0 1 0 1 0 0 0 0 0 0 1245 PM 0 0 0 0 0 0 0 0 0 1250 PM 0 0 0 0 0 0 0 0 0 1255 PM 0 0 0 0 0 0 0 0 0 100 PM 0 0 0 0 0 0 0 0 0 105 PM 0 0 0 0 0 0 0 0 0 110 PM 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 120 PM 0 0 0 0 0 0 0 0 0 125 PM 0 0 0 0 0 0 0 0 0 130 PM 0 0 0 0 0 0 0 0 0 135 PM 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 145 PM 0 0 0 0 0 0 0 0 0 150 PM 0 0 0 0 0 0 0 0 0 155 PM 0 0 0 0 0 0 0 0 0 200 PM 0 0 0 0 1 1 0 0 0 205 PM 0 0 0 0 0 0 0 0 0 210 PM 0 0 0 0 0 0 0 0 0 215 PM 0 0 0 0 0 0 0 0 0 220 PM 0 0 0 0 0 0 0 0 0 225 PM 0 0 0 0 0 0 0 0 0 230 PM 0 0 0 0 0 0 0 0 0 235 PM 0 0 0 0 0 0 0 0 0 240 PM 0 0 0 0 0 0 0 0 0 245 PM 0 0 0 0 0 0 0 0 0 250 PM 0 0 0 0 0 0 0 0 0 255 PM 0 0 0 0 0 0 0 0 0 300 PM 0 0 0 0 0 0 0 0 0 305 PM 0 0 0 1 0 1 0 0 0 0 0 0 310 PM 0 0 0 0 0 0 0 0 0 315 PM 0 0 0 0 0 0 0 0 0 320 PM 0 0 0 0 0 0 0 0 0 325 PM 0 0 0 0 0 0 0 0 0 330 PM 0 0 0 1 0 1 0 0 0 0 0 0 335 PM 0 0 0 0 0 0 0 0 0 340 PM 0 0 0 0 0 0 0 0 0 345 PM 0 0 0 0 0 0 0 0 0 350 PM 0 0 0 0 0 0 0 0 0 355 PM 0 0 0 0 0 0 0 0 0 Pedestrians Eastbound Westbound Northbound Southbound Time CCW CW Total CCW CW Total CCW CW Total CCW CW Total 1000 AM 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 0 1 1 1010 AM 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 1 0 1 0 0 0 1020 AM 0 0 0 0 0 0 0 0 0 1025 AM 0 0 0 0 0 0 3 0 3 1030 AM 0 0 0 0 0 0 0 0 0 1035 AM 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 1 1 0 0 0 1045AM 0 0 0 0 0 0 0 0 0 1050 AM 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 1 1 1 1 2 1105 AM 0 0 0 0 0 0 0 0 0 1110 AM 0 0 0 0 0 0 0 0 0 1115 AM 0 0 0 0 0 0 0 0 0 1120 AM 0 0 0 0 0 0 3 0 3 0 2 2 1125AM 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 0 0 0 1135 AM 0 0 0 0 0 0 0 0 0 0 0 0 1140 AM 0 0 0 0 0 0 0 0 0 0 0 0 1145 AM 0 0 0 0 0 0 0 0 0 0 0 0 1150 AM 0 0 0 0 0 0 0 0 0 0 1 1 1155 AM 0 0 0 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 1 0 1 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 0 0 0 1240 PM 0 0 0 0 0 0 0 0 0 0 0 0 1245 PM 0 0 0 0 0 0 0 0 0 1 0 1 1250 PM 0 0 0 0 0 0 0 0 0 0 0 0 1255 PM 0 0 0 0 0 0 0 0 0 2 0 2 100 PM 0 0 0 0 0 0 0 0 0 0 0 0 105 PM 0 0 0 0 0 0 0 0 0 0 0 0 110 PM 0 0 0 0 0 0 0 0 0 0 0 0 115 PM 0 0 0 0 0 0 0 0 0 0 0 0 120 PM 0 0 0 0 0 0 0 0 0 0 0 0 125 PM 0 0 0 0 0 0 0 0 0 0 0 0 130 PM 0 0 0 0 0 0 0 0 0 0 0 0 135 PM 0 0 0 0 0 0 0 0 0 0 0 0 140 PM 0 0 0 0 0 0 0 0 0 2 0 2 145 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° o ° 0 ° 0 ° 0 ° ° o ° 0 ° 0 ° 0 2 0 ° 0 ° p 0 p ° 0 ° 0 ° 0 ° 0 ° ° 0 0 0 0 0 0 0 0 0 150PM p p ° 0 ° 0 0 0 155 PM ° 0 0 0 ° p ° p 0 0 ° 0 200 PM 0 0 p ° p ° 0 ° 0 ° 0 0 205 PM 0 ° ° 0 ° p ° 0 0 0 ° 0 210 PM ° ° 0 0 0 p 0 ° ° 0 ° 0 215 PM 0 ° 0 0 0 0 0 p 0 0 ° 0 220 PM 0 p 0 0 0 ° 0 0 0 0 0 0 0 0 225 PM 0 0 0 p 0 0 ° 0 ° 0 230 PM 0 0 0 p 0 0 0 ° p 0 0 0 235 PM 0 0 0 0 0 p 0 p 0 0 ° 0 240 PM 0 p 0 p 0 ° 0 0 ° 0 ° 0 245 PM 0 0 0 ° 0 0 p 0 0 0 0 0 250 PM 0 p 0 p 0 p ° 0 ° 0 ° 0 255 PM 0 0 0 0 0 p 0 p 0 0 ° 0 3 p0 PM ° 0 0 0 0 0 0 0 ° 0 0 0 3 OS PM 0 0 0 0 0 p 0 p ° 0 ° 0 310 PM 0 p 0 ° 0 0 0 0 0 0 ° 0 315 PM 0 0 0 p 0 p 0 0 1 0 ° 0 220 PM 0 p 0 0 0 0 1 0 0 0 0 0 325 PM ° 0 0 0 ° 0 ° 0 ° 0 ° 230 PM p 0 0 0 0 0 0 0 0 335 PM a p a 0 a 0 ° oO PM 0 p 0 0 345PM ° 350 P" ° 355 UM ADD Traffic Data Servuces 4 SW Stafford Rd&Sunny Hill Rd AM Saturday,February 12,2022 Peak Hour 01 00 PM-02 00 PM Peak 15-Minutes 0140 PM-0155 PM Traffic Counts-All Vehicles Sunny Hill Rd Sunny Hill Rd SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 1000 AM 0 1 0 0 0 0 0 0 0 0 0 5 22 0 0 0 0 23 1 0 52 618 1005 AM 0 0 0 0 0 0 0 0 0 0 0 1 20 0 0 0 0 21 0 0 42 635 10 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 28 0 0 44 658 138 10 15 AM 0 0 0 0 0 0 0 0 0 0 0 1 22 0 0 0 0 18 3 0 44 684 1020 AM 0 1 0 4 0 0 0 0 0 0 0 0 19 0 0 0 0 31 0 0 55 690 1025 AM 0 0 0 1 0 0 0 0 0 0 0 0 1T 0 0 0 0 27 1 0 46 698 145 1030 AM 0 0 0 5 0 0 0 0 0 0 0 1 20 0 0 0 0 23 1 0 50 713 1035 AM 0 0 0 2 0 0 0 0 0 0 0 2 24 0 0 0 0 28 0 0 56 720 10 40 AM 0 1 0 2 0 0 0 0 0 0 0 5 32 0 0 0 0 29 0 0 69 735 175 10 45 AM 0 0 0 2 0 0 0 0 0 0 0 0 24 0 0 0 0 30 0 0 56 726 10 50 AM 0 0 0 1 0 0 0 0 0 0 0 1 32 0 0 0 0 23 2 0 59 741 1055 AM 0 0 0 0 0 0 0 0 0 0 0 1 1T 0 0 0 0 26 1 0 45 751 160 1100 AM 0 1 0 2 0 0 0 0 0 0 0 4 24 0 0 0 0 37 1 0 69 775 1105 AM 0 0 0 4 0 0 0 0 0 0 0 2 26 0 0 0 0 32 1 0 65 777 1110 AM 0 0 0 2 0 0 0 0 0 0 0 3 34 0 0 0 0 30 1 0 70 773 204 1115 AM 0 1 0 0 0 0 0 0 0 0 0 2 1T 0 0 0 0 30 0 0 50 785 1120 AM 0 0 0 2 0 0 0 0 0 0 0 3 25 0 0 0 0 33 0 0 63 810 1125 AM 0 1 0 2 0 0 0 0 0 0 0 0 24 0 0 0 0 34 0 0 61 813 174 1130 AM 0 1 0 2 0 0 0 0 0 0 0 0 26 0 0 0 0 27 1 0 57 813 1135 AM 0 0 0 2 0 0 0 0 0 0 0 2 31 0 0 0 0 35 1 0 71 833 1140 AM 0 1 0 1 0 0 0 0 0 0 0 1 21 0 0 0 0 35 1 0 60 824 188 1145 AM 0 1 0 1 0 0 0 0 0 0 0 4 30 0 0 0 0 34 1 0 71 833 1150 AM 0 1 0 2 0 0 0 0 0 0 0 1 31 0 0 0 0 31 3 0 69 830 1155 AM 0 0 0 3 0 0 0 0 0 0 0 5 23 0 0 0 0 38 0 0 69 828 209 1200 PM 0 0 0 4 0 0 0 0 0 0 0 0 30 0 0 0 0 37 0 0 71 831 12 05 PM 0 2 0 1 0 0 0 0 0 0 0 2 28 0 0 0 0 27 1 0 61 823 12 10 PM 0 2 0 1 0 0 0 0 0 0 0 3 42 0 0 0 0 34 0 0 82 851 214 12 15 PM 0 1 0 2 0 0 0 0 0 0 0 2 35 0 0 0 0 34 1 0 75 835 1220 PM 0 1 0 3 0 0 0 0 0 0 0 1 31 0 0 0 0 28 2 0 66 819 12 25 PM 0 1 0 1 0 0 0 0 0 0 0 2 2T 0 0 0 0 30 0 0 61 822 202 12 30 PM 0 2 0 4 0 0 0 0 0 0 0 5 25 0 0 0 0 38 3 0 77 842 12 35 PM 0 2 0 1 0 0 0 0 0 0 0 2 29 0 0 0 0 24 4 0 62 842 12 40 PM 0 1 0 1 0 0 0 0 0 0 0 2 34 0 0 0 0 31 0 0 69 835 208 12 45 PM 0 2 0 1 0 0 0 0 0 0 0 3 30 0 0 0 0 32 0 0 68 843 12 50 PM 0 2 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 33 2 0 67 853 12 55 PM 0 2 0 3 0 0 0 0 0 0 0 1 30 0 0 0 0 36 0 0 72 865 207 0 0 0 0 0 7 1110 PM 0 0 1 0 0 0 0 0 0 1 31 0 0 0 27 66 818 218 115 PM 0 0 0 2 0 0 0 0 0 0 0 0 2T 0 0 0 0 29 1 0 59 823 120 PM 0 1 0 2 0 0 0 0 0 0 0 1 28 0 0 0 0 37 0 0 69 840 125 PM 0 2 0 3 0 0 0 0 0 0 0 2 3T 0 0 0 0 35 2 0 81 826 209 130 PM 0 1 0 5 0 0 0 0 0 0 0 2 43 0 0 0 0 26 0 0 77 820 135 PM 0 0 0 2 0 0 0 0 0 0 0 2 28 0 0 0 0 22 1 0 55 811 140 PM 0 0 0 2 0 0 0 0 0 0 0 1 35 0 0 0 0 38 1 0 77 838 209 145 PM 0 0 0 1 0 0 0 0 0 0 0 2 32 0 0 0 0 42 1 0 78 810 150 PM 0 2 0 2 0 0 0 0 0 0 0 1 39 0 0 0 0 34 1 0 79 816 155 PM 0 0 0 2 0 0 0 0 0 0 0 2 30 0 0 0 0 41 0 0 75 811 232 2 00 PM 0 2 0 1 0 0 0 0 0 0 0 1 19 0 0 0 0 28 1 0 52 805 2 05 PM 0 0 0 1 0 0 0 0 0 0 0 1 22 0 0 0 0 26 0 0 50 824 2 10 PM 0 2 0 1 0 0 0 0 0 0 0 2 3T 0 0 0 0 27 2 0 71 850 173 2 15 PM 0 0 0 2 0 0 0 0 0 0 0 0 34 0 0 0 0 39 1 0 76 848 2 20 PM 0 1 0 1 0 0 0 0 0 0 0 0 2T 0 0 0 0 26 0 0 55 835 2 25 PM 0 1 0 1 0 0 0 0 0 0 0 2 25 0 0 0 0 46 0 0 75 850 206 2 30 PM 0 0 0 1 0 0 0 0 0 0 0 3 38 0 0 0 0 26 0 0 68 835 2 35 PM 0 1 0 2 0 0 0 0 0 0 0 1 3T 0 0 0 0 39 2 0 82 827 2 40 PM 0 0 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 27 1 0 49 806 199 2 45 PM 0 2 0 1 0 0 0 0 0 0 0 2 41 0 0 0 0 36 2 0 84 825 2 50 PM 0 1 0 5 0 0 0 0 0 0 0 1 40 0 0 0 0 26 1 0 74 808 2 55 PM 0 1 0 3 0 0 0 0 0 0 0 0 33 0 0 0 0 31 1 0 69 809 227 3 00 PM 0 0 0 3 0 0 0 0 0 0 0 1 32 0 0 0 0 35 0 0 71 806 305 PM 0 1 0 1 0 0 0 0 0 0 0 2 36 0 0 0 0 31 5 0 76 3 10 PM 0 1 0 0 0 0 0 0 0 0 0 3 24 0 0 0 0 39 2 0 69 216 3 15 PM 0 1 0 4 0 0 0 0 0 0 0 0 29 0 0 0 0 28 1 0 63 320 PM 0 1 0 3 0 0 0 0 0 0 0 4 32 0 0 0 0 29 1 0 70 325 PM 0 0 0 2 0 0 0 0 0 0 0 1 28 0 0 0 0 27 2 0 60 193 3 30 PM 0 0 0 1 0 0 0 0 0 0 0 3 21 0 0 0 0 35 0 0 60 3 35 PM 0 1 0 2 0 0 0 0 0 0 0 2 34 0 0 0 0 21 1 0 61 3 40 PM 0 2 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 35 0 0 68 189 345 PM 0 0 0 2 0 0 0 0 0 0 0 1 36 0 0 0 0 27 1 0 67 3 50 PM 0 1 0 1 0 0 0 0 0 0 0 4 36 0 0 0 0 33 0 0 75 3 55 PM 0 0 0 1 0 0 0 0 0 0 0 0 32 0 0 0 0 31 2 0 66 208 0 0 III100 0 Il 13 0 868 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 10 0 27 0 0 0 0 0 0 0 16 397 0 0 0 0 400 13 0 863 Mediums 0 0 0 1 0 0 0 0 0 0 0 1 3 0 0 0 0 0 0 0 5 Total 0 10 0 28 0 0 0 0 0 0 0 1T 400 0 0 0 0 400 13 0 868 Pedestrians 13 0 0 0 13 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 Bicycles on Crosswalk 1 0 0 0 1 Heavy Vehicle Percentage Heavy Vehicle Percentage 00°% 00°% 00°% 36°% 00°% 00°% 00°% 00°% 00°% 59°% 08°% 00°% 00°% 00°% 00°% 00°% 06°% Peak Hour Factor(PHF) 0 94 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 10 0 2T 0 0 0 0 0 0 0 16 39T 0 0 0 0 400 13 0 863 Mediums 0 0 0 1 0 0 0 0 0 0 0 1 3 0 0 0 0 0 0 0 5 Total 0 10 0 28 0 0 0 0 0 0 0 1T 400 0 0 0 0 400 13 0 868 Petlestnans 13 0 0 0 13 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 Bicycles on Crosswalk 1 0 0 0 1 Heavy Vehicle Percentage 26% 00% 10% 00% 06% Heavy Vehicle Percentage 00% 00% 00% 36% 00% 00% 00% 00% 00% 00% 00% 59% 08% 00% 00% 00% 00% 00% 00% 00% 06% Peak Hour Factor(PHF) 075 000 091 088 093 Peak Hour Factor(PHF) 000 079 000 073 000 000 000 000 000 000 000 073 088 000 000 000 000 088 056 000 093 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbountl Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 1000 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1010 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1020 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1025 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1030 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1035 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1040 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1045 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1050 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1055 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1100 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1105 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1110 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1115 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1120 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1125AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1130 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1135 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1140 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1145AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1150 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1155 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1200 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1205 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1210 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1215 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1220 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1225 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1230 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1235 PM 0 0 0 0 0 0 0 0 0 0 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1 p 0 p 0 p 0 0 ° 0 300PM 0 1 1 p 0 0 0 0 ° 0 0 0 3 OS PM 0 2 2 p 0 p 0 p 0 0 ° 0 310 PM 0 p 0 0 0 0 0 0 0 0 ° 0 315 PM 0 0 0 p 0 p 0 0 ° 0 ° 0 320 PM 0 0 0 0 0 ° 0 0 0 0 0 0 3 25 PM ° 0 0 0 ° d ° 0 ° 0 ° 330PM p 0 1 0 0 0 0 0 0 3 35 PM a p 3 p a 0 ° oO PM 0 u 0 345 PM 2 350 PM 355 PM Ail Traffic Data Services 5 McVey Ave&South Shore Blvd AM Saturday,February 12,2022 Peak Hour 0100 PM-02 00 PM Peak 15-Minutes 0145 PM-02 00 PM Traffic Courts-AII Veeides South Shore Blvd South Shore Blvd McVey Ave McVey Ave Eastbound Westbound Northbound Southbound Rolling Time U-Turn Lek Thru Right RTOR U-Turn Lek Thru Right RTOR U-Turn Lek Thru Right RTOR U-Turn Lek Thru Right RTOR Total Hour 10 00 AM 0 11 0 0 0 0 1 0 0 0 1 19 1 0 0 10 24 17 0 85 933 10 05 AM 0 9 0 0 0 0 0 1 0 0 2 17 1 0 0 0 24 4 0 60 945 10 10 AM 0 9 0 0 0 0 2 0 0 0 3 17 0 0 0 0 26 16 0 73 964 218 218 10 15 AM 0 12 0 0 0 0 0 0 0 0 0 20 0 0 0 0 25 12 0 73 077 10 20 AM 0 9 0 0 0 0 0 0 0 0 2 18 0 0 0 1 33 11 0 75 981 10 25 AM 0 12 0 0 0 0 0 1 0 0 2 20 0 0 0 0 26 9 0 71 997 219 219 1030 AM 0 17 0 0 0 0 0 0 0 0 0 18 0 0 0 0 20 16 0 73 1,016 10 35 AM 0 12 0 0 0 0 0 0 0 0 3 22 0 0 0 0 29 4 0 74 1,022 10 40 AM 0 12 0 0 0 0 1 1 0 0 2 32 0 0 0 0 23 10 0 82 1,046 229 229 10 45 AM 0 17 0 0 0 0 0 1 0 0 2 26 0 0 0 0 35 13 0 94 1,053 10 50 AM 0 12 0 0 0 0 0 0 0 0 3 25 0 0 0 0 27 20 0 89 1,050 10 55 AM 0 15 0 0 0 0 1 0 0 0 2 24 0 0 0 1 23 13 0 84 1,056 267 267 1100 AM 0 10 0 0 0 1 0 2 0 0 2 22 0 0 0 1 42 16 0 97 1,067 1105 AM 0 8 0 0 0 0 1 0 0 0 1 24 1 0 0 0 32 9 0 79 1,067 1110 AM 0 15 0 0 0 0 1 1 0 0 3 35 1 0 0 0 22 6 0 86 1,084 262 262 1115 AM 0 13 1 0 0 0 0 0 0 0 4 11 0 0 0 0 34 12 0 77 1,096 1120 AM 0 11 0 0 0 0 0 1 0 0 3 26 0 0 0 1 30 17 0 91 1,139 1125 AM 0 12 0 0 0 0 0 0 0 0 0 26 2 0 0 0 29 18 0 90 1,145 258 258 1130 AM 0 18 1 0 0 1 0 0 0 0 5 18 0 0 0 0 24 9 0 79 1,157 1135 AM 0 9 1 0 0 0 1 0 0 0 2 30 0 0 0 0 39 13 0 98 1,174 1140 AM 0 11 0 0 0 2 0 0 0 0 3 22 0 0 0 0 30 16 0 89 1,168 266 266 1145 AM 0 14 1 0 0 0 0 2 0 0 3 32 0 0 0 0 24 12 0 91 1,169 1150 AM 0 10 0 0 0 1 0 0 0 0 2 29 1 0 0 3 28 18 0 95 1,182 1155 AM 0 20 0 0 0 0 0 1 0 0 6 15 0 0 0 0 34 15 0 95 1,182 281 281 12 00 PM 0 12 1 0 0 0 0 0 0 0 4 25 0 0 0 3 28 16 0 97 1,180 12 05 PM 0 17 1 0 0 0 0 1 0 0 1 30 1 0 0 0 29 15 0 96 1,173 12 10 PM 0 9 0 0 0 1 2 0 0 0 2 35 0 0 0 0 31 15 0 98 1,202 291 291 12 15 PM 0 11 1 0 0 0 0 0 0 0 6 39 0 0 0 0 35 26 0 120 1,192 12 20 PM 0 20 0 0 0 0 1 0 0 0 2 27 0 0 0 1 29 15 0 97 1,159 12 25 PM 0 15 1 0 0 0 0 1 0 0 6 30 0 0 0 0 25 18 0 102 1,157 319 319 12 30 PM 0 19 0 0 0 1 0 0 0 0 5 22 0 0 0 0 35 9 0 96 1,151 12 35 PM 0 11 0 0 0 1 0 0 0 0 3 29 0 0 0 0 29 18 0 92 1,161 12 40 PM 0 17 0 0 0 0 0 1 0 0 3 25 0 0 0 0 29 10 0 90 1,169 278 278 12 45 PM 0 17 1 0 0 1 1 0 0 0 4 34 0 0 0 0 26 15 0 104 1,183 12 50 PM 0 20 0 0 0 0 2 1 0 0 0 27 0 0 0 0 34 9 0 95 1,179 12 55 PM 0 16 1 0 0 0 2 0 0 0 2 27 0 0 0 0 30 11 0 93 1,203 292 292 100 PM 8 0 1,215� 105PM 0 0 0 0 1 0 1 0 P 33 0 0 0 42 25 51,199 110 PM 0 0 0 0 0 0 0 0 32 0 0 0 26 11 0 88 1,159 303 303 115 PM 0 12 0 0 0 0 0 1 0 2828 3 377 4 0 0 4 382 171 0 1,215 Eastbound estbound Northbound Southbound Vehicle Type U-Turn Lek Thru Right RTOR U-Turn L1:oow Thru Right RTOR U-Turn Lek Th. Right RTOR U-Turn Lek Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 179 2 48 019248 1 ] 0 8211 0 00% % 00% 00% 00% 27% 03% 00% 00% 00% 03% 00% 02% Peak Hour Factor(PHF) Peak Rolling Hour Row Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Lek Thru Right RTOR U-Turn Lek Thru Right RTOR U-Turn Lek Th. Right RTOR U-Turn Lek Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 179 2 48 0 0 3 1 7 0 0 36 376 4 0 0 4 381 171 0 1,212 Mediums 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 0 0 3 Total 0 179 2 48 0 0 3 1 7 0 0 37 377 4 0 0 4 382 171 0 1,215 Pedestrians 1 2 0 6 9 Bicycles on Road 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 8 Bicycles on Crosswalk 1 0 0 0 1 Heary Vehicle Percentage 00% 00% 05% 02% 02% Heary Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 27% 03% 00% 00% 00% 00% 03% 00% 00% 02% Peak Hour Factor(PHF) 089 056 093 092 094 Peak Hour Factor(PHF) 000 088 088 074 000 000 044 040 058 000 000 079 091 042 000 000 030 093 082 000 094 Traffic Courts by Vehicle Type Eastbound Westbound Northbound Southbound Time a-Turn Lek Thru Right RTOR a-Turn Lek Thru Right RTOR a-Turn Lek Th. 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0 0 17 346 105 PM 0 0 9 2 0 0 2 12 6 0 0 1 0 1 0 0 2 0 0 0 35 351 110 PM 0 2 6 3 0 0 1 10 3 0 0 2 0 1 0 0 2 0 1 0 31 335 83 115 PM 0 0 5 1 0 0 1 4 1 0 0 1 0 0 0 0 0 1 0 0 14 333 120 PM 0 0 9 3 0 0 1 6 2 0 0 2 1 0 0 0 3 0 0 0 27 345 125 PM 0 1 16 3 0 0 0 4 1 0 0 2 0 1 0 0 1 0 0 0 29 341 70 130 PM 0 0 11 2 0 0 1 8 1 0 0 0 1 1 0 0 3 0 0 0 28 340 135 PM 0 0 T 1 0 0 1 9 1 0 0 2 1 0 0 0 2 0 0 0 24 331 140 PM 0 0 14 1 0 0 0 4 2 0 0 0 0 0 0 0 2 0 0 0 23 339 75 145 PM 0 0 15 2 0 0 1 14 3 0 0 0 2 1 0 0 4 0 1 0 43 352 150 PM 0 0 21 0 0 0 2 10 3 0 0 3 0 0 0 0 3 2 0 0 44 335 155 PM 1 0 11 1 0 0 0 10 0 0 0 0 1 0 0 0 5 2 0 0 31 326 118 200 PM 0 1 T 0 0 0 0 6 1 0 0 2 0 0 0 0 5 0 0 0 22 317 2 05 PM 0 0 6 0 0 0 0 T 2 0 0 1 1 0 0 0 2 0 0 0 19 325 2 10 PM 1 0 8 1 0 0 0 11 4 0 0 1 0 1 0 0 1 1 0 0 29 340 70 2 15 PM 1 0 8 0 0 0 0 T 2 0 0 1 1 0 0 0 5 1 0 0 26 343 2 20 PM 0 0 T 2 0 0 2 T 1 0 0 2 0 1 0 0 1 0 0 0 23 357 225 PM 0 0 11 1 0 0 0 5 4 0 0 1 1 3 0 0 2 0 0 0 28 366 77 2 30 PM 0 0 T 0 0 0 1 6 2 0 0 1 0 1 0 0 1 0 0 0 19 366 2 35 PM 0 0 15 2 0 0 0 9 0 0 0 4 0 1 0 0 1 0 0 0 32 371 2 40 PM 0 0 14 0 0 0 0 11 6 0 0 1 0 0 0 0 2 1 1 0 36 367 87 2 45 PM 0 0 8 2 0 0 2 8 1 0 0 0 0 0 0 0 1 4 0 0 26 360 2 50 PM 0 0 13 2 0 0 0 15 1 0 0 0 0 0 0 0 4 0 0 0 35 363 2 55 PM 0 0 9 2 0 0 0 5 2 0 0 2 0 0 0 0 1 0 1 0 22 367 83 3 00 PM 0 0 13 0 0 0 1 13 0 0 0 1 0 0 0 0 2 0 0 0 30 369 3 05 PM 0 1 11 1 0 0 0 18 2 0 0 0 1 0 0 0 0 0 0 0 34 3 10 PM 0 0 9 0 0 0 1 16 1 0 0 0 0 1 0 0 3 1 0 0 32 96 315 PM 0 0 13 0 0 0 0 13 2 0 0 7 0 0 0 0 4 1 0 0 40 3 20 PM 0 0 10 0 0 0 1 14 3 0 0 0 0 0 0 0 4 0 0 0 32 325 PM 0 0 6 2 0 0 0 16 2 0 0 0 0 0 0 0 2 0 0 0 28 100 3 30 PM 0 0 T 1 0 0 0 11 2 0 0 2 0 0 0 0 0 1 0 0 24 3 35 PM 0 0 6 1 0 0 3 11 1 0 0 0 1 1 0 0 3 1 0 0 28 3 40 PM 0 1 6 1 0 0 0 13 5 0 0 1 0 1 0 0 1 0 0 0 29 81 3 45 PM 1 0 11 0 0 0 1 11 0 0 0 1 0 1 0 0 2 1 0 0 29 3 50 PM 0 0 10 3 0 0 1 14 4 0 0 0 1 1 0 0 3 1 1 0 39 3 55 PM 0 0 9 0 0 0 1 10 3 0 0 1 0 0 0 0 0 0 0 0 24 92 Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 2 3 131 19 0 0 11 96 23 0 0 15 6 5 0 0 28 5 2 0 346 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 3 131 19 0 0 11 96 23 0 0 15 6 5 0 0 28 5 2 0 346 Pedestrians 0 2 0 8 10 Bicycles on Road 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 3 Bicycles on Crosswalk 1 0 1 0 2 Heavy Vehicle Percentage Heavy Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% Peak Hour Factor(PHF) 0 73 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 5 138 29 0 0 6 134 29 0 0 17 T 9 0 0 44 T 4 0 429 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 5 138 29 0 0 6 134 29 0 0 17 T 9 0 0 44 T 4 0 429 Petlestnans 1 9 0 10 20 Bicycles on Road 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Bicycles on Crosswalk 0 0 0 0 0 Heavy Vehicle Percentage 00% 00% 00% 00% 00% Heavy Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% Peak Hour Factor(PHF) 093 092 082 065 094 Peak Hour Factor(PHF) 038 042 087 073 000 000 069 085 063 000 000 056 075 042 000 000 058 055 063 000 094 Traffic Counts by Vehicle Type Eastbound Westbound Northbound Southbountl Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 1000 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1005 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1010 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1015 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1020 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1025 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1030 AM 0 0 0 0 0 0 0 0 0 0 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SW Stafford Rd&Golf Driveway AM Saturday,February 12,2022 Peak Hour 01 00 PM-02 00 PM Peak 15-Minutes 01 45 PM-02 00 PM Traffic Counts-All Vehicles Golf Dnvewav Golf Dnvewav SW Stafford Rd SW Stafford Rd Eastbound Westbound Northbound Southbound Rolling Time U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Hour 1000 AM 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 24 0 0 50 634 1005 AM 0 0 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 27 0 0 46 659 10 10 AM 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 0 0 33 0 0 51 674 147 10 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 15 0 0 38 694 1020 AM 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 40 0 0 60 702 1025 AM 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 0 0 25 0 0 43 708 141 1030 AM 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 25 0 0 49 723 10 35 AM 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 33 0 0 58 735 10 40 AM 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 29 0 0 68 742 175 1045 AM 0 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 37 0 0 67 740 10 50 AM 0 0 0 0 0 0 0 0 0 0 0 0 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00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 00°% 07% 00°% 00°% 00°% 00°% 00°% 03°% Peak Hour Factor(PHF) 0 92 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 0 0 0 0 0 0 0 0 0 0 0 420 0 0 3 0 439 0 0 862 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 Total 0 0 0 0 0 0 0 0 0 0 0 0 423 0 0 3 0 439 0 0 865 Pedestnans 17 0 0 0 17 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Bicycles on Crosswalk 3 0 0 0 3 Heavy Vehicle Percentage 00% 00% 07% 00% 03% Heavy Vehicle Percentage 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 00% 07% 00% 00% 00% 00% 00% 00% 00% 03% Peak Hour Factor(PHF) 000 000 090 088 092 Peak Hour Factor(PHF) 000 000 000 000 000 000 000 000 000 000 000 000 090 000 000 038 000 090 000 000 092 Traffic Counts by Vehicle Type Eastbound Westbound 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Appendix B Trip Generation Calculations Lake Oswego Rassekh Park- ITE 488 3/14/2022 PROJECT DETAILS Project Name: Lake Oswego Rassekh Park-ITE 488 Type of Project: Project No: City: Country: Built-up Area(Sq.ft): Analyst Name: PBS Engineering and Environmental Clients Name: Date: 2/1/2022 ZIP/Postal Code: State/Province: No.of Scenarios: 4 Analysis Region: SCENARIO SUMMARY Scenarios Name No.of Land Uses Phases of No.of Years to User Group Estimated New Vehicle Trips Development Project Traffic Entry Exit Total Scenario-1 Weekday 1 1 0 36 36 72 Scenario-2 Weekday AM Peak Hour 1 1 0 1 0 1 Scenario-3 Weekday PM Peak Hour 1 1 0 11 6 17 Scenario-4 Saturday Peak Hour of Generator 1 1 0 18 19 37 PBS Engineering and Environmental Inc. 1 bhauvesh jaya Lake Oswego Rassekh Park- ITE 488 3/14/2022 5:22 PM Scenario-1 Scenario Name:Weekday User Group: Dev.phase:1 No.of Years to Project 0 Traffic: Analyst Note: Warning: VEHICLE TRIPS BEFORE REDUCTION aNIMill Land Use&Data Source Location IV Size Time Period Method Entry Total Rate/Equation Split% Split% 488-Soccer Complex General Average 36 36 Data Source:TripGeneration Manual,11th Ed Urban/Suburban Fields 1 Weekday 72 71.33 50% 50% VEHICLE TO PERSON TRIP CONVERSION BASELINE SITE VEHICLE CHARACTERISTICS: L Land Use Baseline Site Vehicle Mode Share Baseline Site Vehicle Occupancy 1 y;;;;;„iit Du 11ai�i�� LIALALI,liS„L' . Entry(%) Exit(%) Entry Exit Entry(%) Exit(%) 488-Soccer Complex 100 100 1 1 50 50 ESTIMATED BASELINE SITE PERSON TRIPS: Person Trips by Vehicle Person Trips by Other Modes Total Baseline Site Person Trips 488-Soccer Complex 36 36 0 0 36 36 72 0 72 INTERNAL VEHICLE TRIP REDUCTION LAND USE GROUP ASSIGNMENT: Land Use Land Use Group 488-Soccer Complex Cinema BALANCED PERSON TRIPS: INTERNAL PERSON TRIPS: 488-Soccer Complex Internal Person Trips From Entry Exit Total Total Internal Person Trips 0 0 0 INTERNAL VEHICLE TRIPS AND CAPTURE: 488-Soccer Complex Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle Occupancy 1.00 1.00 - Total Vehicle Internal Trips 0 0 0 Total External Vehicle Trips 36 36 72 Internal Vehicle Trip Capture 0% 0% 0% Generated By OTISS Pro v2.1 2 Lake Oswego Rassekh Park- ITE 488 3/14/2022 PASS-BY VEHICLE TRIP REDUCTION _ I�I��A1External Vehicle Trips Pass-by Vehicle Trip% Pass-by Vehicle Trips J7361-� Entry(%) 488-Soccer Complex I 36 36 I 0.00% 0.00% 0 0 DIVERTED VEHICLE TRIP REDUCTION External Vehicle Trips Diverted Vehicle Trip% Diverted Vehicle Trips Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 36 36 0.00% 0.00% 0 0 EXTRA VEHICLE TRIP REDUCTION �La..m.a:...L.:.,.v..�..�,.. •r.��J�•r.na.Jhn.� Extra Vehicle Trip Reduction% Extra Reduced Vehicle Trips .n. - Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 36 36 0.00% 0.00% 0 0 NEW VEHICLE TRIPS Land Use New Vehicle Trips Entry Exit Total 488-Soccer Complex 36 36 72 RESULTS Site Totals Entry Exit Total Vehicle Trips Before Reduction 36 36 72 Internal Vehicle Trips 0 0 0 External Vehicle Trips 36 36 72 Internal Vehicle Trip Capture 0% 0% 0% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 36 36 72 PBS Engineering and Environmental Inc. 3 bhauvesh jaya Lake Oswego Rassekh Park- ITE 488 3/14/2022 5:22 PM Scenario-2 Scenario Name:Weekday AM Peak Hour User Group: Dev.phase:1 No.of Years to Project 0 Traffic: Analyst Note: Warning: VEHICLE TRIPS BEFORE REDUCTION aNIMill Land Use&Data Source Location IV Size Time Period Method Entry Total Rate/Equation Split% Split% 488-Soccer Complex General Fields 1 Weekday,Peak Hour of Average 1 0 1 Data Source:Trip Generation Manual,11th Ed I Urban/Suburban Adjacent Street Traffic, I 0.99 61% 39% VEHICLE TO PERSON TRIP CONVERSION BASELINE SITE VEHICLE CHARACTERISTICS: L Land Use Baseline Site Vehicle Mode Share Baseline Site Vehicle Occupancy 1 y;;;;;„iit Du 11ai�i�� LIALALI,liS„L' . Entry(%) Exit(%) Entry Exit Entry(%) Exit(%) 488-Soccer Complex 100 100 1 1 61 39 ESTIMATED BASELINE SITE PERSON TRIPS: Person Trips by Vehicle Person Trips by Other Modes Total Baseline Site Person Trips 488-Soccer Complex 1 0 0 0 1 0 1 0 1 INTERNAL VEHICLE TRIP REDUCTION LAND USE GROUP ASSIGNMENT: Land Use Land Use Group 488-Soccer Complex Cinema BALANCED PERSON TRIPS: INTERNAL PERSON TRIPS: 488-Soccer Complex Internal Person Trips From Entry Exit Total Total Internal Person Trips 0 0 0 INTERNAL VEHICLE TRIPS AND CAPTURE: 488-Soccer Complex Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle Occupancy 1.00 1.00 - Total Vehicle Internal Trips 0 0 0 Total External Vehicle Trips 1 0 1 Internal Vehicle Trip Capture 0% 0% 0% Generated By OTISS Pro v2.1 4 Lake Oswego Rassekh Park- ITE 488 3/14/2022 PASS-BY VEHICLE TRIP REDUCTION I �A1External Vehicle Trips Pass-by Vehicle Trip% Pass-by Vehicle Trips 22- Entry(%) 488-Soccer Complex I 1 0 I 0.00% 0.00% 0 0 DIVERTED VEHICLE TRIP REDUCTION External Vehicle Trips Diverted Vehicle Trip% Diverted Vehicle Trips Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 1 0 0.00% 0.00% 0 0 EXTRA VEHICLE TRIP REDUCTION �La..m.a:...L.:.,.v..�..�,.. •r.��J�•r.na.Jhn.� Extra Vehicle Trip Reduction% Extra Reduced Vehicle Trips .n. - Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 1 0 0.00% 0.00% 0 0 NEW VEHICLE TRIPS Land Use New Vehicle Trips Entry Exit Total 488-Soccer Complex 1 0 1 RESULTS Site Totals Entry Exit Total Vehicle Trips Before Reduction 1 0 1 Internal Vehicle Trips 0 0 0 External Vehicle Trips 1 0 1 Internal Vehicle Trip Capture 0% 0% 0% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 1 0 1 PBS Engineering and Environmental Inc. 5 bhauvesh jaya Lake Oswego Rassekh Park- ITE 488 3/14/2022 5:22 PM Scenario-3 Scenario Name:Weekday PM Peak Hour User Group: Dev.phase:1 No.of Years to Project 0 Traffic: Analyst Note: Warning: VEHICLE TRIPS BEFORE REDUCTION aNIMill Land Use&Data Source Location IV Size Time Period Method Entry Total Rate/Equation Split% Split% 488-Soccer Complex General Fields 1 Weekday,Peak Hour of Average 11 6 17 Data Source:Trip Generation Manual,11th Ed I Urban/Suburban Adjacent Street Traffic, I 16.43 66% 34% VEHICLE TO PERSON TRIP CONVERSION BASELINE SITE VEHICLE CHARACTERISTICS: L Land Use Baseline Site Vehicle Mode Share Baseline Site Vehicle Occupancy 1 y;;;;;„iit Du 11ai�i�� LIALALI,liS„L' . Entry(%) Exit(%) Entry Exit Entry(%) Exit(%) 488-Soccer Complex 100 100 1 1 66 34 ESTIMATED BASELINE SITE PERSON TRIPS: Person Trips by Vehicle Person Trips by Other Modes Total Baseline Site Person Trips 488-Soccer Complex 11 6 0 0 11 6 17 0 17 INTERNAL VEHICLE TRIP REDUCTION LAND USE GROUP ASSIGNMENT: Land Use Land Use Group 488-Soccer Complex Cinema BALANCED PERSON TRIPS: INTERNAL PERSON TRIPS: 488-Soccer Complex Internal Person Trips From Entry Exit Total Total Internal Person Trips 0 0 0 INTERNAL VEHICLE TRIPS AND CAPTURE: 488-Soccer Complex Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle Occupancy 1.00 1.00 - Total Vehicle Internal Trips 0 0 0 Total External Vehicle Trips 11 6 17 Internal Vehicle Trip Capture 0% 0% 0% Generated By OTISS Pro v2.1 6 Lake Oswego Rassekh Park- ITE 488 3/14/2022 PASS-BY VEHICLE TRIP REDUCTION I �A1External Vehicle Trips Pass-by Vehicle Trip% Pass-by Vehicle Trips 22- Entry(%) 488-Soccer Complex I 11 6 I 0.00% 0.00% 0 0 DIVERTED VEHICLE TRIP REDUCTION External Vehicle Trips Diverted Vehicle Trip% Diverted Vehicle Trips Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 11 6 0.00% 0.00% 0 0 EXTRA VEHICLE TRIP REDUCTION �La..m.a:...L.:.,.v..�..�,.. •r.��J�•r.na.Jhn.� Extra Vehicle Trip Reduction% Extra Reduced Vehicle Trips .n. - Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 11 6 0.00% 0.00% 0 0 NEW VEHICLE TRIPS Land Use New Vehicle Trips Entry Exit Total 488-Soccer Complex 11 6 17 RESULTS Site Totals Entry Exit Total Vehicle Trips Before Reduction 11 6 17 Internal Vehicle Trips 0 0 0 External Vehicle Trips 11 6 17 Internal Vehicle Trip Capture 0% 0% 0% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 11 6 17 PBS Engineering and Environmental Inc. 7 bhauvesh jaya Lake Oswego Rassekh Park- ITE 488 3/14/2022 5:22 PM Scenario-4 Scenario Name:Saturday Peak Hour of Generator User Group: Dev.phase:1 No.of Years to Project 0 Traffic: Analyst Note: Warning: VEHICLE TRIPS BEFORE REDUCTION aNIMill Land Use&Data Source Location IV Size Time Period Method Entry Total Rate/Equation Split% Split% 488-Soccer Complex General Fields 1 Saturday,Peak Hour of Average 18 19 37 Data Source:Trip Generation Manual,11th Ed I Urban/Suburban Generator I 37.48 48% 52% VEHICLE TO PERSON TRIP CONVERSION BASELINE SITE VEHICLE CHARACTERISTICS: L Land Use Baseline Site Vehicle Mode Share Baseline Site Vehicle Occupancy 1 y;;;;;„iit Du 11ai�i�� LIALALI,liS„L' . Entry(%) Exit(%) Entry Exit Entry(%) Exit(%) 488-Soccer Complex 100 100 1 1 48 52 ESTIMATED BASELINE SITE PERSON TRIPS: Person Trips by Vehicle Person Trips by Other Modes Total Baseline Site Person Trips 488-Soccer Complex 18 19 0 0 18 19 37 0 37 INTERNAL VEHICLE TRIP REDUCTION LAND USE GROUP ASSIGNMENT: Land Use Land Use Group 488-Soccer Complex Cinema BALANCED PERSON TRIPS: INTERNAL PERSON TRIPS: 488-Soccer Complex Internal Person Trips From Entry Exit Total Total Internal Person Trips 0 0 0 INTERNAL VEHICLE TRIPS AND CAPTURE: 488-Soccer Complex Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle Occupancy 1.00 1.00 - Total Vehicle Internal Trips 0 0 0 Total External Vehicle Trips 18 19 37 Internal Vehicle Trip Capture 0% 0% 0% Generated By OTISS Pro v2.1 8 Lake Oswego Rassekh Park- ITE 488 3/14/2022 PASS-BY VEHICLE TRIP REDUCTION _ I�I��A1External Vehicle Trips Pass-by Vehicle Trip% Pass-by Vehicle Trips J7181-� Entry(%) 488-Soccer Complex I 18 19 I 0.00% 0.00% 0 0 DIVERTED VEHICLE TRIP REDUCTION External Vehicle Trips Diverted Vehicle Trip% Diverted Vehicle Trips Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 18 19 0.00% 0.00% 0 0 EXTRA VEHICLE TRIP REDUCTION �La..m.a:...L.:.,.v..�..�,.. •r.��J�•r.na.Jhn.� Extra Vehicle Trip Reduction% Extra Reduced Vehicle Trips .n. - Entry Exit Entry(%) Exit(%) Entry Exit 488-Soccer Complex 18 19 0.00% 0.00% 0 0 NEW VEHICLE TRIPS Land Use New Vehicle Trips Entry Exit Total 488-Soccer Complex 18 19 37 RESULTS Site Totals Entry Exit Total Vehicle Trips Before Reduction 18 19 37 Internal Vehicle Trips 0 0 0 External Vehicle Trips 18 19 37 Internal Vehicle Trip Capture 0% 0% 0% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 18 19 37 PBS Engineering and Environmental Inc. 9 Lake Oswego Recreation and Aquatics Center 3/14/2022 Project Name Lake Oswego Recreation and Aquatics Center Type of Project Project No. City Country Built-up Area(Sq ft)• Analyst Name Bhauvesh Jaya Clients Name. Date 2/3/2022 ZIP/Postal Code State/Province No of Scenarios 4 Analysis Region SCENARIO SUMMARY Scenarios Name No.of Land Uses Phases of No.of Years to User Group Development Project Traffic ®® !M Scenario-1 Weekday AM Peak Hour 2 1 0 92 44 136 Scenario-2 Weekday PM Peak Hour 2 1 0 88 95 183 Scenario-3 Weekday Daily 2 1 0 1012 1012 2024 Scenario-4 Saturday 2 1 0 49 45 94 PBS Engineering and Environmental Inc. 1 bhauvesh jaya Lake Oswego Recreation and Aquatics Center 3/14/2022 5:19 PM Scenario Name Weekday AM Peak Hour User Group Dev hase 1 No of years to Project 0 p Traffic Analyst Note Warning VEHICLE TRIPS BEFORE REDUCTION Land Use&Data Source Location IV Size Time Period 1/qa' To Rate/EEquation Split. Split. 435-Recreational Community Center General 10005q Ft 6FA 629 Weekday,Peak Hour of Average J9 41 120 Ontn Source Tnp Generation Manual,llth Etl Urban/Suburban Atllacent Street Traffic, 191 66% 34% I430-GolfCourse General Holes 9 Weekday,Peak Hour of Bert Fn ILOG) 13 3 16 IData Source Trip Generation Manual,llth Ed I Urban/Suburban Atllacent Street Traffic,I L.(T)=0911n1%)+077 79% 21% I BASELINE SITE VEHICLE CHARACTERISTICS: 495-Recreational Community Center 100 100 1 1 66 34 I430-Golf Course 100 100 1 1 79 21 I ESTIMATED BASELINE SITE PERSON TRIPS: MAL WM&u11a&a,a &UM WM AU SUM it&M, MU.:441...ailia MAL UM 495-Recreational Community Center 79 41 0 0 79 41 20 0 I430-Golf Course I 13 16 3 0 f 0 13 f6 3 LAND USE GROUP ASSIGNMENT: I` 1495-Recreational Commumry Center ICCinemamema I I430-Golf Course I BALANCED PERSON TRIPS: 495-Recreational Community Center . 430-Golf Course Persons Exit PAF UIPTC Unconstrained Demand =9»BALANCED=»> Unconstrained Demand UIPTC PAF Persons Entry 41 1 0 0 0 0 0 1 13 Persons Entry PAF UIPTC Unconstrained Demand «<=BALANCED«a. Unconstrained Demand UIPTC PAF Persons Exit 79 1 0 0 0 0 0 1 3 INTERNAL PERSON TRIPS: 495-Recreational Community Center !Internal Person Trips From Entry I Exit Total I I430-Golf Course 0 0 0 I ITotal Internal Person Trips 0 0 0 I 430-Golf Course IInternal Person Trips From Entry Exit Total I495-Recreational Community Center 0 0 0 I ITotal Internal Person Trips 0 1 0 0 I INTERNAL VEHICLE TRIPS AND CAPTURE: 495-Recreational Community Center Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrlps 0 0 0 Total External Vehicle Trips 79 41 120 Internal Vehicle Trip Capture O. O. 0. 430-Golf Course Total Internal Person Trips 0 0 0 Vehicle Mode Share 10026 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Trips 13 3 16 Internal Vehicle Trip Capture O. O. 0. ® 11a1.a.a Ufa. iaggau 1111a.a U.t6 ::u1111a.1 U1:a 1 495-Recreational Community Center 79 41 000% 000% 0 0 I430-Golf Course 13 3 000% 000% 0 0 I -11.11a1.aa U1:e - a:11a1.a.a U. y D6 ama111a1.aa Um Land Use Entry I Exit Entry l%)L Exit l%) Entry Exit 495-Recreational Community Center 79 41 000% 000% 0 0 I430-Golf Course 13 3 000% 000% 0 0 I Land Use :••••'rc'W^•"'••�'....••✓�1a,_.4.••� :MA 11a1a.a U.iaa.s.al t6 :MA iaaaaa 11a1a.a U..: Entry Exit Entry l%) Exit l%) Entry Exit 495-Recreational Community Center 79 41 000% 000% 0 0 I430-Golf Course 13 3 000% 000% 0 0 I Land Use iaw 11hIa.a UI.:G Entry Exit Total 495-Recreational Community Center 79 41 120 I430-Golf Course 13 3 16 I Site Totals Entry Exit Total Vehicle Trips Before Reduction 92 44 136 Internal Vehicle Trips 0 0 0 External Vehicle Trips 92 44 136 Internal Vehicle Trip Capture O% 0% O% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 92 44 136 Generated By OTISS Pro v2.1 2 Lake Oswego Recreation and Aquatics Center 3/14/2022 Scenario Name Weekday PM Peak Hour User Group Dev hase 1 No of years to Protect 0 p Traffic Analyst Note Warning Land Use&Data Source Location IV Size Time Period lLa:LL: Total Rate/Equation Split. Split. 495-Recreational Community Center General 10005q Ft 6FA 629 Weekday,Peak Hour of Average J4 83 157 (Data Source Tnp Generation Manual,llth Ed I Urban/Suburban Atllacent Street Traffic, 250 47% 53% '430-Golf Courre General Holes 9 WeektlayPeak Hour of Avenge 14 12 26 (Data Source Trip Generation Manual,llth Ed I Urban/Suburban Atllacent Street Traffic,I 291 53% 47% I BASELINE SITE VEHICLE CHARACTERISTICS: 495-Recreational Community Center 100 100 1 1 47 53 '430-Golf Course 100 100 1 1 53 47 I ESTIMATED BASELINE SITE PERSON TRIPS: iaiLai ULU,DI Dii.ia ilk.ULU,DI SUN ll LL. DAM ILL:a.La SAL iaiLai Wag 495-Recreational Community Center 74 83 0 0 74 83 5) 57 I430-Golf Course 14 I 6 12 0 f 0 14 I6 12 ) LAND USE GROUP ASSIGNMENT: I` 1435-Recreational Community Center (Cinema I 1430-Golf Course Cinema I BALANCED PERSON TRIPS: 435-Recreational Community Center 430-Golf Course Persons Exit PAF UIPTC Unconstrained Demand 49»BALANCED=»> Unconstrained Demand UIPTC PAF Persons Entry 83 1 0 0 0 0 0 1 14 Persons Entry PAF UIPTC Unconstrained Demand «<=BALANCED«ee Unconstrained Demand UIPTC PAF Persons Exit 74 1 0 0 0 0 0 1 12 INTERNAL PERSON TRIPS: 495-Recreational Community Center 'Internal Person Tops From Entry I Exit Total I '430-Golf Course 0 0 0 I 'Total Internal Person Trips 0 0 0 I 430-Golf Course 'Internal Person Tops From Entry Exit Total 1495-Recreational Community Center 0 0 0 I ITotal Internal Person Trips 0 1 0 0 I INTERNAL VEHICLE TRIPS AND CAPTURE: 495-Recreational Community Center Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Trips 74 83 157 Internal Vehicle Trip Capture O. O. 0% 430-Golf Course Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Tops 14 12 26 Internal Vehicle Trip Capture O. O. 0% 11as.a.a ULie iaggau Hala.a DLL t6 1 iaggau 11a1.i.a Ih.:e 495-Recreational Community Center 74 83 000% 000% 0 0 '430-Golf Course 14 12 000% 000% 0 0 I ! iDI-iLi.11as.a.a Uii LL - aa11a1.i.a Ul.:t6 -aaa 11a1.i.a ULU,Use Entry Exit Entry(%) Exit(%) Entry Exit 495-Recreational Community Center 74 83 000% 000% 0 0 '430-Golf Course 14 12 000% 000% 0 0 I iDILL iaa S: Land Use :••••rc W°`•"'••�'6i••••••✓�a'•••�L••'• Lls 11aSaa DLL man t6 aaa 11aIa.a DLL: Entry Exit Entry(%) Exit(%) Entry Exit 495-Recreational Community Center 74 83 000% 000% 0 0 '430-Golf Course 14 12 000% 000% 0 0 I Land Use 1.aw 1laiaa UI.:i Entry Exit Total 495-Recreational Community Center 74 83 157 '430-Golf Course 14 12 26 I Site Totals Entry Exit Total Vehicle Trips Before Reduction 88 95 183 Internal Vehicle Trips 0 0 External Vehicle Trips 88 95 183 Internal Vehicle Trip Capture 026 0% 026 Pass-by Vehicle Tops 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 88 95 183 PBS Engineering and Environmental Inc. 3 bhauvesh jaya Lake Oswego Recreation and Aquatics Center 3/14/2022 5:19 PM Scenario Name Weekday Daily User Group Dev hase 1 No of years to Protect 0 p Traffic Analyst Note Warning VEHICLE TRIPS BEFORE REDUCTION Land Use&Data Source Location IV Size Time Period lLa:LL: To Rate/Equation Split. Split. 495-Recreational Community Center General 1000 Sq Ft 6FA 629 Weekday Average 906 906 1812 (Data Source Tnp Generation Manual,llth Etl Urban/Suburban 2882 50% 50% 430-Golf Course General Holes 9 Weekday Bert At(LIN) 106 106 212 IData Source Trip Generation Manual,llth Ed I Urban/Suburban I T=34931%)-10233 50% 50% BASELINE SITE VEHICLE CHARACTERISTICS: 495-Recreational Community Center 100 100 1 1 50 50 I430-Golf Course 100 100 1 1 50 50 I ESTIMATED BASELINE SITE PERSON TRIPS: iaiiii ULii ill llii.i.i ilk.ULii AU Ciiaiilaaai MIMI...i Sal ii.A.4 Wag 495-Recreational Community Center 906 906 0 0 906 906 812 I430-Golf Course 1B6 106 0 f 0 106 I 106 I &2 j LAND USE GROUP ASSIGNMENT: I` 1495-Recreational Community Center (Cinema I 1430-Golf Course Cinema I BALANCED PERSON TRIPS: 495-Recreational Community Center 430-Golf Course Persons Exit PAF UIPTC Unconstrained Demand =9»BALANCED=»> Unconstrained Demand UIPTC PAF Persons Entry 906 1 0 0 0 0 0 1 106 Persons Entry PAF UIPTC Unconstrained Demand «<=BALANCED«au Unconstrained Demand UIPTC PAF Persons Exit 906 1 0 0 0 0 0 1 106 INTERNAL PERSON TRIPS: 495-Recreational Community Center Ilnternal Person Trips From Entry I Exit Total I I430-Golf Course 0 0 0 I (Total Internal Person Tops 0 0 0 I 430-Golf Course Ilnternal Person Trips From Entry Exit Total 1495-Recreational Community Center 0 0 0 I (Total Internal Person Trips 0 1 0 0 I INTERNAL VEHICLE TRIPS AND CAPTURE: 495-Recreational Community Center Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - VehicleOccupanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Trips 906 906 1812 Internal Vehicle Trip Capture O. O. O% 430-Golf Course Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - VehicleOccupanry 100 100 TotalVehicleInternalTnps 0 0 0 Total External Vehicle Trips 106 106 212 Internal Vehicle Trip Capture O. O. O% 11as.aa ULii iaggau 11..aa U.t6 1 iagg..11.1...ULii 495-Recreational Community Center 906 906 000% 000% 0 0 I430-Golf Course 106 106 000% 000% 0 0 I -Li.11as.aa ULie - a:11a1.i.a Ul.:t6 ama:11a1.ia ULii Land Use Entry i Exit Entry(%)L Exit(%) Entry Exit 495-Recreational Community Center 906 906 000% 000% 0 0 I430-Golf Course 106 106 000% 000% 0 0 I Land Use :••••'rc'W^•"'••�'6i••••••✓�a'•••�L••� S:Lls11aSa.a U.iaa.an t6 :MA iaaaf 11.3.L U..: Entry Exit Entry DM Exit(%) Entry Exit 495-Recreational Community Center 906 906 000% 000% 0 0 I430-Golf Course 106 106 000% 000% 0 0 I Law 11a1.i.a ULii 495-Recreational Community Center 906 906 1812 I430-Golf Course 106 106 212 I Site Totals Entry Exit Vehicle Trips Before Reduction 1012 1012 2024 Internal Vehicle Trips 0 0 0 External Vehicle Trips 1012 1012 2024 Internal Vehicle Trip Capture O% 0% O% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 1012 1012 2024 Generated By OTISS Pro v2.1 4 Lake Oswego Recreation and Aquatics Center 3/14/2022 Scenario Name Saturday User Group Dev hase 1 No of Years to Protect 0 p Traffic Analyst Note Warning Land Use&Data Source Location IV Size Time Period 114:41: lam L.g Total Rate/Equation Split. Split. 495-Recreational Community Center General 1000 Sq Ft 6FA 629 Saturday,Peak Hour of Average 36 31 67 (Data Source Tnp Generation Manual,llth Ed I Urban/Suburban Generator 10) 54% 46% 430-Golf Courre General Saturday,Peak Hour of Acreage 13 14 IData Source Trip Generation Manual,llth Ed I Urban/Suburban Holes 9 Generator I 303 49% 51% 27 BASELINE SITE VEHICLE CHARACTERISTICS: 495-Recreational Community Center 100 100 1 1 54 46 I430-Golf Course 100 100 1 1 49 51 I ESTIMATED BASELINE SITE PERSON TRIPS: AaiiaiU if au llai.ia AaiiaiU if AU SUN llBeei Ma.lageeie:Ai LaiiiiU if 495-Recreational Community Center 36 31 0 0 36 31 I430-Golf Course 13 I 14 0 f 0 13 14 127 LAND USE GROUP ASSIGNMENT: I` 1495-Recreational Community Center (Cinema I 1430-Golf Course Cinema I BALANCED PERSON TRIPS: 495-Recreational Community Center 430-Golf Course Persons Exit PAF UIPTC Unconstrained Demand v>»BALANCED=»> Unconstrained Demand UIPTC PAF Persons Entry 31 1 0 0 0 0 0 1 13 Persons Entry PAF UIPTC Unconstrained Demand «<=BALANCED«a. Unconstrained Demand UIPTC PAF Persons Exit 36 1 0 0 0 0 0 1 14 INTERNAL PERSON TRIPS: 495-Recreational Community Center Ilnternal Person Trips From Entry I Exit Total I I430-Golf Course 0 0 0 I (Total Internal Person Trips 0 0 0 I 430-Golf Course Ilnternal Person Trips From Entry Exit Total 1495-Recreational Community Center 0 0 0 I !Total Internal Person Trips 0 1 0 0 I INTERNAL VEHICLE TRIPS AND CAPTURE: 495-Recreational Community Center Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Trips 36 31 67 Internal Vehicle Trip Capture O. O. O% 430-Golf Course Total Internal Person Trips 0 0 0 Vehicle Mode Share 100% 100% - Vehicle0¢upanry 100 100 TotalVehicleInternalTrips 0 0 0 Total External Vehicle Trips 13 14 27 Internal Vehicle Trip Capture O. O. O% 11ai.aa Ui:e iaggau llai.aa U.t6 1 iagg..11.1...Ui:i 495-Recreational Community Center 36 31 000% 000% 0 0 I430-Golf Course 13 14 000% 000% 0 0 I ! -iii.llai.aa UsiI L- a:llaia.a Ul.1t6 aia-aa:lla Ui:i Land Use Entry Exit Entry(%) Exit(%) Entry Exit 495-Recreational Community Center 36 31 000% 000% 0 0 I430-Golf Course 13 14 000% 000% 0 0 I Land Use :••••rc W°`•"'••�'6i••••••✓�a'•••�L••'• S:Lls11aSa.a U.ie4.an t6 5'sls iaaaaa 11aIa.a 1141: Entry Exit Entry(%) Exit(%) Entry Exit 495-Recreational Community Center 36 31 000% 000% 0 0 I430-Golf Course 13 14 000% 000% 0 0 I Land Use £raw 11a1..a.a UI.:G Entry Exit Total 495-Recreational Community Center 36 31 67 I430-Golf Course 13 14 27 I Site Totals Entry Exit Total Vehicle Trips Before Reduction 49 45 94 Internal Vehicle Trips 0 0 External Vehicle Trips 49 45 94 Internal Vehicle Trip Capture 0% 0% 0% Pass-by Vehicle Trips 0 0 0 Diverted Vehicle Trips 0 0 0 Extra Reduced Vehicle Trips 0 0 0 New Vehicle Trips 49 45 94 PBS Engineering and Environmental Inc. 5 Appendix C Level of Service Calculations MOVEMENT SUMMARY V Site: 1 [2022 Existing AM (Site Folder: Stafford Road/Atherton Drive -- Rosemont Road)] Weekday AM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c sec veh ft m.h South: Stafford Road 3u U 5 60.0 6 60.0 0.527 10.4 LOS B 3.9 101.5 0.34 0.16 0.34 33.0 3 L2 17 2.0 20 2.0 0.527 8.7 LOS A 3.9 101.5 0.34 0.16 0.34 28.8 8 T1 411 5.0 478 5.0 0.527 8.8 LOS A 3.9 101.5 0.34 0.16 0.34 33.6 18 R2 120 4.0 140 4.0 0.527 8.8 LOS A 3.9 101.5 0.34 0.16 0.34 32.6 Approach 553 5.2 643 5.2 0.527 8.8 LOS A 3.9 101.5 0.34 0.16 0.34 33.2 East: Rosemont Road 1 L2 258 3.0 300 3.0 0.621 15.1 LOS C 5.7 146.3 0.79 0.99 1.34 29.5 6 T1 5 20.0 6 20.0 0.621 15.9 LOS C 5.7 146.3 0.79 0.99 1.34 23.9 16 R2 148 3.0 172 3.0 0.621 15.1 LOS C 5.7 146.3 0.79 0.99 1.34 28.5 Approach 411 3.2 478 3.2 0.621 15.1 LOS C 5.7 146.3 0.79 0.99 1.34 29.0 North: Stafford Road 7u U 1 2.0 1 2.0 0.403 8.3 LOS A 2.2 55.2 0.58 0.50 0.58 34.8 7 L2 42 2.0 49 2.0 0.403 8.3 LOS A 2.2 55.2 0.58 0.50 0.58 33.9 4 T1 282 2.0 328 2.0 0.403 8.3 LOS A 2.2 55.2 0.58 0.50 0.58 33.7 14 R2 4 2.0 5 2.0 0.403 8.3 LOS A 2.2 55.2 0.58 0.50 0.58 27.1 Approach 329 2.0 383 2.0 0.403 8.3 LOS A 2.2 55.2 0.58 0.50 0.58 33.6 West:Atherton Drive 5 L2 7 14.0 8 14.0 0.077 7.0 LOS A 0.3 7.5 0.59 0.55 0.59 28.2 2 T1 9 2.0 10 2.0 0.077 6.3 LOS A 0.3 7.5 0.59 0.55 0.59 28.2 12 R2 27 2.0 31 2.0 0.077 6.3 LOS A 0.3 7.5 0.59 0.55 0.59 27.5 Approach 43 4.0 50 4.0 0.077 6.4 LOS A 0.3 7.5 0.59 0.55 0.59 27.8 All Vehicles 1336 3.8 1553 3.8 0.621 10.6 LOS B 5.7 146.3 0.55 0.51 0.71 31.7 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:51:59 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement IMEBT EBR WBL W1111NBL Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 131 7 79 5 3 7 130 402 241 Future Volume(veh/h) 131 7 79 5 3 7 130 402 17 14 _253 241 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 r 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.95 0.96 0.95 0.99 0.98 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1856 1870 1870 1870 1856 1826 1870 1870 1870 1870 Adj Flow Rate,veh/h 177 9 107 7 4 9 176 543 23 19 342 326 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 3 2 2 2 3 5 2 2 2 2 Cap,veh/h 519 34 400 425 140 315 488 761 32 336 664 535 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.10 0.44 0.44 0.02 0.36 0.36 Sat Flow,veh/h 1331 118 1409 1227 492 1108 1767 1737 74 1781 1870 1506 Grp Volume(v),veh/h 177 0 116 7 0 13 176 0 566 19 342 326 Grp Sat Flow(s),veh/h/1n1331 0 1527 1227 0 1601 1767 0 1811 1781 1870 1506 Q Serve(g_s),s 5.3 0.0 2.8 0.2 0.0 0.3 2.9 0.0 12.3 0.3 7.0 8.6 Cycle Q Clear(g_c),s 5.6 0.0 2.8 3.1 0.0 0.3 2.9 0.0 12.3 0.3 7.0 8.6 Prop In Lane 1.00 0.92 1.00 0.69 1.00 0.04 1.00 1.00 Lane Grp Cap(c),veh/h 519 0 433 425 0 454 488 0 793 336 664 535 V/C Ratio(X) 0.34 0.00 0.27 0.02 0.00 0.03 0.36 0.00 0.71 0.06 0.51 0.61 Avail Cap(c_a),veh/h 805 0 761 688 0 797 1079 0 1484 450 873 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 14.5 0.0 13.4 14.6 0.0 12.5 8.6 0.0 11.1 8.8 12.3 12.8 Incr Delay(d2),s/veh 0.3 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.9 0.1 0.5 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Iril.5 0.0 0.9 0.1 0.0 0.1 0.8 0.0 3.6 0.1 2.3 2.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 14.8 0.0 13.6 14.6 0.0 12.5 8.9 0.0 12.0 8.8 12.7 13.6 LnGrp LOS B A BB A B A A B A BB Approach Vol,veh/h 293 20 742 687 Approach Delay,s/veh 14.3 13.2 11.2 13.0 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s4.9 25.6 17.7 8.9 21.6 17.7 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 39.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,3; 14.3 7.6 4.9 10.6 5.1 Green Ext Time(p_c),s 0.0 6.4 1.2 0.5 4.3 0.0 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 72 22 511 40 12 441 Future Vol,veh/h 72 22 511 40 12 441 Conflicting Peds,#/hr 2 2 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 2 2 5 5 8 2 Mvmt Flow 89 27 631 49 15 544 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1207 633 0 0 680 0 Stage 1 631 - - - - - Stage 2 576 - - - - - Critical Hdwy 6.42 6.22 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.272 - Pot Cap-1 Maneuver 203 480 - - 885 - Stage 1 530 - - - - - Stage 2 562 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 198 479 - - 885 - Mov Cap-2 Maneuver 198 - - - - - Stage 1 530 - - - - - Stage 2 547 - - - - - Approach WB NB SB HCM Control Delay,s 35.6 0 0.2 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 230 885 - HCM Lane V/C Ratio - - 0.505 0.017 - HCM Control Delay(s) - - 35.6 9.1 0 HCM Lane LOS - - E A A HCM 95th%tile Q(veh) - - 2.6 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 44 38 496 406 7 Future Vol,veh/h 10 44 38 496 406 7 Conflicting Peds,#/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 13 4 2 2 Mvmt Flow 12 53 46 598 489 8 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1186 496 504 0 - 0 Stage 1 496 - - - - - Stage 2 690 - - - - - Critical Hdwy 6.42 6.22 4.23 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.317 - - - Pot Cap-1 Maneuver 208 574 1006 - - - Stage 1 612 - - - - - Stage 2 498 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 191 570 999 - - - Mov Cap-2 Maneuver 191 - - - - - Stage 1 565 - - - - - Stage 2 495 - - - - - Approach EB NB SB HCM Control Delay,s 15.2 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 999 - 417 - - HCM Lane V/C Ratio 0.046 - 0.156 - - HCM Control Delay(s) 8.8 0 - - HCM Lane LOS A A C - - HCM 95th%tile Q(veh) 0.1 - 0.5 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT SBL SBT SB� Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 257 0 56 0 1 0 59 473 1 1 352 277 Future Volume(veh/h) 257 0 56 0 1 0 59 473 1 1 352 277 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1870 1870 1870 1870 1870 1870 1826 1870 1870 1870 1841 Adj Flow Rate,veh/h 276 0 60 0 1 0 63 509 1 1 378 298 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 2 2 2 2 5 2 2 2 4 Cap,veh/h 349 0 311 0 3 0 94 991 2 3 477 376 Arrive On Green 0.20 0.00 0.20 0.00 0.00 0.00 0.05 0.54 0.54 0.00 0.49 0.49 Sat Flow,veh/h 1781 0 1585 0 1870 0 1781 1822 4 1781 968 764 Grp Volume(v),veh/h 276 0 60 0 1 0 63 0 510 1 0 676 Grp Sat Flow(s),veh/h/In 1781 0 1585 0 1870 0 1781 0 1825 1781 0 1732 Q Serve(g_s),s 9.4 0.0 2.0 0.0 0.0 0.0 2.2 0.0 11.3 0.0 0.0 20.8 Cycle Q Clear(g_c),s 9.4 0.0 2.0 0.0 0.0 0.0 2.2 0.0 11.3 0.0 0.0 20.8 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.44 Lane Grp Cap(c),veh/h 349 0 311 0 3 0 94 0 993 3 0 854 V/C Ratio(X) 0.79 0.00 0.19 0.00 0.34 0.00 0.67 0.00 0.51 0.36 0.00 0.79 Avail Cap(c_a),veh/h 639 0 569 0 117 0 250 0 1068 250 0 1027 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 24.5 0.0 21.5 0.0 32.0 0.0 29.8 0.0 9.2 32.0 0.0 13.5 Incr Delay(d2),s/veh 3.0 0.0 0.2 0.0 37.6 0.0 5.0 0.0 0.9 41.9 0.0 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.0 0.0 0.7 0.0 0.0 0.0 1.0 0.0 3.8 0.0 0.0 7.9 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 27.5 0.0 21.8 0.0 69.6 0.0 34.9 0.0 10.2 73.9 0.0 17.9 LnGrp LOS C A C A E A C A B E A B Approach Vol,veh/h 336 1 573 677 Approach Delay,s/veh 26.5 69.6 12.9 18.0 Approach LOS C E B B Timer-Assigned Phs 1 2 4 5 8 Phs Duration(G+Y+Rc),s 7.4 36.1 4.1 4.1 39.4 16.6 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 4.2 22.8 2.0 2.0 13.3 11.4 Green Ext Time(p_c),s 0.0 8.8 0.0 0.0 9.9 1.1 Intersection Summary r HCM 6th Ctrl Delay 18.0 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh14.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 7 217 38 12 186 65 25 13 8 105 12 3 Future Vol,veh/h 7 217 38 12 186 65 25 13 8 105 12 3 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 2 2 3 2 3 3 4 2 2 2 8 2 Mvmt Flow 11 329 58 18 282 98 38 20 12 159 18 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB Orin NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.3 15.1 10.5 12.3 HCM LOS C C B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 54% 3% 5% 88% Vol Thru, % 28% 83% 71% 10% Vol Right, % 17% 15% 25% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 46 262 263 120 LT Vol 25 7 12 105 Through Vol 13 217 186 12 RT Vol 38 65 3 Lane Flow Rate 70 397 398 182 Geometry Grp 1 1 1 1 Degree of Util(X) 0.125 0.579 0.575 0.317 Departure Headway(Hd) 6.451 5.251 5.197 6.271 Convergence,Y/N Yes Yes Yes Yes Cap 552 687 693 571 Service Time 4.531 3.302 3.248 4.337 HCM Lane V/C Ratio 0.127 0.578 0.574 0.319 HCM Control Delay 10.5 15.3 15.1 12.3 HCM Lane LOS BCC B HCM 95th-tile Q 0.4 3.7 3.7 1.4 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 6 MOVEMENT SUMMARY V Site: 1 [2022 Existing PM (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Weekday PM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c sec veh ft m.h South: Stafford Road 3u U 4 50.0 4 50.0 0.690 15.1 LOS C 9.6 245.3 0.71 0.64 0.92 31.1 3 L2 12 2.0 13 2.0 0.690 13.6 LOS B 9.6 245.3 0.71 0.64 0.92 27.1 8 T1 293 2.0 329 2.0 0.690 13.6 LOS B 9.6 245.3 0.71 0.64 0.92 31.4 18 R2 369 2.0 415 2.0 0.690 13.6 LOS B 9.6 245.3 0.71 0.64 0.92 30.5 Approach 678 2.3 762 2.3 0.690 13.6 LOS B 9.6 245.3 0.71 0.64 0.92 30.8 East: Rosemont Road 1 L2 198 3.0 222 3.0 0.362 7.9 LOS A 1.9 47.3 0.57 0.49 0.57 32.4 6 T1 2 2.0 2 2.0 0.362 7.8 LOS A 1.9 47.3 0.57 0.49 0.57 25.8 16 R2 100 2.0 112 2.0 0.362 7.8 LOS A 1.9 47.3 0.57 0.49 0.57 31.3 Approach 300 2.7 337 2.7 0.362 7.9 LOS A 1.9 47.3 0.57 0.49 0.57 32.0 North: Stafford Road 7u U 1 2.0 1 2.0 0.593 11.3 LOS B 5.7 144.0 0.66 0.59 0.80 32.9 7 L2 149 2.0 167 2.0 0.593 11.3 LOS B 5.7 144.0 0.66 0.59 0.80 32.1 4 T1 397 2.0 446 2.0 0.593 11.3 LOS B 5.7 144.0 0.66 0.59 0.80 31.9 14 R2 4 2.0 4 2.0 0.593 11.3 LOS B 5.7 144.0 0.66 0.59 0.80 26.0 Approach 551 2.0 619 2.0 0.593 11.3 LOS B 5.7 144.0 0.66 0.59 0.80 31.9 West:Atherton Drive 5 L2 2 2.0 2 2.0 0.070 7.3 LOS A 0.3 6.6 0.63 0.62 0.63 28.4 2 T1 19 2.0 21 2.0 0.070 7.3 LOS A 0.3 6.6 0.63 0.62 0.63 28.1 12 R2 14 2.0 16 2.0 0.070 7.3 LOS A 0.3 6.6 0.63 0.62 0.63 27.5 Approach 35 2.0 39 2.0 0.070 7.3 LOS A 0.3 6.6 0.63 0.62 0.63 27.9 All Vehicles 1564 2.2 1757 2.2 0.690 11.5 LOS B 9.6 245.3 0.66 0.59 0.81 31.3 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:16 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement EBR WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 97 30 124 22 20 39 63 295 IM 58 404 68 Future Volume(veh/h) 97 30 124 22 20 39 63 295 18 58 404 68 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 10 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.96 0.94 0.99 0.96 0.98 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 101 31 129 23 21 41 66 307 19 60 421 71 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 504 89 370 422 160 313 419 651 40 491 695 568 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.37 0.36 0.05 0.37 0.37 Sat Flow,veh/h 1255 302 1255 1179 544 1061 1781 1739 108 1781 1870 1530 Grp Volume(v),veh/h 101 0 160 23 0 62 66 0 326 60 421 71 Grp Sat Flow(s),veh/h/1n1255 0 1557 1179 0 1605 1781 0 1846 1781 1870 1530 Q Serve(g_s),s 2.7 0.0 3.4 0.7 0.0 1.2 1.0 0.0 5.7 0.9 7.7 1.3 Cycle Q Clear(g_c),s 3.9 0.0 3.4 0.0 1.2 1.0 0.0 5.7 0.9 7.7 1.3 Prop In Lane 1.00 0.81 1.00 0.66 1.00 0.06 1.00 1.00 Lane Grp Cap(c),veh/h 504 0 459 0 473 419 0 692 491 695 568 V/C Ratio(X) 0.20 0.00 0.35 0.05 0.00 0.13 0.16 0.00 0.47 0.12 0.61 0.12 Avail Cap(c_a),veh/h 843 0 880 741 0 907 1209 0 2175 574 1454 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.4 0.0 11.8 13.4 0.0 11.0 8.4 0.0 10.1 8.0 10.8 8.8 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.0 0.0 0.1 0.1 0.0 0.4 0.1 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.7 0.0 1.1 0.2 0.0 0.4 0.3 0.0 1.7 0.2 2.3 0.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.6 0.0 12.1 13.4 0.0 11.1 8.5 0.0 10.5 8.1 11.5 8.9 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 261 85 392 552 Approach Delay,s/veh 12.3 11.7 10.1 10.8 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s6.0 19.9 16.5 6.2 19.8 16.5 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 49.5 24.0 21.0 32.5 24.0 Max Q Clear Time(g_c+I14,9; 7.7 5.9 3.0 9.7 6.1 Green Ext Time(p_c),s 0.0 3.6 1.1 0.1 4.7 0.3 Intersection Summary I - HCM 6th Ctrl Delay 10.9 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 52 13 393 45 22 482 Future Vol,veh/h 52 13 393 45 22 482 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 4 2 2 2 5 2 Mvmt Flow 53 13 401 46 22 492 Major/Minor Minorl Majorl Major2 Conflicting Flow All 937 401 0 0 447 0 Stage 1 401 - - - - - Stage 2 536 - - - - - Critical Hdwy 6.44 6.22 - - 4.15 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.318 - - 2.245 - Pot Cap-1 Maneuver 291 649 - - 1098 - Stage 1 672 - - - - - Stage 2 583 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 283 649 - - 1098 - Mov Cap-2 Maneuver 283 - - - - - Stage 1 672 - - - - - Stage 2 567 - - - - - Approach WB NB SB HCM Control Delay,s 19.2 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 319 1098 - HCM Lane V/C Ratio - - 0.208 0.02 - HCM Control Delay(s) - - 19.2 8.3 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.8 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 8 32 29 380 467 17 Future Vol,veh/h 8 32 29 380 467 17 Conflicting Peds,#/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 6 2 2 2 2 Mvmt Flow 8 33 30 388 477 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 931 483 500 0 - 0 Stage 1 483 - - - - - Stage 2 448 - - - - - Critical Hdwy 6.42 6.26 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 2.218 - - - Pot Cap-1 Maneuver 296 575 1064 - - - Stage 1 620 - - - - - Stage 2 644 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 282 572 1058 - - - Mov Cap-2 Maneuver 282 - - - - - Stage 1 594 - - - - - Stage 2 640 - - - - - Approach EB NB SB HCM Control Delay,s 13.3 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1058 - 474 - - HCM Lane V/C Ratio 0.028 - 0.086 - - HCM Control Delay(s) 8.5 0 13.3 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 260 0 54 6 3 10 42 355 5 8 445 196 Future Volume(veh/h) 260 0 54 6 3 10 42 355 5 8 445 196 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1811 1870 1411 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 268 0 56 6 3 10 43 366 5 8 459 202 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 6 2 33 2 2 2 2 2 2 2 Cap,veh/h 346 0 297 7 4 12 75 965 13 18 592 260 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.04 0.52 0.52 0.01 0.49 0.49 Sat Flow,veh/h 1781 0 1527 398 199 663 1781 1840 25 1781 1220 537 Grp Volume(v),veh/h 268 0 56 19 0 0 43 0 371 8 0 661 Grp Sat Flow(s),veh/h/In 1781 0 1527 1259 0 0 1781 0 1865 1781 0 1757 Q Serve(g_s),s 9.0 0.0 1.9 1.0 0.0 0.0 1.5 0.0 7.5 0.3 0.0 19.6 Cycle Q Clear(g_c),s 9.0 0.0 1.9 1.0 0.0 0.0 1.5 0.0 7.5 0.3 0.0 19.6 Prop In Lane 1.00 1.00 0.32 0.53 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 346 0 297 23 0 Ntirg 0 978 18 0 852 V/C Ratio(X) 0.77 0.00 0.19 0.84 0.00 0.00 0.58 0.00 0.38 0.43 0.00 0.78 Avail Cap(c_a),veh/h 648 0 555 80 0 0 253 0 1120 253 0 1055 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 24.2 0.0 21.3 31.0 0.0 0.0 29.8 0.0 8.9 31.1 0.0 13.4 lncr Delay(d2),s/veh 2.8 0.0 0.2 36.7 0.0 0.0 4.2 0.0 0.5 9.5 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.8 0.0 0.7 0.5 0.0 0.0 0.7 0.0 2.6 0.2 0.0 7.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 27.0 0.0 21.5 67.7 0.0 0.0 34.0 0.0 9.5 40.6 0.0 17.2 LnGrp LOS C A C E A A C A A D A B Approach Vol,veh/h 324 19 414 669 Approach Delay,s/veh 26.0 67.7 12.0 17.5 Approach LOS C E B B Timer-Assigned Phs 1 2 01 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 35.2 5.1 4.7 37.2 16.3 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 3.5 21.6 3.0 2.3 9.5 11.0 Green Ext Time(p_c),s 0.0 9.0 0.0 0.0 7.4 1.1 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 3 204 19 7 124 30 12 5 5 28 9 4 Future Vol,veh/h 3 204 19 7 124 30 12 5 5 28 9 4 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, % 2 2 11 2 2 3 2 20 2 4 2 2 Mvmt Flow 3 224 21 8 136 33 13 5 5 31 10 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 8.4 8.1 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 55% 1% 4% 68% Vol Thru, % 23% 90% 77% 22% Vol Right, % 23% 8% 19% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 22 226 161 41 LT Vol 12 3 I 7 28 Through Vol 5 204 124 9 RT Vol 5 19 ■ 30 4 Lane Flow Rate 24 248 177 45 Geometry Grp 1 1 1 1 Degree of Util(X) 0.033 0.293 0.209 0.063 Departure Headway(Hd) 4.891 4.241 4.258 5 Convergence,Y/N Yes Yes Yes Yes Cap 732 849 846 717 Service Time 2.918 2.256 2.274 3.026 HCM Lane V/C Ratio 0.033 0.292 0.209 0.063 HCM Control Delay 8.1 9 8.4 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 1.2 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 6 MOVEMENT SUMMARY V Site: 1 [2022 Existing SAT (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Saturday Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c sec veh ft m.h South: Stafford Road 3u U 30 2.0 31 2.0 0.447 7.5 LOS A 3.0 77.0 0.34 0.18 0.34 35.2 3 L2 27 2.0 28 2.0 0.447 7.5 LOS A 3.0 77.0 0.34 0.18 0.34 29.1 8 T1 305 2.0 318 2.0 0.447 7.5 LOS A 3.0 77.0 0.34 0.18 0.34 34.0 18 R2 169 2.0 176 2.0 0.447 7.5 LOS A 3.0 77.0 0.34 0.18 0.34 32.9 Approach 531 2.0 553 2.0 0.447 7.5 LOS A 3.0 77.0 0.34 0.18 0.34 33.5 East: Rosemont Road 1 L2 186 2.0 194 2.0 0.340 7.7 LOS A 1.7 43.0 0.58 0.51 0.58 32.6 6 T1 2 2.0 2 2.0 0.340 7.7 LOS A 1.7 43.0 0.58 0.51 0.58 25.8 16 R2 108 2.0 113 2.0 0.340 7.7 LOS A 1.7 43.0 0.58 0.51 0.58 31.4 Approach 296 2.0 308 2.0 0.340 7.7 LOS A 1.7 43.0 0.58 0.51 0.58 32.1 North: Stafford Road 7 L2 71 2.0 74 2.0 0.462 8.7 LOS A 2.8 71.1 0.56 0.44 0.56 33.6 4 T1 389 2.0 405 2.0 0.462 8.7 LOS A 2.8 71.1 0.56 0.44 0.56 33.4 14 R2 0 2.0 0 2.0 0.462 8.7 LOS A 2.8 71.1 0.56 0.44 0.56 26.9 Approach 460 2.0 479 2.0 0.462 8.7 LOS A 2.8 71.1 0.56 0.44 0.56 33.4 West:Atherton Drive 5 L2 6 2.0 6 2.0 0.043 6.0 LOS A 0.2 4.1 0.59 0.52 0.59 28.4 2 T1 6 2.0 6 2.0 0.043 6.0 LOS A 0.2 4.1 0.59 0.52 0.59 28.2 12 R2 15 2.0 16 2.0 0.043 6.0 LOS A 0.2 4.1 0.59 0.52 0.59 27.6 Approach 27 2.0 28 2.0 0.043 6.0 LOS A 0.2 4.1 0.59 0.52 0.59 27.9 All Vehicles 1314 2.0 1369 2.0 0.462 7.9 LOS A 3.0 77.0 0.48 0.35 0.48 33.0 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:33 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement T EBR WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 66 15 90 54 19 48 84 307 53 38 332 73 Future Volume(veh/h) 66 15 90 54 19 48 84 307 53 38 332 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.92 0.96 0.92 0.99 0.95 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 75 17 102 61 22 55 95 349 60 43 377 83 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 493 62 375 453 129 323 452 570 98 420 642 514 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.06 0.37 0.37 0.04 0.34 0.34 Sat Flow,veh/h 1257 215 1291 1216 445 1112 1781 1541 265 1781 1870 1499 Grp Volume(v),veh/h 75 0 119 61 0 77 95 0 409 43 377 83 Grp Sat Flow(s),veh/h/1n1257 0 1506 1216 0 1557 1781 0 1806 1781 1870 1499 Q Serve(g_s),s 2.0 0.0 2.5 1.7 0.0 1.5 1.4 0.0 7.6 0.6 6.9 1.6 Cycle Q Clear(g_c),s 3.5 0.0 2.5 14.2 0.0 1.5 1.4 0.0 7.6 0.6 6.9 1.6 Prop In Lane 1.00 0.86 1.00 0.71 1.00 0.15 1.00 1.00 Lane Grp Cap(c),veh/h 493 0 437 MIN. 0 452 452 0 667 420 642 514 V/C Ratio(X) 0.15 0.00 0.27 0.13 0.00 0.17 0.21 0.00 0.61 0.10 0.59 0.16 Avail Cap(c_a),veh/h 857 0 874 806 0 903 1241 0 1680 568 1017 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.3 0.0 11.3 12.9 0.0 11.0 8.3 0.0 10.6 8.2 11.2 9.4 Incr Delay(d2),s/veh 0.1 0.0 0.2 0.1 0.0 0.1 0.2 0.0 0.7 0.1 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.5 0.0 0.7 0.4 0.0 0.5 0.4 0.0 2.2 0.2 2.1 0.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.4 0.0 11.6 13.0 0.0 11.1 8.5 0.0 11.3 8.3 11.8 9.6 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 194 138 504 503 Approach Delay,s/veh 11.9 11.9 10.8 11.1 Approach LOS B B B B Timer-Assigned Phs 1 2q 4 5 6 8 Phs Duration(G+Y+Rc),s5.6 19.8 16.0 6.7 18.7 16.0 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gma4.d 38.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,Es 9.6 5.5 3.4 8.9 6.2 Green Ext Time(p_c),s 0.0 4.5 0.8 0.2 3.4 0.5 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 0.8 Movement 01111BR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 26 11 415 23 13 407 Future Vol,veh/h 26 11 415 23 13 407 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 9 5 4 8 3 Mvmt Flow 28 12 446 25 14 438 Major/Minor Minorl Majorl Major2 Conflicting Flow All 912 446 0 0 471 0 Stage 1 446 - - - - - Stage 2 466 - - - - - Critical Hdwy 6.42 6.29 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.381 - - 2.272 - Pot Cap-1 Maneuver 304 598 - - 1060 - Stage 1 645 - - - - - Stage 2 632 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 299 598 - - 1060 - Mov Cap-2 Maneuver 299 - - - - - Stage 1 645 - - - - - Stage 2 621 - - - - - Approach WB NB SB HCM Control Delay,s 16.6 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 351 1060 - HCM Lane V/C Ratio - - 0.113 0.013 - HCM Control Delay(s) - - 16.6 8.4 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.4 0 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations i1'r 4 4 Traffic Vol,veh/h 10 28 17 400 400 13 Future Vol,veh/h 10 28 17 400 400 13 Conflicting Peds,#/hr 0 0 13 0 0 13 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 4 6 2 2 2 Mvmt Flow 11 30 18 426 426 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 901 439 453 0 - 0 Stage 1 439 - - - - - Stage 2 462 - - - - - Critical Hdwy 6.42 6.24 4.16 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 2.254 - - - Pot Cap-1 Maneuver 309 614 1087 - - - Stage 1 650 - - - - - Stage 2 634 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 295 606 1074 - - - Mov Cap-2 Maneuver 295 - - - - - Stage 1 628 - - - - - Stage 2 626 - - - - - Approach EB NB SB HCM Control Delay,s 13.3 0.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1074 - 474 - - HCM Lane V/C Ratio 0.017 - 0.085 - - HCM Control Delay(s) 8.4 MD 13.3 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) milEM- 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT WBR SBL SBT Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 179 2 48 3 1 7 37 377 4 4 382 171 Future Volume(veh/h) 179 2 48 3 1 7 37 377 4 4 382 171 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 190 2 51 3 1 7 39 401 4 4 406 182 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 3 2 2 2 2 2 Cap,veh/h 294 3 253 5 2 12 74 897 9 10 543 244 Arrive On Green 0.17 0.17 0.17 0.01 0.01 0.01 0.04 0.49 0.49 0.01 0.45 0.45 Sat Flow,veh/h 1764 19 1518 441 147 1028 1767 1849 18 1781 1211 543 Grp Volume(v),veh/h 192 0 51 11 0 0 39 0 405 4 0 588 Grp Sat Flow(s),veh/h/In 1782 0 1518 1616 0 0 1767 0 1867 1781 0 1754 Q Serve(g_s),s 5.0 0.0 1.4 0.3 0.0 0.0 1.1 0.0 7.1 0.1 0.0 13.8 Cycle Q Clear(g_c),s 5.0 0.0 1.4 0.3 0.0 0.0 1.1 0.0 7.1 0.1 0.0 13.8 Prop In Lane 0.99 1.00 0.27 0.64 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 297 0 253 18 0 NIWNI 0 906 10 0 787 V/C Ratio(X) 0.65 0.00 0.20 0.60 0.00 0.00 0.53 0.00 0.45 0.42 0.00 0.75 Avail Cap(c_a),veh/h 824 0 702 130 0 0 320 0 1032 322 0 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 19.4 0.0 17.9 24.5 0.0 0.0 23.4 0.0 8.4 24.7 0.0 11.4 Incr Delay(d2),s/veh 1.8 0.0 0.3 17.7 0.0 0.0 3.5 0.0 0.8 16.5 0.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 0.0 0.5 0.2 0.0 0.0 0.5 0.0 2.3 0.1 0.0 4.9 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 21.1 0.0 18.2 42.2 0.0 0.0 26.9 0.0 9.2 41.2 0.0 14.6 LnGrp LOS C A BD A A C A A D A B Approach Vol,veh/h 243 11 444 592 Approach Delay,s/veh 20.5 42.2 10.8 14.8 Approach LOS C D B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.1 26.8 4.6 4.3 28.6 12.3 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *28 4.0 9.0 27.5 23.0 Max Q Clear Time(g_c+I1),s 3.1 15.8 2.3 2.1 9.1 7.0 Green Ext Time(p_c),s 0.0 6.4 0.0 0.0 6.5 0.9 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 5 131 19 11 96 23 15 6 5 28 5 2 Future Vol,veh/h 5 131 19 11 96 23 15 6 5 28 5 2 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 179 26 15 132 32 21 8 7 38 7 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB - SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.7 8.4 8.1 8.3 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 58% 3% 8% 80% Vol Thru, % 23% 85% 74% 14% Vol Right, % 19% 12% 18% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 26 155 130 35 LT Vol 15 5 11 28 Through Vol 6 131 96 5 RT Vol 5 19 23 2 Lane Flow Rate 36 212 178 48 Geometry Grp 1 1 1 1 Degree of Util(X) 0.048 0.251 0.211 0.066 Departure Headway(Hd) 4.849 4.259 4.272 4.958 Convergence,Y/N Yes Yes Yes Yes Cap 739 845 842 723 Service Time 2.875 2.275 2.288 2.982 HCM Lane V/C Ratio 0.049 0.251 0.211 0.066 HCM Control Delay 8.1 8.7 8.4 8.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 1 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 6 MOVEMENT SUMMARY V Site: 1 [2024 Without Project AM (Site Folder: Stafford Road/ Atherton Drive -- Rosemont Road)] Weekday AM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 5 60.0 6 60.0 0.537 10.6 LOS B 4.0 105.0 0.35 0.17 0.35 32.9 3 L2 17 2.0 20 2.0 0.537 8.9 LOS A 4.0 105.0 0.35 0.17 0.35 28.7 8 T1 419 5.0 487 5.0 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 33.5 18 R2 122 4.0 142 4.0 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 32.5 Approach 563 5.2 655 5.2 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 33.1 East: Rosemont Road 1 L2 263 3.0 306 3.0 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 29.2 6 T1 5 20.0 6 20.0 0.640 16.7 LOS C 6.1 156.2 0.81 1.02 1.40 23.7 16 R2 151 3.0 176 3.0 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 28.3 Approach 419 3.2 487 3.2 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 28.8 North: Stafford Road 7u U 1 2.0 1 2.0 0.414 8.5 LOS A 2.2 57.1 0.59 0.52 0.59 34.7 7 L2 43 2.0 50 2.0 0.414 8.5 LOS A 2.2 57.1 0.59 0.52 0.59 33.8 4 T1 288 2.0 335 2.0 0.414 8.5 LOS A 2.2 57.1 0.59 0.52 0.59 33.6 14 R2 4 2.0 5 2.0 0.414 8.5 LOS A 2.2 57.1 0.59 0.52 0.59 27.0 Approach 336 2.0 391 2.0 0.414 8.5 LOS A 2.2 57.1 0.59 0.52 0.59 33.5 West:Atherton Drive 5 L2 7 14.0 8 14.0 0.080 7.1 LOS A 0.3 7.7 0.60 0.56 0.60 28.1 2 T1 9 2.0 10 2.0 0.080 6.4 LOS A 0.3 7.7 0.60 0.56 0.60 28.2 12 R2 28 2.0 33 2.0 0.080 6.4 LOS A 0.3 7.7 0.60 0.56 0.60 27.5 Approach 44 3.9 51 3.9 0.080 6.5 LOS A 0.3 7.7 0.60 0.56 0.60 27.7 All Vehicles 1362 3.7 1584 3.7 0.640 10.9 LOS B 6.1 156.2 0.56 0.53 0.74 31.5 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:52:01 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/15/2022 Movement IMEBT EBR WBL WB„11BL NBT Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 134 7 81 5 3 7 133 410 17 14 258 246 Future Volume(veh/h) 134 7 81 5 3 7 133 410 17 14 258 246 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.95 0.96 0.95 0.99 0.98 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1856 1870 1870 1870 1856 1826 1870 1870 1870 1870 Adj Flow Rate,veh/h 181 9 109 7 4 9 180 554 23 19 349 332 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 3 2 2 2 3 5 2 2 2 2 Cap,veh/h 518 33 401 422 140 315 486 768 32 330 668 538 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.10 0.44 0.44 0.02 0.36 0.36 Sat Flow,veh/h 1332 116 1411 1225 493 1108 1767 1739 72 1781 1870 1506 Grp Volume(v),veh/h 181 0 118 7 0 13 180 0 577 19 349 332 Grp Sat Flow(s),veh/h/1n1332 0 1527 1225 0 1601 1767 0 1811 1781 1870 1506 Q Serve(g_s),s 5.6 0.0 2.9 0.2 0.0 0.3 3.0 0.0 12.8 0.3 7.2 8.9 Cycle Q Clear(g_c),s 5.8 0.0 2.9 3.2 0.0 0.3 3.0 0.0 12.8 0.3 7.2 8.9 Prop In Lane 1.00 0.92 1.00 0.69 1.00 0.04 1.00 1.00 Lane Grp Cap(c),veh/h 518 0 434 422 0 455 486 0 800 330 668 538 V/C Ratio(X) 0.35 0.00 0.27 0.02 0.00 0.03 0.37 0.00 0.72 0.06 0.52 0.62 Avail Cap(c_a),veh/h 792 0 749 674 0 785 1062 0 1461 443 860 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 14.7 0.0 13.6 14.8 0.0 12.6 8.6 0.0 11.2 8.9 12.4 13.0 Incr Delay(d2),s/veh 0.3 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.9 0.1 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Iril.5 0.0 0.9 0.1 0.0 0.1 0.8 0.0 3.8 0.1 2.4 2.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 15.0 0.0 13.8 14.8 0.0 12.7 9.0 0.0 12.1 9.0 12.9 13.8 LnGrp LOS B A BB A B A A B A BB Approach Vol,veh/h 299 20 757 700 Approach Delay,s/veh 14.6 13.4 11.4 13.2 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 ' Phs Duration(G+Y+Rc),s4.9 26.1 17.9 9.0 22.0 17.9 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 39.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,3; 14.8 7.8 5.0 10.9 5.2 Green Ext Time(p_c),s 0.0 6.5 1.2 0.5 4.3 0.0 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 Without Project Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/15/2022 Intersection Int Delay,sNeh 3.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 73 22 521 41 12 450 Future Vol,veh/h 73 22 521 41 12 450 Conflicting Peds,#/hr 2 2 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 2 2 5 5 8 2 Mvmt Flow 90 27 643 51 15 556 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1231 645 0 0 694 0 Stage 1 643 - - - - - Stage 2 588 - - - - - Critical Hdwy 6.42 6.22 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.272 - Pot Cap-1 Maneuver 196 472 - - 874 - Stage 1 523 - - - - - Stage 2 555 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 191 471 - - 874 - Mov Cap-2 Maneuver 191 - - - - - Stage 1 523 - - - - - Stage 2 540 - - - - - Approach WB NB SB HCM Control Delay,s 38.3 0 0.2 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 221 874 - HCM Lane V/C Ratio - - 0.531 0.017 - HCM Control Delay(s) - - 38.3 9.2 0 HCM Lane LOS - - E A A HCM 95th%tile Q(veh) - - 2.8 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 Without Project Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/15/2022 Intersection Int Delay,sNeh 1.2 Movement EBL EBR NBL NBT Lane Configurations iv 4 4 Traffic Vol,veh/h 10 45 39 506 414 7 Future Vol,veh/h 10 45 39 506 414 7 Conflicting Peds,#/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 13 4 2 2 Mvmt Flow 12 54 47 610 499 8 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1210 506 514 0 - 0 Stage 1 506 - - - - - Stage 2 704 - - - - - Critical Hdwy 6.42 6.22 4.23 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.317 - - - Pot Cap-1 Maneuver 202 566 998 - - - Stage 1 606 - - - - - Stage 2 490 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 185 562 991 - - - Mov Cap-2 Maneuver 185 - - - - - Stage 1 559 - - - - - Stage 2 487 - - - - - Approach EB NB SB HCM Control Delay,s 15.5 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 991 - 410 - - HCM Lane V/C Ratio 0.047 - 0.162 - - HCM Control Delay(s) 8.8 0 15.5 - - HCM Lane LOS A A C - - HCM 95th%tile Q(veh) 0.1 - 0.6 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 Without Project Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/15/2022 1I Movement EBL EBT EBR WBL WBT T NBR SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 262 0 57 0 1 0 60 483 1 1 359 283 Future Volume(veh/h) 262 0 57 0 1 0 60 483 1 1 359 283 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1870 1870 1870 1870 1870 1870 1826 1870 1870 1870 1841 Adj Flow Rate,veh/h 282 0 61 0 1 0 65 519 1 1 386 304 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 2 2 2 2 5 2 2 2 4 Cap,veh/h 354 0 315 0 3 0 94 996 2 3 480 378 Arrive On Green 0.20 0.00 0.20 0.00 0.00 0.00 0.05 0.55 0.55 0.00 0.49 0.49 Sat Flow,veh/h 1781 0 1585 0 1870 0 1781 1822 4 1781 969 763 Grp Volume(v),veh/h 282 0 61 0 1 0 65 0 520 1 0 690 Grp Sat Flow(s),veh/h/In 1781 0 1585 0 1870 0 1781 0 1825 1781 0 1732 Q Serve(g_s),s 9.9 0.0 2.1 0.0 0.0 0.0 2.3 0.0 11.8 0.0 0.0 21.9 Cycle Q Clear(g_c),s 9.9 0.0 2.1 0.0 0.0 0.0 2.3 0.0 11.8 0.0 0.0 21.9 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.44 Lane Grp Cap(c),veh/h 354 0 315 0 3 0 94 0 998 3 0 857 V/C Ratio(X) 0.80 0.00 0.19 0.00 0.35 0.00 0.69 0.00 0.52 0.37 0.00 0.80 Avail Cap(c_a),veh/h 627 0 558 0 114 0 245 0 1047 245 0 1007 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 24.9 0.0 21.8 0.0 32.6 0.0 30.4 0.0 9.4 32.6 0.0 13.9 Incr Delay(d2),s/veh 3.1 0.0 0.2 0.0 39.3 0.0 5.4 0.0 0.9 43.8 0.0 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.1 0.0 0.7 0.0 0.0 0.0 1.1 0.0 4.0 0.0 0.0 8.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 28.0 0.0 22.1 0.0 71.9 0.0 35.8 0.0 10.3 76.4 0.0 18.8 LnGrp LOS C A C A E A D A B E A B Approach Vol,veh/h 343 1 585 691 Approach Delay,s/veh 27.0 71.9 13.2 18.9 Approach LOS C E B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 7.5 36.8 4.1 4.1 40.2 17.0 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 4.3 23.9 2.0 2.0 13.8 11.9 Green Ext Time(p_c),s 0.0 8.5 0.0 0.0 10.0 1.1 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 Without Project Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/15/2022 Intersection Intersection Delay,sNeh14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 7 221 39 12 190 66 26 13 8 107 12 3 Future Vol,veh/h 7 221 39 12 190 66 26 13 8 107 12 3 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 2 2 3 2 3 3 4 2 2 2 8 2 Mvmt Flow 11 335 59 18 288 100 39 20 12 162 18 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB Orin NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.9 15.6 10.6 12.4 HCM LOS C C B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 55% 3% 4% 88% Vol Thru, % 28% 83% 71% 10% Vol Right, % 17% 15% 25% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 267 268 122 LT Vol 26 7 12 107 Through Vol 13 221 190 12 RT Vol ' 39 66 3 Lane Flow Rate 71 405 406 185 Geometry Grp M 1 1 1 1 Degree of Util(X) 0.129 0.595 0.591 0.325 Departure Headway(Hd) 6.521 5.291 5.237 6.328 Convergence,Y/N Yes Yes Yes Yes Cap 545 680 686 566 Service Time 4.609 3.345 3.292 4.398 HCM Lane V/C Ratio 0.13 0.596 0.592 0.327 HCM Control Delay 10.6 15.9 15.6 12.4 HCM Lane LOS BCC B HCM 95th-tile Q 0.4 3.9 3.9 1.4 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 Without Project Page 6 MOVEMENT SUMMARY V Site: 1 [2024 Without Project PM (Site Folder: Stafford Road/ Atherton Drive -- Rosemont Road)] Weekday PM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 4 50.0 4 50.0 0.705 15.7 LOS C 10.9 278.2 0.73 0.69 1.00 30.8 3 L2 12 2.0 13 2.0 0.705 14.2 LOS B 10.9 278.2 0.73 0.69 1.00 26.9 8 T1 299 2.0 336 2.0 0.705 14.2 LOS B 10.9 278.2 0.73 0.69 1.00 31.1 18 R2 376 2.0 422 2.0 0.705 14.2 LOS B 10.9 278.2 0.73 0.69 1.00 30.2 Approach 691 2.3 776 2.3 0.705 14.2 LOS B 10.9 278.2 0.73 0.69 1.00 30.5 East: Rosemont Road 1 L2 202 3.0 227 3.0 0.372 8.1 LOS A 1.9 48.9 0.58 0.50 0.58 32.3 6 T1 2 2.0 2 2.0 0.372 8.0 LOS A 1.9 48.9 0.58 0.50 0.58 25.7 16 R2 102 2.0 115 2.0 0.372 8.0 LOS A 1.9 48.9 0.58 0.50 0.58 31.2 Approach 306 2.7 344 2.7 0.372 8.0 LOS A 1.9 48.9 0.58 0.50 0.58 31.9 North: Stafford Road 7u U 1 2.0 1 2.0 0.607 11.7 LOS B 6.3 160.1 0.67 0.63 0.86 32.7 7 L2 152 2.0 171 2.0 0.607 11.7 LOS B 6.3 160.1 0.67 0.63 0.86 31.9 4 T1 405 2.0 455 2.0 0.607 11.7 LOS B 6.3 160.1 0.67 0.63 0.86 31.7 14 R2 4 2.0 4 2.0 0.607 11.7 LOS B 6.3 160.1 0.67 0.63 0.86 25.8 Approach 562 2.0 631 2.0 0.607 11.7 LOS B 6.3 160.1 0.67 0.63 0.86 31.7 West:Atherton Drive 5 L2 2 2.0 2 2.0 0.071 7.4 LOS A 0.3 6.7 0.64 0.63 0.64 28.3 2 T1 19 2.0 21 2.0 0.071 7.4 LOS A 0.3 6.7 0.64 0.63 0.64 28.1 12 R2 14 2.0 16 2.0 0.071 7.4 LOS A 0.3 6.7 0.64 0.63 0.64 27.4 Approach 35 2.0 39 2.0 0.071 7.4 LOS A 0.3 6.7 0.64 0.63 0.64 27.8 All Vehicles 1594 2.2 1791 2.2 0.705 12.0 LOS B 10.9 278.2 0.68 0.63 0.86 31.1 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:18 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement EBR WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 99 30 126 22 20 39 64 301 IM 58 412 69 Future Volume(veh/h) 99 30 126 22 20 39 64 301 18 58 412 69 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 10 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.96 0.94 0.99 0.96 0.98 0.96 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 103 31 131 23 21 41 67 314 19 60 429 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 501 88 370 417 160 312 413 641 39 487 681 557 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.37 0.37 0.05 0.36 0.36 Sat Flow,veh/h 1254 298 1258 1177 544 1061 1781 1741 105 1781 1870 1528 Grp Volume(v),veh/h 103 0 162 23 0 62 67 0 333 60 429 72 Grp Sat Flow(s),veh/h/1n1254 0 1556 1177 0 1605 1781 0 1847 1781 1870 1528 Q Serve(g_s),s 2.8 0.0 3.5 0.7 0.0 1.2 1.0 0.0 6.0 0.9 8.2 1.4 Cycle Q Clear(g_c),s 4.0 0.0 3.5 0.0 1.2 1.0 0.0 6.0 0.9 8.2 1.4 Prop In Lane 1.00 0.81 1.00 0.66 1.00 0.06 1.00 1.00 Lane Grp Cap(c),veh/h 501 0 458 0 473 413 0 679 487 681 557 V/C Ratio(X) 0.21 0.00 0.35 0.06 0.00 0.13 0.16 0.00 0.49 0.12 0.63 0.13 Avail Cap(c_a),veh/h 831 0 867 726 0 894 1191 0 2122 568 1411 1153 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.6 0.0 12.0 13.6 0.0 11.2 8.5 0.0 10.5 8.1 11.3 9.1 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.0 0.0 0.1 0.1 0.0 0.4 0.1 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.7 0.0 1.1 0.2 0.0 0.4 0.3 0.0 1.8 0.2 2.5 0.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.8 0.0 12.3 13.7 0.0 11.2 8.6 0.0 10.9 8.1 12.0 9.2 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 265 85 400 561 Approach Delay,s/veh 12.5 11.9 10.5 11.2 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s6.0 20.3 16.7 6.2 20.2 16.7 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 49.5 24.0 21.0 32.5 24.0 Max Q Clear Time(g_c+I14,9; 8.0 6.0 3.0 10.2 6.2 Green Ext Time(p_c),s 0.0 3.7 1.1 0.1 4.8 0.3 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 Without Project Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 53 13 401 46 22 492 Future Vol,veh/h 53 13 401 46 22 492 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 4 2 2 2 5 2 Mvmt Flow 54 13 409 47 22 502 Major/Minor Minorl Majorl Major2 Conflicting Flow All 955 409 0 0 456 0 Stage 1 409 - - - - - Stage 2 546 - - - - - Critical Hdwy 6.44 6.22 - - 4.15 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.318 - - 2.245 - Pot Cap-1 Maneuver 284 642 - - 1089 - Stage 1 666 - - - - - Stage 2 576 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 276 642 - - 1089 - Mov Cap-2 Maneuver 276 - - - - - Stage 1 666 - - - - - Stage 2 560 - - - - - Approach WB NB SB HCM Control Delay,s 19.7 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 311 1089 - HCM Lane V/C Ratio - - 0.217 0.021 - HCM Control Delay(s) - - 19.L 8.4 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.8 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 Without Project Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 8 33 30 388 476 17 Future Vol,veh/h 8 33 30 388 476 17 Conflicting Peds,#/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 6 2 2 2 2 Mvmt Flow 8 34 31 396 486 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 950 492 509 0 - 0 Stage 1 492 - - - - - Stage 2 458 - - - - - Critical Hdwy 6.42 6.26 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 2.218 - - - Pot Cap-1 Maneuver 289 569 1056 - - - Stage 1 615 - - - - - Stage 2 637 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 275 566 1050 - - - Mov Cap-2 Maneuver 275 - - - - - Stage 1 588 - - - - - Stage 2 633 - - - - - Approach EB NB SB HCM Control Delay,s 13.4 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1050 - 469 - - HCM Lane V/C Ratio 0.029 - 0.089 - - HCM Control Delay(s) 8.5 0 13.4 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 Without Project Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT T NBR SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 265 0 55 6 3 10 43 362 5 8 454 200 Future Volume(veh/h) 265 0 55 6 3 10 43 362 5 8 454 200 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1811 1870 1411 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 273 0 57 6 3 10 44 373 5 8 468 206 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 6 2 33 2 2 2 2 2 2 2 Cap,veh/h 350 0 300 7 4 12 75 956 13 18 595 262 Arrive On Green 0.20 0.00 0.20 0.02 0.02 0.02 0.04 0.52 0.52 0.01 0.49 0.49 Sat Flow,veh/h 1781 0 1527 398 199 663 1781 1840 25 1781 1220 537 Grp Volume(v),veh/h 273 0 57 19 0 0 44 0 378 8 0 674 Grp Sat Flow(s),veh/h/In 1781 0 1527 1259 0 0 1781 0 1865 1781 0 1757 Q Serve(g_s),s 9.4 0.0 2.0 1.0 0.0 0.0 1.6 0.0 7.9 0.3 0.0 20.6 Cycle Q Clear(g_c),s 9.4 0.0 2.0 1.0 0.0 0.0 1.6 0.0 7.9 0.3 0.0 20.6 Prop In Lane 1.00 1.00 0.32 0.53 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 350 0 300 23 0 Ntirg 0 969 18 0 856 V/C Ratio(X) 0.78 0.00 0.19 0.84 0.00 0.00 0.58 0.00 0.39 0.43 0.00 0.79 Avail Cap(c_a),veh/h 636 0 545 78 0 0 249 0 1086 249 0 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 24.6 0.0 21.6 31.5 0.0 0.0 30.3 0.0 9.3 31.7 0.0 13.7 Incr Delay(d2),s/veh 2.9 0.0 0.2 37.1 0.0 0.0 4.3 0.0 0.6 9.5 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.9 0.0 0.7 0.5 0.0 0.0 0.7 0.0 2.8 0.2 0.0 7.9 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 27.4 0.0 21.8 68.7 0.0 0.0 34.6 0.0 9.9 41.2 0.0 17.9 LnGrp LOS C A C E A A C A A D A B Approach Vol,veh/h 330 19 422 682 Approach Delay,s/veh 26.5 68.7 12.5 18.2 Approach LOS C E B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 35.9 5.2 4.7 38.0 16.6 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 3.6 22.6 3.0 2.3 9.9 11.4 Green Ext Time(p_c),s 0.0 8.8 0.0 0.0 7.5 1.1 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 Without Project Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 3 208 19 7 126 31 12 5 5 29 9 4 Future Vol,veh/h 3 208 19 7 126 31 12 5 5 29 9 4 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, % 2 2 11 2 2 3 2 20 2 4 2 2 Mvmt Flow 3 229 21 8 138 34 13 5 5 32 10 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.1 8.4 8.1 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 55% 1% 4% 69% Vol Thru, % 23% 90% 77% 21% Vol Right, % 23% 8% 19% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 22 230 164 42 LT Vol 12 3 7 29 Through Vol 5 208 126 9 RT Vol 5 19 IN 31 4 Lane Flow Rate 24 253 180 46 Geometry Grp 1 1 1 1 Degree of Util(X) 0.033 0.298 0.213 0.064 Departure Headway(Hd) 4.91 4.249 4.264 5.019 Convergence,Y/N Yes Yes Yes Yes Cap 730 849 843 714 Service Time 2.936 2.262 2.279 3.045 HCM Lane V/C Ratio 0.033 0.298 0.214 0.064 HCM Control Delay 8.1 9.1 8.4 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 1.3 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 Without Project Page 6 MOVEMENT SUMMARY V Site: 1 [2024 Without Project SAT (Site Folder: Stafford Road / Atherton Drive -- Rosemont Road)] Saturday Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 31 2.0 32 2.0 0.457 7.6 LOS A 3.1 79.8 0.35 0.18 0.35 35.1 3 L2 28 2.0 29 2.0 0.457 7.6 LOS A 3.1 79.8 0.35 0.18 0.35 29.0 8 T1 311 2.0 324 2.0 0.457 7.6 LOS A 3.1 79.8 0.35 0.18 0.35 33.9 18 R2 172 2.0 179 2.0 0.457 7.6 LOS A 3.1 79.8 0.35 0.18 0.35 32.9 Approach 542 2.0 565 2.0 0.457 7.6 LOS A 3.1 79.8 0.35 0.18 0.35 33.4 East: Rosemont Road 1 L2 190 2.0 198 2.0 0.350 7.9 LOS A 1.8 44.5 0.59 0.52 0.59 32.5 6 T1 2 2.0 2 2.0 0.350 7.9 LOS A 1.8 44.5 0.59 0.52 0.59 25.8 16 R2 110 2.0 115 2.0 0.350 7.9 LOS A 1.8 44.5 0.59 0.52 0.59 31.4 Approach 302 2.0 315 2.0 0.350 7.9 LOS A 1.8 44.5 0.59 0.52 0.59 32.0 North: Stafford Road 7 L2 72 2.0 75 2.0 0.474 9.0 LOS A 2.9 73.7 0.58 0.46 0.58 33.5 4 T1 397 2.0 414 2.0 0.474 9.0 LOS A 2.9 73.7 0.58 0.46 0.58 33.3 14 R2 0 2.0 0 2.0 0.474 9.0 LOS A 2.9 73.7 0.58 0.46 0.58 26.9 Approach 469 2.0 489 2.0 0.474 9.0 LOS A 2.9 73.7 0.58 0.46 0.58 33.3 West:Atherton Drive 5 L2 6 2.0 6 2.0 0.044 6.1 LOS A 0.2 4.2 0.59 0.53 0.59 28.4 2 T1 6 2.0 6 2.0 0.044 6.1 LOS A 0.2 4.2 0.59 0.53 0.59 28.2 12 R2 15 2.0 16 2.0 0.044 6.1 LOS A 0.2 4.2 0.59 0.53 0.59 27.5 Approach 27 2.0 28 2.0 0.044 6.1 LOS A 0.2 4.2 0.59 0.53 0.59 27.9 All Vehicles 1340 2.0 1396 2.0 0.474 8.1 LOS A 3.1 79.8 0.49 0.36 0.49 32.9 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:34 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement T EBR WBL WBT WBR NBL NBT ;BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 67 15 92 54 19 48 86 313 53 38 339 74 Future Volume(veh/h) 67 15 92 54 19 48 86 313 53 38 339 74 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.92 0.96 0.92 0.99 0.95 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 76 17 105 61 22 55 98 356 60 43 385 84 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 491 61 376 449 129 323 448 576 97 417 645 517 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.07 0.37 0.37 0.04 0.35 0.35 Sat Flow,veh/h 1257 210 1295 1213 445 1112 1781 1546 261 1781 1870 1499 Grp Volume(v),veh/h 76 0 122 61 0 77 98 0 416 43 385 84 Grp Sat Flow(s),veh/h/1n1257 0 1505 1213 0 1556 1781 0 1807 1781 1870 1499 Q Serve(g_s),s 2.0 0.0 2.6 1.7 0.0 1.5 1.4 0.0 7.8 0.6 7.1 1.6 Cycle Q Clear(g_c),s 3.5 0.0 2.6 4.3 0.0 1.5 1.4 0.0 7.8 0.6 7.1 1.6 Prop In Lane 1.00 0.86 1.00 0.71 1.00 0.14 1.00 1.00 Lane Grp Cap(c),veh/h 491 0 437 449 0 452 448 0 673 417 645 517 V/C Ratio(X) 0.15 0.00 0.28 0.14 0.00 0.17 0.22 0.00 0.62 0.10 0.60 0.16 Avail Cap(c_a),veh/h 849 0 865 794 0 895 1229 0 1667 563 1008 808 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.4 0.0 11.4 13.1 0.0 11.1 8.4 0.0 10.7 8.2 11.3 9.5 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.1 0.0 0.1 0.2 0.0 0.7 0.1 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.5 0.0 0.8 0.4 0.0 0.5 0.4 0.0 2.2 0.2 2.2 0.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.5 0.0 11.7 13.2 0.0 11.2 8.5 0.0 11.4 8.3 11.9 9.6 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 198 138 514 512 Approach Delay,s/veh 12.0 12.1 10.8 11.2 Approach LOS B B B B Timer-Assigned Phs 1 2q 4 5 6 8 Phs Duration(G+Y+Rc),s5.6 20.0 16.1 6.7 18.9 16.1 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gma4.d 38.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,Es 9.8 5.5 3.4 9.1 6.3 Green Ext Time(p_c),s 0.0 4.5 0.8 0.2 3.4 0.5 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 0.8 Movement 01111BR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 27 11 423 23 13 415 Future Vol,veh/h 27 11 423 23 13 415 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 9 5 4 8 3 Mvmt Flow 29 12 455 25 14 446 Major/Minor Minorl Majorl Major2 Conflicting Flow All 929 455 0 0 480 0 Stage 1 455 - - - - - Stage 2 474 - - - - - Critical Hdwy 6.42 6.29 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.381 - - 2.272 - Pot Cap-1 Maneuver 297 591 - - 1052 - Stage 1 639 - - - - - Stage 2 626 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 292 591 - - 1052 - Mov Cap-2 Maneuver 292 - - - - - Stage 1 639 - - - - - Stage 2 615 - - - - - Approach WB NB SB HCM Control Delay,s 16.9 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 342 1052 - HCM Lane V/C Ratio - - 0.119 0.013 - HCM Control Delay(s) - - 16.9 8.5 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.4 0 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 29 17 408 408 13 Future Vol,veh/h 10 29 17 408 408 13 Conflicting Peds,#/hr 0 0 13 0 0 13 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 4 6 2 2 2 Mvmt Flow 11 31 18 434 434 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 917 447 461 0 - 0 Stage 1 447 - - - - - Stage 2 470 - - - - - Critical Hdwy 6.42 6.24 4.16 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 2.254 - - - Pot Cap-1 Maneuver 302 607 1079 - - - Stage 1 644 - - - - - Stage 2 629 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 288 599 1066 - - - Mov Cap-2 Maneuver 288 - - - - - Stage 1 622 - - - - - Stage 2 621 - - - - - Approach EB NB SB HCM Control Delay,s 13.4 0.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1066 - 469 - - HCM Lane V/C Ratio 0.017 - 0.088 - - HCM Control Delay(s) 8.4 3.4 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT WBR iT NBR SBL SB1 Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 183 2 49 3 1 7 38 385 4 4 390 174 Future Volume(veh/h) 183 2 49 3 1 7 38 385 4 4 390 174 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 195 2 52 3 1 7 40 410 4 4 415 185 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 3 2 2 2 2 2 Cap,veh/h 298 3 257 5 2 12 75 902 9 10 547 244 Arrive On Green 0.17 0.17 0.17 0.01 0.01 0.01 0.04 0.49 0.49 0.01 0.45 0.45 Sat Flow,veh/h 1764 18 1519 441 147 1028 1767 1849 18 1781 1214 541 Grp Volume(v),veh/h 197 0 52 11 0 0 40 0 414 4 0 600 Grp Sat Flow(s),veh/h/In 1782 0 1519 1615 0 0 1767 0 1867 1781 0 1755 Q Serve(g_s),s 5.2 0.0 1.5 0.3 0.0 0.0 1.1 0.0 7.4 0.1 0.0 14.4 Cycle Q Clear(g_c),s 5.2 0.0 1.5 0.3 0.0 0.0 1.1 0.0 7.4 0.1 0.0 14.4 Prop In Lane 0.99 1.00 0.27 0.64 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 301 0 257 18 0 Ntirg 0 911 10 0 791 V/C Ratio(X) 0.65 0.00 0.20 0.60 0.00 0.00 0.53 0.00 0.45 0.42 0.00 0.76 Avail Cap(c_a),veh/h 811 0 691 128 0 0 315 0 1015 317 0 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 19.6 0.0 18.1 24.9 0.0 0.0 23.7 0.0 8.5 25.1 0.0 11.6 Incr Delay(d2),s/veh 1.8 0.0 0.3 17.8 0.0 0.0 3.5 0.0 0.8 16.5 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 0.0 0.5 0.2 0.0 0.0 0.5 0.0 2.4 0.1 0.0 5.2 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 21.4 0.0 18.4 42.7 0.0 0.0 27.3 0.0 9.3 41.6 0.0 15.2 LnGrp LOS C A BD A A C A A D A B Approach Vol,veh/h 249 11 454 604 Approach Delay,s/veh 20.8 42.7 10.9 15.4 Approach LOS C D B B Timer-Assigned Phs 1 2 4 5 IIII. 1 8 Phs Duration(G+Y+Rc),s 6.1 27.3 4.6 4.3 29.2 12.5 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *28 4.0 9.0 27.5 23.0 Max Q Clear Time(g_c+I1),s 3.1 16.4 2.3 2.1 9.4 7.2 Green Ext Time(p_c),s 0.0 6.3 0.0 0.0 6.6 0.9 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 5 134 19 11 98 23 15 6 5 29 5 2 Future Vol,veh/h 5 134 19 11 98 23 15 6 5 29 5 2 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 184 26 15 134 32 21 8 7 40 7 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.8 8.5 8.1 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 58% 3% 8% 81% Vol Thru, % 23% 85% 74% 14% Vol Right, % 19% 12% 17% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 26 158 132 36 LT Vol 15 5 11 29 Through Vol 6 134 98 5 RT Vol 5 19 23 2 Lane Flow Rate 36 216 181 49 Geometry Grp 1 1 1 1 Degree of Util(X) 0.048 0.257 0.215 0.068 Departure Headway(Hd) 4.868 4.268 4.282 4.976 Convergence,Y/N Yes Yes Yes Yes Cap 736 844 841 720 Service Time 2.895 2.284 2.299 3.003 HCM Lane V/C Ratio 0.049 0.256 0.215 0.068 HCM Control Delay 8.1 8.8 8.5 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 1 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 6 MOVEMENT SUMMARY V Site: 1 [2024 With Rassekh Park AM (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Weekday AM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 5 60.0 6 60.0 0.537 10.6 LOS B 4.0 105.0 0.35 0.17 0.35 32.9 3 L2 17 2.0 20 2.0 0.537 8.9 LOS A 4.0 105.0 0.35 0.17 0.35 28.7 8 T1 419 5.0 487 5.0 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 33.5 18 R2 122 4.0 142 4.0 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 32.5 Approach 563 5.2 655 5.2 0.537 9.0 LOS A 4.0 105.0 0.35 0.17 0.35 33.1 East: Rosemont Road 1 L2 263 3.0 306 3.0 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 29.2 6 T1 5 20.0 6 20.0 0.640 16.7 LOS C 6.1 156.2 0.81 1.02 1.40 23.7 16 R2 151 3.0 176 3.0 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 28.3 Approach 419 3.2 487 3.2 0.640 15.9 LOS C 6.1 156.2 0.81 1.02 1.40 28.8 North: Stafford Road 7u U 1 2.0 1 2.0 0.415 8.6 LOS A 2.3 57.3 0.59 0.52 0.59 34.7 7 L2 43 2.0 50 2.0 0.415 8.6 LOS A 2.3 57.3 0.59 0.52 0.59 33.7 4 T1 288 2.0 335 2.0 0.415 8.6 LOS A 2.3 57.3 0.59 0.52 0.59 33.6 14 R2 5 2.0 6 2.0 0.415 8.6 LOS A 2.3 57.3 0.59 0.52 0.59 27.0 Approach 337 2.0 392 2.0 0.415 8.6 LOS A 2.3 57.3 0.59 0.52 0.59 33.5 West:Atherton Drive 5 L2 7 14.0 8 14.0 0.080 7.1 LOS A 0.3 7.7 0.60 0.56 0.60 28.1 2 T1 9 2.0 10 2.0 0.080 6.4 LOS A 0.3 7.7 0.60 0.56 0.60 28.2 12 R2 28 2.0 33 2.0 0.080 6.4 LOS A 0.3 7.7 0.60 0.56 0.60 27.5 Approach 44 3.9 51 3.9 0.080 6.5 LOS A 0.3 7.7 0.60 0.56 0.60 27.7 All Vehicles 1363 3.7 1585 3.7 0.640 10.9 LOS B 6.1 156.2 0.56 0.53 0.74 31.5 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:52:06 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement IMEBT EBR WBL WB„11BL NBT Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 134 7 81 5 3 7 133 410 17 14 259 246 Future Volume(veh/h) 134 7 81 5 3 7 133 410 17 14 259 246 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.95 0.96 0.95 0.99 0.98 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1856 1870 1870 1870 1856 1826 1870 1870 1870 1870 Adj Flow Rate,veh/h 181 9 109 7 4 9 180 554 23 19 350 332 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 3 2 2 2 3 5 2 2 2 2 Cap,veh/h 518 33 401 422 140 315 485 768 32 330 668 538 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.10 0.44 0.44 0.02 0.36 0.36 Sat Flow,veh/h 1332 116 1411 1225 493 1108 1767 1739 72 1781 1870 1506 Grp Volume(v),veh/h 181 0 118 7 0 13 180 0 577 19 350 332 Grp Sat Flow(s),veh/h/1n1332 0 1527 1225 0 1601 1767 0 1811 1781 1870 1506 Q Serve(g_s),s 5.6 0.0 2.9 0.2 0.0 0.3 3.0 0.0 12.8 0.3 7.2 8.9 Cycle Q Clear(g_c),s 5.8 0.0 2.9 3.2 0.0 0.3 3.0 0.0 12.8 0.3 7.2 8.9 Prop In Lane 1.00 0.92 1.00 0.69 1.00 0.04 1.00 1.00 Lane Grp Cap(c),veh/h 518 0 434 422 0 455 485 0 800 330 668 538 V/C Ratio(X) 0.35 0.00 0.27 0.02 0.00 0.03 0.37 0.00 0.72 0.06 0.52 0.62 Avail Cap(c_a),veh/h 792 0 749 674 0 785 1061 0 1461 443 860 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 14.7 0.0 13.6 14.8 0.0 12.6 8.6 0.0 11.2 8.9 12.4 13.0 Incr Delay(d2),s/veh 0.3 0.0 0.2 0.0 0.0 0.0 0.4 0.0 0.9 0.1 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Iril.5 0.0 0.9 0.1 0.0 0.1 0.8 0.0 3.8 0.1 2.4 2.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 15.0 0.0 13.8 14.8 0.0 12.7 9.0 0.0 12.1 9.0 12.9 13.8 LnGrp LOS B A BB A B A A B A BB Approach Vol,veh/h 299 20 757 701 Approach Delay,s/veh 14.6 13.4 11.4 13.2 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s4.9 26.1 17.9 9.0 22.0 17.9 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 39.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,3; 14.8 7.8 5.0 10.9 5.2 Green Ext Time(p_c),s 0.0 6.5 1.2 0.5 4.3 0.0 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 3.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 73 22 521 41 12 451 Future Vol,veh/h 73 22 521 41 12 451 Conflicting Peds,#/hr 2 2 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 2 2 5 5 8 2 Mvmt Flow 90 27 643 51 15 557 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1232 645 0 0 694 0 Stage 1 643 - - - - - Stage 2 589 - - - - - Critical Hdwy 6.42 6.22 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.272 - Pot Cap-1 Maneuver 196 472 - - 874 - Stage 1 523 - - - - - Stage 2 554 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 191 471 - - 874 - Mov Cap-2 Maneuver 191 - - - - - Stage 1 523 - - - - - Stage 2 539 - - - - - Approach WB NB SB HCM Control Delay,s 38.3 0 0.2 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 221 874 - HCM Lane V/C Ratio - - 0.531 0.017 - HCM Control Delay(s) - - 38.3 9.2 0 HCM Lane LOS - - E A A HCM 95th%tile Q(veh) - - 2.8 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 45 39 506 415 7 Future Vol,veh/h 10 45 39 506 415 7 Conflicting Peds,#/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 13 4 2 2 Mvmt Flow 12 54 47 610 500 8 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1211 507 515 0 - 0 Stage 1 507 - - - - - Stage 2 704 - - - - - Critical Hdwy 6.42 6.22 4.23 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.317 - - - Pot Cap-1 Maneuver 201 566 997 - - - Stage 1 605 - - - - - Stage 2 490 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 184 562 990 - - - Mov Cap-2 Maneuver 184 - - - - - Stage 1 558 - - - - - Stage 2 487 - - - - - Approach EB NB SB HCM Control Delay,s 15.5 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 990 - 409 - - HCM Lane V/C Ratio 0.047 - 0.162 - - HCM Control Delay(s) 8.8 0 15.5 - - HCM Lane LOS A A C - - HCM 95th%tile Q(veh) 0.1 - 0.6 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT T NBR SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 262 0 57 0 1 0 60 483 1 1 360 283 Future Volume(veh/h) 262 0 57 0 1 0 60 483 1 1 360 283 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1870 1870 1870 1870 1870 1870 1826 1870 1870 1870 1841 Adj Flow Rate,veh/h 282 0 61 0 1 0 65 519 1 1 387 304 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 2 2 2 2 5 2 2 2 4 Cap,veh/h 354 0 315 0 3 0 94 996 2 3 480 377 Arrive On Green 0.20 0.00 0.20 0.00 0.00 0.00 0.05 0.55 0.55 0.00 0.50 0.50 Sat Flow,veh/h 1781 0 1585 0 1870 0 1781 1822 4 1781 970 762 Grp Volume(v),veh/h 282 0 61 0 1 0 65 0 520 1 0 691 Grp Sat Flow(s),veh/h/In 1781 0 1585 0 1870 0 1781 0 1825 1781 0 1732 Q Serve(g_s),s 9.9 0.0 2.1 0.0 0.0 0.0 2.3 0.0 11.8 0.0 0.0 21.9 Cycle Q Clear(g_c),s 9.9 0.0 2.1 0.0 0.0 0.0 2.3 0.0 11.8 0.0 0.0 21.9 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.44 Lane Grp Cap(c),veh/h 354 0 315 0 3 0 94 0 998 3 0 858 V/C Ratio(X) 0.80 0.00 0.19 0.00 0.35 0.00 0.69 0.00 0.52 0.37 0.00 0.81 Avail Cap(c_a),veh/h 626 0 557 0 114 0 245 0 1046 245 0 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 25.0 0.0 21.9 0.0 32.6 0.0 30.4 0.0 9.4 32.6 0.0 13.9 Incr Delay(d2),s/veh 3.1 0.0 0.2 0.0 39.4 0.0 5.4 0.0 0.9 43.9 0.0 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.1 0.0 0.7 0.0 0.0 0.0 1.1 0.0 4.0 0.0 0.0 8.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 28.1 0.0 22.1 0.0 72.0 0.0 35.8 0.0 10.3 76.5 0.0 18.8 LnGrp LOS C A C A E A D A B E A B Approach Vol,veh/h 343 1 585 692 Approach Delay,s/veh 27.0 72.0 13.2 18.9 Approach LOS C E B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 7.5 36.9 4.1 4.1 40.3 17.0 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 4.3 23.9 2.0 2.0 13.8 11.9 Green Ext Time(p_c),s 0.0 8.5 0.0 0.0 10.0 1.1 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 7 221 39 12 190 66 26 13 8 107 12 3 Future Vol,veh/h 7 221 39 12 190 66 26 13 8 107 12 3 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 2 2 3 2 3 3 4 2 2 2 8 2 Mvmt Flow 11 335 59 18 288 100 39 20 12 162 18 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB Orin NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.9 15.6 10.6 12.4 HCM LOS C C B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 55% 3% 4% 88% Vol Thru, % 28% 83% 71% 10% Vol Right, % 17% 15% 25% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 267 268 122 LT Vol 26 7 12 107 Through Vol 13 221 190 12 RT Vol ' 39 66 3 Lane Flow Rate 71 405 406 185 Geometry Grp M 1 1 1 1 Degree of Util(X) 0.129 0.595 0.591 0.325 Departure Headway(Hd) 6.521 5.291 5.237 6.328 Convergence,Y/N Yes Yes Yes Yes Cap 545 680 686 566 Service Time 4.609 3.345 3.292 4.398 HCM Lane V/C Ratio 0.13 0.596 0.592 0.327 HCM Control Delay 10.6 15.9 15.6 12.4 HCM Lane LOS BCC B HCM 95th-tile Q 0.4 3.9 3.9 1.4 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 6 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 03/10/2022 Intersection Int Delay,sNeh 0 Movement EBL EBT WBT Lane Configurations Traffic Vol,veh/h 0 44 26 1 1 0 0 Future Vol,veh/h 0 44 26 1 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 51 30 1 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 31 0 - 0 82 31 Stage 1 - - - - 31 - Stage 2 - - - - 51 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1582 - - - 920 1043 Stage 1 - - - - 992 - Stage 2 - - - - 971 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1582 - - - 920 1043 Mov Cap-2 Maneuver - - - - 920 - Stage 1 - - - - 992 - Stage 2 - - - - 971 - Approach EB WB SB HCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1582 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay(s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th%tile Q(veh) 0 - - - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 9 MOVEMENT SUMMARY V Site: 1 [2024 With Rassekh Park PM (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Weekday PM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 4 50.0 4 50.0 0.711 16.0 LOS C 11.5 291.6 0.74 0.72 1.05 30.7 3 L2 15 2.0 17 2.0 0.711 14.4 LOS B 11.5 291.6 0.74 0.72 1.05 26.8 8 T1 299 2.0 336 2.0 0.711 14.4 LOS B 11.5 291.6 0.74 0.72 1.05 31.0 18 R2 376 2.0 422 2.0 0.711 14.4 LOS B 11.5 291.6 0.74 0.72 1.05 30.1 Approach 694 2.3 780 2.3 0.711 14.5 LOS B 11.5 291.6 0.74 0.72 1.05 30.4 East: Rosemont Road 1 L2 202 3.0 227 3.0 0.376 8.2 LOS A 1.9 49.5 0.58 0.51 0.58 32.3 6 T1 4 2.0 4 2.0 0.376 8.1 LOS A 1.9 49.5 0.58 0.51 0.58 25.7 16 R2 102 2.0 115 2.0 0.376 8.1 LOS A 1.9 49.5 0.58 0.51 0.58 31.2 Approach 308 2.7 346 2.7 0.376 8.1 LOS A 1.9 49.5 0.58 0.51 0.58 31.8 North: Stafford Road 7u U 1 2.0 1 2.0 0.614 11.9 LOS B 6.6 168.4 0.68 0.66 0.90 32.6 7 L2 152 2.0 171 2.0 0.614 11.9 LOS B 6.6 168.4 0.68 0.66 0.90 31.8 4 T1 405 2.0 455 2.0 0.614 11.9 LOS B 6.6 168.4 0.68 0.66 0.90 31.6 14 R2 7 2.0 8 2.0 0.614 11.9 LOS B 6.6 168.4 0.68 0.66 0.90 25.8 Approach 565 2.0 635 2.0 0.614 11.9 LOS B 6.6 168.4 0.68 0.66 0.90 31.6 West:Atherton Drive 5 L2 4 2.0 4 2.0 0.082 7.5 LOS A 0.3 7.7 0.64 0.64 0.64 28.2 2 T1 20 2.0 22 2.0 0.082 7.5 LOS A 0.3 7.7 0.64 0.64 0.64 28.0 12 R2 16 2.0 18 2.0 0.082 7.5 LOS A 0.3 7.7 0.64 0.64 0.64 27.3 Approach 40 2.0 45 2.0 0.082 7.5 LOS A 0.3 7.7 0.64 0.64 0.64 27.7 All Vehicles 1607 2.2 1806 2.2 0.711 12.2 LOS B 11.5 291.6 0.69 0.66 0.90 31.0 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:22 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement EBR WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 99 30 126 22 20 39 64 303 IM 58 415 69 Future Volume(veh/h) 99 30 126 22 20 39 64 303 18 58 415 69 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 10 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.96 0.94 0.99 0.96 0.98 0.96 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 103 31 131 23 21 41 67 316 19 60 432 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 500 88 370 416 160 312 412 643 39 487 683 559 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.37 0.37 0.05 0.37 0.37 Sat Flow,veh/h 1254 298 1258 1177 544 1061 1781 1742 105 1781 1870 1529 Grp Volume(v),veh/h 103 0 162 23 0 62 67 0 335 60 432 72 Grp Sat Flow(s),veh/h/1n1254 0 1556 1177 0 1605 1781 0 1847 1781 1870 1529 Q Serve(g_s),s 2.8 0.0 3.5 0.7 0.0 1.2 1.0 0.0 6.0 0.9 8.2 1.4 Cycle Q Clear(g_c),s 4.1 0.0 3.5 0.0 1.2 1.0 0.0 6.0 0.9 8.2 1.4 Prop In Lane 1.00 0.81 1.00 0.66 1.00 0.06 1.00 1.00 Lane Grp Cap(c),veh/h 500 0 458 1416 0 472 412 0 682 487 683 559 V/C Ratio(X) 0.21 0.00 0.35 0.06 0.00 0.13 0.16 0.00 0.49 0.12 0.63 0.13 Avail Cap(c_a),veh/h 828 0 864 724 0 892 1187 0 2116 567 1407 1150 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.7 0.0 12.0 13.7 0.0 11.2 8.5 0.0 10.5 8.1 11.3 9.1 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.0 0.0 0.1 0.1 0.0 0.4 0.1 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.7 0.0 1.1 0.2 0.0 0.4 0.3 0.0 1.8 0.2 2.5 0.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.8 0.0 12.4 13.7 0.0 11.3 8.6 0.0 10.9 8.1 12.0 9.2 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 265 85 402 564 Approach Delay,s/veh 12.5 11.9 10.5 11.3 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s6.1 20.4 16.7 6.2 20.3 16.7 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 49.5 24.0 21.0 32.5 24.0 Max Q Clear Time(g_c+I14,9; 8.0 6.1 3.0 10.2 6.2 Green Ext Time(p_c),s 0.0 3.7 1.1 0.1 4.8 0.3 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 54 13 403 46 22 494 Future Vol,veh/h 54 13 403 46 22 494 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 4 2 2 2 5 2 Mvmt Flow 55 13 411 47 22 504 Major/Minor Minorl Majorl Major2 Conflicting Flow All 959 411 0 0 458 0 Stage 1 411 - - - - - Stage 2 548 - - - - - Critical Hdwy 6.44 6.22 - - 4.15 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.318 - - 2.245 - Pot Cap-1 Maneuver 283 641 - - 1087 - Stage 1 665 - - - - - Stage 2 575 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 275 641 - - 1087 - Mov Cap-2 Maneuver 275 - - - - - Stage 1 665 - - - - - Stage 2 559 - - - - - Approach WB NB SB HCM Control Delay,s 19.9 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 309 1087 - HCM Lane V/C Ratio - - 0.221 0.021 - HCM Control Delay(s) - - 19..1 8.4 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.8 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 8 34 30 390 477 17 Future Vol,veh/h 8 34 30 390 477 17 Conflicting Peds,#/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 6 2 2 2 2 Mvmt Flow 8 35 31 398 487 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 953 493 510 0 - 0 Stage 1 493 - - - - - Stage 2 460 - - - - - Critical Hdwy 6.42 6.26 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 2.218 - - - Pot Cap-1 Maneuver 287 568 1055 - - - Stage 1 614 - - - - - Stage 2 636 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 273 565 1049 - - - Mov Cap-2 Maneuver 273 - - - - - Stage 1 587 - - - - - Stage 2 632 - - - - - Approach EB NB SB HCM Control Delay,s 13.4 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1049 - 469 - - HCM Lane V/C Ratio 0.029 - 0.091 - - HCM Control Delay(s) 8.5 0 13.4 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT T NBR SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 265 0 55 6 3 10 44 363 5 8 455 200 Future Volume(veh/h) 265 0 55 6 3 10 44 363 5 8 455 200 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1811 1870 1411 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 273 0 57 6 3 10 45 374 5 8 469 206 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 6 2 33 2 2 2 2 2 2 2 Cap,veh/h 350 0 300 7 4 12 76 957 13 18 595 261 Arrive On Green 0.20 0.00 0.20 0.02 0.02 0.02 0.04 0.52 0.52 0.01 0.49 0.49 Sat Flow,veh/h 1781 0 1527 398 199 663 1781 1841 25 1781 1221 536 Grp Volume(v),veh/h 273 0 57 19 0 0 45 0 379 8 0 675 Grp Sat Flow(s),veh/h/In 1781 0 1527 1259 0 0 1781 0 1865 1781 0 1757 Q Serve(g_s),s 9.4 0.0 2.0 1.0 0.0 0.0 1.6 0.0 7.9 0.3 0.0 20.6 Cycle Q Clear(g_c),s 9.4 0.0 2.0 1.0 0.0 0.0 1.6 0.0 7.9 0.3 0.0 20.6 Prop In Lane 1.00 1.00 0.32 0.53 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 350 0 300 23 0 Nli 0 970 18 0 856 V/C Ratio(X) 0.78 0.00 0.19 0.84 0.00 0.00 0.59 0.00 0.39 0.43 0.00 0.79 Avail Cap(c_a),veh/h 635 0 544 78 0 0 248 0 1084 248 0 1034 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 24.6 0.0 21.7 31.6 0.0 0.0 30.3 0.0 9.3 31.8 0.0 13.8 lncr Delay(d2),s/veh 2.9 0.0 0.2 37.2 0.0 0.0 4.4 0.0 0.6 9.5 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.9 0.0 0.7 0.5 0.0 0.0 0.7 0.0 2.8 0.2 0.0 7.9 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 27.5 0.0 21.9 68.8 0.0 0.0 34.7 0.0 9.9 41.3 0.0 18.0 LnGrp LOS C A C E A A C A A D A B Approach Vol,veh/h 330 19 424 683 Approach Delay,s/veh 26.5 68.8 12.5 18.3 Approach LOS C E B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.8 36.0 5.2 4.7 38.1 16.7 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 3.6 22.6 3.0 2.3 9.9 11.4 Green Ext Time(p_c),s 0.0 8.8 0.0 0.0 7.6 1.1 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 3 208 21 7 126 31 13 5 5 29 10 4 Future Vol,veh/h 3 208 21 7 126 31 13 5 5 29 10 4 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, % 2 2 11 2 2 3 2 20 2 4 2 2 Mvmt Flow 3 229 23 8 138 34 14 5 5 32 11 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB INI711 NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.1 8.5 8.1 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 57% 1% 4% 67% Vol Thru, % 22% 90% 77% 23% Vol Right, % 22% 9% 19% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 23 232 164 43 LT Vol 13 3 7 29 Through Vol 5 208 126 10 RT Vol 5 21 * 31 4 Lane Flow Rate 25 255 180 47 Geometry Grp 1 1 1 1 Degree of Util(X) 0.035 0.301 0.214 0.066 Departure Headway(Hd) 4.928 4.251 4.273 5.027 Convergence,Y/N Yes Yes Yes Yes Cap 727 846 842 714 Service Time 2.956 2.267 2.29 3.052 HCM Lane V/C Ratio 0.034 0.301 0.214 0.066 HCM Control Delay 8.1 9.1 8.5 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 1.3 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 6 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 03/10/2022 Intersection Int Delay,sNeh 1.1 Movement EBL EBT WBT WI Lane Configurations Traffic Vol,veh/h 3 35 18 8 r 5 1 Future Vol,veh/h 3 35 18 8 5 1 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 39 20 9 6 1 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 29 0 - 0 70 25 Stage 1 - - - - 25 - Stage 2 - - - - 45 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1584 - - - 934 1051 Stage 1 - - - - 998 - Stage 2 - - - - 977 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1584 - - - 932 1051 Mov Cap-2 Maneuver - - - - 932 - Stage 1 - - - - 996 - Stage 2 - - - - 977 - Approach EB WB SB HCM Control Delay,s 0.6 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1584 - - - 950 HCM Lane V/C Ratio 0.002 - - - 0.007 HCM Control Delay(s) 7.3 0 - - a HCM Lane LOS A A - - A HCM 95th%tile Q(veh) 0 - - - 0 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 9 MOVEMENT SUMMARY V Site: 1 [2024 With Rassekh Park SAT (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Saturday Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 31 2.0 32 2.0 0.465 7.8 LOS A 3.2 81.6 0.37 0.20 0.37 35.0 3 L2 33 2.0 34 2.0 0.465 7.8 LOS A 3.2 81.6 0.37 0.20 0.37 28.9 8 T1 311 2.0 324 2.0 0.465 7.8 LOS A 3.2 81.6 0.37 0.20 0.37 33.8 18 R2 172 2.0 179 2.0 0.465 7.8 LOS A 3.2 81.6 0.37 0.20 0.37 32.8 Approach 547 2.0 570 2.0 0.465 7.8 LOS A 3.2 81.6 0.37 0.20 0.37 33.2 East: Rosemont Road 1 L2 190 2.0 198 2.0 0.358 8.1 LOS A 1.8 45.7 0.60 0.54 0.60 32.4 6 T1 6 2.0 6 2.0 0.358 8.1 LOS A 1.8 45.7 0.60 0.54 0.60 25.7 16 R2 110 2.0 115 2.0 0.358 8.1 LOS A 1.8 45.7 0.60 0.54 0.60 31.3 Approach 306 2.0 319 2.0 0.358 8.1 LOS A 1.8 45.7 0.60 0.54 0.60 31.9 North: Stafford Road 7 L2 72 2.0 75 2.0 0.484 9.2 LOS A 3.0 75.5 0.59 0.48 0.59 33.4 4 T1 397 2.0 414 2.0 0.484 9.2 LOS A 3.0 75.5 0.59 0.48 0.59 33.2 14 R2 5 2.0 5 2.0 0.484 9.2 LOS A 3.0 75.5 0.59 0.48 0.59 26.8 Approach 474 2.0 494 2.0 0.484 9.2 LOS A 3.0 75.5 0.59 0.48 0.59 33.1 West:Atherton Drive 5 L2 12 2.0 13 2.0 0.067 6.4 LOS A 0.3 6.4 0.60 0.56 0.60 28.2 2 T1 8 2.0 8 2.0 0.067 6.4 LOS A 0.3 6.4 0.60 0.56 0.60 28.0 12 R2 21 2.0 22 2.0 0.067 6.4 LOS A 0.3 6.4 0.60 0.56 0.60 27.3 Approach 41 2.0 43 2.0 0.067 6.4 LOS A 0.3 6.4 0.60 0.56 0.60 27.7 All Vehicles 1368 2.0 1425 2.0 0.484 8.3 LOS A 3.2 81.6 0.50 0.38 0.50 32.7 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:36 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/15/2022 Movement T EBR WBL WBT WBR NBL NBT ;BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 67 15 92 54 19 48 86 319 53 38 344 74 Future Volume(veh/h) 67 15 92 54 19 48 86 319 53 38 344 74 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.92 0.96 0.92 0.99 0.95 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 76 17 105 61 22 55 98 362 60 43 391 84 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 489 61 375 447 129 322 446 582 96 415 651 522 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.06 0.38 0.38 0.04 0.35 0.35 Sat Flow,veh/h 1257 210 1295 1213 445 1112 1781 1551 257 1781 1870 1499 Grp Volume(v),veh/h 76 0 122 61 0 77 98 0 422 43 391 84 Grp Sat Flow(s),veh/h/1n1257 0 1505 1213 0 1556 1781 0 1808 1781 1870 1499 Q Serve(g_s),s 2.0 0.0 2.6 1.7 0.0 1.6 1.4 0.0 8.0 0.6 7.2 1.6 Cycle Q Clear(g_c),s 3.6 0.0 2.6 14.4 0.0 1.6 1.4 0.0 8.0 0.6 7.2 1.6 Prop In Lane 1.00 0.86 1.00 0.71 1.00 0.14 1.00 1.00 Lane Grp Cap(c),veh/h 489 0 436 MI. 0 451 446 0 678 415 651 522 V/C Ratio(X) 0.16 0.00 0.28 0.14 0.00 0.17 0.22 0.00 0.62 0.10 0.60 0.16 Avail Cap(c_a),veh/h 843 0 860 789 0 889 1221 0 1657 560 1002 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.5 0.0 11.5 13.2 0.0 11.1 8.4 0.0 10.7 8.2 11.3 9.5 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.1 0.0 0.1 0.2 0.0 0.7 0.1 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.5 0.0 0.8 0.4 0.0 0.5 0.4 0.0 2.3 0.2 2.2 0.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.6 0.0 11.8 13.3 0.0 11.3 8.5 0.0 11.4 8.3 12.0 9.6 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 198 138 520 518 Approach Delay,s/veh 12.1 12.2 10.9 11.3 Approach LOS B B B B Timer-Assigned Phs 1 2q 4 5 6 8 Phs Duration(G+Y+Rc),s5.6 20.3 16.2 6.7 19.1 16.2 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gma4.d 38.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,Es 10.0 5.6 3.4 9.2 6.4 Green Ext Time(p_c),s 0.0 4.6 0.8 0.2 3.5 0.5 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/15/2022 Intersection Int Delay,sNeh 0.9 Movement WBL 'BR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 28 11 428 24 13 419 Future Vol,veh/h 28 11 428 24 13 419 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 9 5 4 8 3 Mvmt Flow 30 12 460 26 14 451 Major/Minor Minorl Majorl Major2 Conflicting Flow All 939 460 0 0 486 0 Stage 1 460 - - - - - Stage 2 479 - - - - - Critical Hdwy 6.42 6.29 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.381 - - 2.272 - Pot Cap-1 Maneuver 293 587 - - 1046 - Stage 1 636 - - - - - Stage 2 623 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 288 587 - - 1046 - Mov Cap-2 Maneuver 288 - - - - - Stage 1 636 - - - - - Stage 2 612 - - - - - Approach WB NB SB HCM Control Delay,s 17.2 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 336 1046 - HCM Lane V/C Ratio - - 0.125 0.013 - HCM Control Delay(s) - - 17.2 8.5 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.4 0 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/15/2022 Intersection Int Delay,sNeh 0.8 Movement EBL EBR NBL NBT Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 30 18 412 411 13 Future Vol,veh/h 10 30 18 412 411 13 Conflicting Peds,#/hr 0 0 13 0 0 13 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 4 6 2 2 2 Mvmt Flow 11 32 19 438 437 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 926 450 464 0 - 0 Stage 1 450 - - - - - Stage 2 476 - - - - - Critical Hdwy 6.42 6.24 4.16 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 2.254 - - - Pot Cap-1 Maneuver 298 605 1077 - - - Stage 1 642 - - - - - Stage 2 625 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 284 598 1064 - - - Mov Cap-2 Maneuver 284 - - - - - Stage 1 619 - - - - - Stage 2 618 - - - - - Approach EB NB SB HCM Control Delay,s 13.4 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1064 • - 469 - - HCM Lane V/C Ratio 0.018 - 0.091 - - HCM Control Delay(s) 8.4 3.4 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) milEM- 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/15/2022 1I Movement EBL EBT EBR WBL WBT WBR SBL SBT a Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 183 2 50 3 1 7 39 388 4 4 392 174 Future Volume(veh/h) 183 2 50 3 1 7 39 388 4 4 392 174 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 195 2 53 3 1 7 41 413 4 4 417 185 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 3 2 2 2 2 2 Cap,veh/h 298 3 257 5 2 12 76 904 9 10 548 243 Arrive On Green 0.17 0.17 0.17 0.01 0.01 0.01 0.04 0.49 0.49 0.01 0.45 0.45 Sat Flow,veh/h 1764 18 1519 441 147 1028 1767 1849 18 1781 1216 539 Grp Volume(v),veh/h 197 0 53 11 0 0 41 0 417 4 0 602 Grp Sat Flow(s),veh/h/In 1782 0 1519 1615 0 0 1767 0 1867 1781 0 1755 Q Serve(g_s),s 5.2 0.0 1.5 0.3 0.0 0.0 1.2 0.0 7.5 0.1 0.0 14.5 Cycle Q Clear(g_c),s 5.2 0.0 1.5 0.3 0.0 0.0 1.2 0.0 7.5 0.1 0.0 14.5 Prop In Lane 0.99 1.00 0.27 0.64 1.00 0.01 1.00 0.31 Lane Grp Cap(c),veh/h 301 0 257 18 0 Nli 0 913 10 0 792 V/C Ratio(X) 0.65 0.00 0.21 0.60 0.00 0.00 0.54 0.00 0.46 0.42 0.00 0.76 Avail Cap(c_a),veh/h 808 0 689 127 0 0 314 0 1012 316 0 969 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 19.7 0.0 18.1 25.0 0.0 0.0 23.8 0.0 8.5 25.1 0.0 11.6 Incr Delay(d2),s/veh 1.8 0.0 0.3 17.8 0.0 0.0 3.5 0.0 0.8 16.5 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 0.0 0.5 0.2 0.0 0.0 0.5 0.0 2.4 0.1 0.0 5.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 21.5 0.0 18.4 42.8 0.0 0.0 27.3 0.0 9.3 41.7 0.0 15.3 LnGrp LOS C A BD A A C A A D A B Approach Vol,veh/h 250 11 458 606 Approach Delay,s/veh 20.8 42.8 10.9 15.5 Approach LOS C D B B Timer-Assigned Phs 1 2 4 5 61! 8 Phs Duration(G+Y+Rc),s 6.2 27.4 4.6 4.3 29.3 12.6 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *28 4.0 9.0 27.5 23.0 Max Q Clear Time(g_c+I1),s 3.2 16.5 2.3 2.1 9.5 7.2 Green Ext Time(p_c),s 0.0 6.3 0.0 0.0 6.6 0.9 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/15/2022 Intersection Intersection Delay,sNeh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 5 134 22 11 98 23 19 7 5 29 5 2 Future Vol,veh/h 5 134 22 11 98 23 19 7 5 29 5 2 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 184 30 15 134 32 26 10 7 40 7 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.8 8.5 8.2 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 61% 3% 8% 81% Vol Thru, % 23% 83% 74% 14% Vol Right, % 16% 14% 17% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 31 161 132 36 LT Vol 19 5 11 29 Through Vol 7 134 98 5 RT Vol 5 22 23 2 Lane Flow Rate 42 221 181 49 Geometry Grp 1 1 1 1 Degree of Util(X) 0.058 0.262 0.216 0.068 Departure Headway(Hd) 4.905 4.277 4.305 4.997 Convergence,Y/N Yes Yes Yes Yes Cap 730 842 835 717 Service Time 2.933 2.295 2.324 3.025 HCM Lane V/C Ratio 0.058 0.262 0.217 0.068 HCM Control Delay 8.2 8.8 8.5 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 1.1 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 6 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 03/15/2022 Intersection Int Delay,sNeh 2.1 Movement EBL EBT W. Lane Configurations Traffic Vol,veh/h 4 27 30 14 Future Vol,veh/h 4 27 30 14 14 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 30 33 15 15 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 48 0 - 0 79 41 Stage 1 - - - - 41 - Stage 2 - - - - 38 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1559 - - - 924 1030 Stage 1 - - - - 981 - Stage 2 - - - - 984 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1559 - - - 921 1030 Mov Cap-2 Maneuver - - - - 921 - Stage 1 - - - - 978 - Stage 2 - - - - 984 - Approach EB WB SB HCM Control Delay,s 0.9 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1559 - - - 947 HCM Lane V/C Ratio 0.003 - - - 0.022 HCM Control Delay(s) 7.3 0 - - a HCM Lane LOS A A - - A HCM 95th%tile Q(veh) 0 - - - 0.1 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Project(Rassekh Park) Page 9 MOVEMENT SUMMARY V Site: 1 [2024 With Both Projects AM (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Weekday AM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 5 60.0 6 60.0 0.553 10.9 LOS B 4.2 110.6 0.37 0.19 0.37 32.7 3 L2 17 2.0 20 2.0 0.553 9.3 LOS A 4.2 110.6 0.37 0.19 0.37 28.6 8 T1 433 5.0 503 5.0 0.553 9.3 LOS A 4.2 110.6 0.37 0.19 0.37 33.4 18 R2 122 4.0 142 4.0 0.553 9.3 LOS A 4.2 110.6 0.37 0.19 0.37 32.3 Approach 577 5.2 671 5.2 0.553 9.3 LOS A 4.2 110.6 0.37 0.19 0.37 33.0 East: Rosemont Road 1 L2 263 3.0 306 3.0 0.665 17.1 LOS C 6.6 169.9 0.82 1.07 1.50 28.8 6 T1 5 20.0 6 20.0 0.665 17.9 LOS C 6.6 169.9 0.82 1.07 1.50 23.4 16 R2 160 3.0 186 3.0 0.665 17.1 LOS C 6.6 169.9 0.82 1.07 1.50 27.9 Approach 428 3.2 498 3.2 0.665 17.1 LOS C 6.6 169.9 0.82 1.07 1.50 28.4 North: Stafford Road 7u U 1 2.0 1 2.0 0.428 8.8 LOS A 2.4 60.0 0.60 0.53 0.60 34.5 7 L2 47 2.0 55 2.0 0.428 8.8 LOS A 2.4 60.0 0.60 0.53 0.60 33.6 4 T1 295 2.0 343 2.0 0.428 8.8 LOS A 2.4 60.0 0.60 0.53 0.60 33.4 14 R2 5 2.0 6 2.0 0.428 8.8 LOS A 2.4 60.0 0.60 0.53 0.60 26.9 Approach 348 2.0 405 2.0 0.428 8.8 LOS A 2.4 60.0 0.60 0.53 0.60 33.3 West:Atherton Drive 5 L2 7 14.0 8 14.0 0.081 7.2 LOS A 0.3 7.8 0.60 0.57 0.60 28.1 2 T1 9 2.0 10 2.0 0.081 6.5 LOS A 0.3 7.8 0.60 0.57 0.60 28.2 12 R2 28 2.0 33 2.0 0.081 6.5 LOS A 0.3 7.8 0.60 0.57 0.60 27.5 Approach 44 3.9 51 3.9 0.081 6.6 LOS A 0.3 7.8 0.60 0.57 0.60 27.7 All Vehicles 1397 3.7 1624 3.7 0.665 11.5 LOS B 6.6 169.9 0.57 0.55 0.78 31.3 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:52:08 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 04/06/2022 Movement IMEBT EBR WBL WB IBL T Lane Configurations ' I "i 19 r Traffic Volume(veh/h) 134 7 83 5 3 7 138 428 MM4 268 246 Future Volume(veh/h) 134 7 83 5 3 7 138 428 17 14 268 246 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 r 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.95 0.96 0.95 0.99 0.98 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1856 1870 1870 1870 1856 1826 1870 1870 1870 1870 Adj Flow Rate,veh/h 181 9 112 7 4 9 186 578 23 19 362 332 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 3 2 2 2 3 5 2 2 2 2 Cap,veh/h 511 32 398 412 139 312 485 785 31 321 682 549 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.10 0.45 0.45 0.02 0.36 0.36 SatFlow,veh/h 1331 113 1412 1221 492 1108 1767 1742 69 1781 1870 1507 Grp Volume(v),veh/h 181 0 121 7 0 13 186 0 601 19 362 332 Grp Sat Flow(s),veh/h/1n1331 0 1526 1221 0 1600 1767 0 1811 1781 1870 1507 Q Serve(g_s),s 5.7 0.0 3.1 0.2 0.0 0.3 3.1 0.0 13.7 0.3 7.7 9.0 Cycle Q Clear(g_c),s 6.0 0.0 3.1 3.3 0.0 0.3 3.1 0.0 13.7 0.3 7.7 9.0 Prop In Lane 1.00 0.93 1.00 0.69 1.00 0.04 1.00 1.00 Lane Grp Cap(c),veh/h 511 0 430 412 0 451 485 0 816 321 682 549 V/C Ratio(X) 0.35 0.00 0.28 0.02 0.00 0.03 0.38 0.00 0.74 0.06 0.53 0.60 Avail Cap(c_a),veh/h 771 0 729 651 0 765 1039 0 1425 430 838 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 15.2 0.0 14.1 15.4 0.0 13.1 8.7 0.0 11.3 9.1 12.6 13.0 lncr Delay(d2),s/veh 0.3 0.0 0.3 0.0 0.0 0.0 0.4 0.0 1.0 0.1 0.5 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In1.6 0.0 1.0 0.1 0.0 0.1 0.9 0.0 4.1 0.1 2.6 2.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.5 0.0 14.3 15.4 0.0 13.1 9.1 0.0 12.3 9.1 13.1 13.8 LnGrp LOS B A BB A B A A B A BB Approach Vol,veh/h 302 20 787 713 Approach Delay,s/veh 15.1 13.9 11.5 13.3 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s4.9 27.1 18.2 9.3 22.8 18.2 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax)1.® 39.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+Iqa 15.7 8.0 5.1 11.0 5.3 Green Ext Time(p_c),s 0.0 6.7 1.2 0.5 4.4 0.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 04/06/2022 Intersection Int Delay,s/veh 3.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 78 22 550 43 12 510 Future Vol,veh/h 78 22 550 43 12 510 Conflicting Peds,#/hr 2 2 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 5 5 8 2 Mvmt Flow 92 26 647 51 14 600 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1277 649 0 0 698 0 Stage 1 647 - - - - - Stage 2 630 - - - - - Critical Hdwy 6.42 6.22 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.272 - Pot Cap-1 Maneuver 184 470 - - 871 - Stage 1 521 - - - - - Stage 2 531 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 179 469 - - 871 - Mov Cap-2 Maneuver 179 - - - - - Stage 1 521 - - - - - Stage 2 517 - - - - - Approach WB NB S� HCM Control Delay,s 43.1 0 0.2 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 207 871 - HCM Lane V/C Ratio - - 0.568 0.016 - HCM Control Delay(s) - - 43.1 9.2 0 HCM Lane LOS - - E A A HCM 95th%tile Q(veh) - - 3.1 0 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 04/06/2022 Intersection Int Delay,s/veh 1.2 Movement EBL EBR•BL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 50 41 533 469 7 Future Vol,veh/h 10 50 41 533 469 7 Conflicting Peds,#/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 13 4 2 2 Mvmt Flow 12 60 49 642 565 8 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1312 572 580 0 - 0 Stage 1 572 - - - - - Stage 2 740 - - - - - Critical Hdwy 6.42 6.22 4.23 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.317 - - - Pot Cap-1 Maneuver 175 520 942 - - - Stage 1 565 - - - - - Stage 2 472 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 159 517 936 - - - Mov Cap-2 Maneuver 159 - - - - - Stage 1 516 - - - - - Stage 2 469 - - - - - Approach EB NB SB HCM Control Delay,s 16.8 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 936 - 376 - - HCM Lane V/C Ratio 0.053 - 0.192 - - HCM Control Delay(s) 9.1 0 16.8 - - HCM Lane LOS A A C - - HCM 95th%tile Q(veh) 0.2 - 0.7 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 04/06/2022 1I Movement EBL EBT EBR WBL WBT WBUIII SBR Lane Configurations 4 r4, 1 "F, l "F Traffic Volume(veh/h) 262 0 66 0 1 0 64 506 1 1 405 283 Future Volume(veh/h) 262 0 66 0 1 0 64 506 1 1 405 283 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1870 1870 1870 1870 1870 1870 1826 1870 1870 1870 1841 Adj Flow Rate,veh/h 282 0 71 0 1 0 69 544 1 1 435 304 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 2 2 2 2 5 2 2 2 4 Cap,veh/h 352 0 313 0 3 0 95 1015 2 3 517 362 Arrive On Green 0.20 0.00 0.20 0.00 0.00 0.00 0.05 0.56 0.56 0.00 0.50 0.50 SatFlow,veh/h 1781 0 1585 0 1870 0 1781 1822 3 1781 1025 716 Grp Volume(v),veh/h 282 0 71 0 1 0 69 0 545 1 0 739 Grp Sat Flow(s),veh/h/In 1781 0 1585 0 1870 0 1781 0 1825 1781 0 1741 Q Serve(g_s),s 10.3 0.0 2.6 0.0 0.0 0.0 2.6 0.0 12.8 0.0 0.0 24.8 Cycle Q Clear(g_c),s 10.3 0.0 2.6 0.0 0.0 0.0 2.6 0.0 12.8 0.0 0.0 24.8 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.41 Lane Grp Cap(c),veh/h 352 0 313 0 3 0 95 0 1017 3 0 879 V/C Ratio(X) 0.80 0.00 0.23 0.00 0.36 0.00 0.72 0.00 0.54 0.38 0.00 0.84 Avail Cap(c_a),veh/h 603 0 537 0 110 0 236 0 1017 236 0 974 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 26.0 0.0 22.9 0.0 33.9 0.0 31.6 0.0 9.5 33.9 0.0 14.5 lncr Delay(d2),s/veh 3.2 0.0 0.3 0.0 42.8 0.0 6.2 0.0 1.1 47.7 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.3 0.0 0.9 0.0 0.0 0.0 1.2 0.0 4.4 0.1 0.0 10.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 29.2 0.0 23.2 0.0 76.7 0.0 37.8 0.0 10.6 81.5 0.0 21.4 LnGrp LOS C A C A E A D A B F A C Approach Vol,veh/h 353 1 614 740 Approach Delay,s/veh 28.0 76.7 13.6 21.4 Approach LOS C E B C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 7.6 38.8 4.1 4.1 42.3 17.4 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 4.6 26.8 2.0 2.0 14.8 12.3 Green Ext Time(p_c),s 0.0 7.5 0.0 0.0 10.3 1.2 Intersection Summary HCM 6th Ctrl Delay 20.0 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 04/06/2022 Intersection Delay,s/veh 15.1 Intersection LOS Movement = EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 7 225 39 12 192 66 26 13 8 108 12 3 Future Vol,veh/h 7 225 39 12 192 66 26 13 8 108 12 3 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 2 2 3 2 3 3 4 2 2 2 8 2 MvmtFlow 11 341 59 18 291 100 39 20 12 164 18 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB JAL SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightJB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 16.2 15.9 10.6 12.5 HCM LOS C C B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 55% 3% 4% 88% Vol Thru, % 28% 83% 71% 10% Vol Right, % 17% 14% 24% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 271 270 123 LT Vol 26 7 12 108 Through Vol 13 225 192 12 RT Vol 8 39 66 3 Lane Flow Rate 71 411 409 186 Geometry Grp 1 1 1 1 Degree of Util(X) 0.13 0.605 0.597 0.329 Departure Headway(Hd) 6.557 5.307 5.257 6.355 Convergence,Y/N Yes Yes Yes Yes Cap 543 678 683 563 Service Time 4.645 3.363 3.315 4.427 HCM Lane V/C Ratio 0.131 0.606 0.599 0.33 HCM Control Delay 10.6 16.2 15.9 12.5 HCM Lane LOS BCC B HCM 95th-tile Q 0.4 4.1 4 1.4 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 6 HCM 6th TWSC 7: Stafford Road & North LORAC Driveway 04/06/2022 Intersection Int Delay,s/veh 1.4 Movement NBL NBT SBT SBR Lane Configurations Traffic Vol,veh/h 31 9 18 563 517 64 Future Vol,veh/h 31 9 18 563 517 64 Conflicting Peds,#/hr 0 0 13 0 0 13 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 5 2 2 Mvmt Flow 39 11 23 713 654 81 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1467 708 748 0 - 0 Stage 1 708 - - - - - Stage 2 759 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 141 435 861 - - - Stage 1 488 - - - - - Stage 2 462 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 134 430 850 - - - Mov Cap-2 Maneuver 134 - - - - - Stage 1 469 - - - - - Stage 2 456 - - - - - Approach EB NB SB HCM Control Delay,s 37.9 0.3 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 850 - 159 - - HCM Lane V/C Ratio 0.027 - 0.318 - - HCM Control Delay(s) 9.4 - 37.9 - - HCM Lane LOS A - E - - HCM 95th%tile Q(veh) 0.1 - 1.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 7 HCM 6th TWSC 8: Overlook Drive & South LORAC Driveway 04/06/2022 Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT Lane Configurations 4 t Traffic Vol,veh/h 5 222 382 5 12 2 Future Vol,veh/h 5 222 382 5 2 2 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 2 2 9 2 2 2 Mvmt Flow 7 300 516 7 3 3 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 523 0 - 0 834 520 Stage 1 - - - - 520 - Stage 2 - - - - 314 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1043 - - - 338 556 Stage 1 - - - - 597 - Stage 2 - - - - 741 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1043 - - - 335 556 Mov Cap-2 Maneuver - - - - 335 - Stage 1 - - - - 592 - Stage 2 - - - - 741 - Approach EB WB SB HCM Control Delay,s 0.2 0 13.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1043 - - - 418 HCM Lane V/C Ratio 0.006 - - - 0.013 HCM Control Delay(s) 8.5 0 - - HCM Lane LOS A A - - B HCM 95th%tile Q(veh) 0 - - - 0 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 8 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 04/06/2022 Intersection Int Delay,s/veh 0 Movement EBL , BT Lane Configurations 4 Traffic Vol,veh/h 0 44 26 1 r 0 0 Future Vol,veh/h 0 44 26 1 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 51 30 1 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 31 0 - 0 82 31 Stage 1 - - - - 31 - Stage 2 - - - - 51 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1582 - - - 920 1043 Stage 1 - - - - 992 - Stage 2 - - - - 971 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1582 - - - 920 1043 Mov Cap-2 Maneuver - - - - 920 - Stage 1 - - - - 992 - Stage 2 - - - - 971 - Approach EB WB SB HCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1582 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay(s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th%tile Q(veh) 0 - - - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 9 MOVEMENT SUMMARY V Site: 1 [2024 With Both Projects PM (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Weekday PM Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 4 50.0 4 50.0 0.733 17.0 LOS C 13.4 342.0 0.78 0.82 1.20 30.3 3 L2 15 2.0 17 2.0 0.733 15.5 LOS C 13.4 342.0 0.78 0.82 1.20 26.5 8 T1 312 2.0 351 2.0 0.733 15.5 LOS C 13.4 342.0 0.78 0.82 1.20 30.6 18 R2 376 2.0 422 2.0 0.733 15.5 LOS C 13.4 342.0 0.78 0.82 1.20 29.7 Approach 707 2.3 794 2.3 0.733 15.5 LOS C 13.4 342.0 0.78 0.82 1.20 30.0 East: Rosemont Road 1 L2 202 3.0 227 3.0 0.393 8.5 LOS A 2.0 52.1 0.60 0.54 0.60 32.2 6 T1 4 2.0 4 2.0 0.393 8.5 LOS A 2.0 52.1 0.60 0.54 0.60 25.6 16 R2 111 2.0 125 2.0 0.393 8.5 LOS A 2.0 52.1 0.60 0.54 0.60 31.1 Approach 317 2.6 356 2.6 0.393 8.5 LOS A 2.0 52.1 0.60 0.54 0.60 31.7 North: Stafford Road 7u U 1 2.0 1 2.0 0.640 12.7 LOS B 7.8 197.6 0.71 0.71 0.99 32.2 7 L2 162 2.0 182 2.0 0.640 12.7 LOS B 7.8 197.6 0.71 0.71 0.99 31.4 4 T1 419 2.0 471 2.0 0.640 12.7 LOS B 7.8 197.6 0.71 0.71 0.99 31.3 14 R2 7 2.0 8 2.0 0.640 12.7 LOS B 7.8 197.6 0.71 0.71 0.99 25.6 Approach 589 2.0 662 2.0 0.640 12.7 LOS B 7.8 197.6 0.71 0.71 0.99 31.2 West:Atherton Drive 5 L2 4 2.0 4 2.0 0.084 7.7 LOS A 0.3 7.9 0.64 0.64 0.64 28.1 2 T1 20 2.0 22 2.0 0.084 7.7 LOS A 0.3 7.9 0.64 0.64 0.64 27.9 12 R2 16 2.0 18 2.0 0.084 7.7 LOS A 0.3 7.9 0.64 0.64 0.64 27.2 Approach 40 2.0 45 2.0 0.084 7.7 LOS A 0.3 7.9 0.64 0.64 0.64 27.6 All Vehicles 1653 2.2 1857 2.2 0.733 12.9 LOS B 13.4 342.0 0.72 0.72 1.00 30.7 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Thursday,March 10,2022 2:53:24 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 99 30 131 22 20 39 68 321 IM 58 434 69 Future Volume(veh/h) 99 30 131 22 20 39 68 321 18 58 434 69 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 10 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.96 0.94 0.99 0.97 0.98 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 103 31 136 23 21 41 71 334 19 60 452 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 493 84 369 405 159 310 406 661 38 481 697 570 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.38 0.38 0.05 0.37 0.37 Sat Flow,veh/h 1254 288 1265 1172 543 1061 1781 1749 99 1781 1870 1530 Grp Volume(v),veh/h 103 0 167 23 0 62 71 0 353 60 452 72 Grp Sat Flow(s),veh/h/1n1254 0 1553 1172 0 1604 1781 0 1848 1781 1870 1530 Q Serve(g_s),s 2.9 0.0 3.8 0.7 0.0 1.3 1.1 0.0 6.5 0.9 8.8 1.4 Cycle Q Clear(g_c),s 4.2 0.0 3.8 6.5 0.0 1.3 1.1 0.0 6.5 0.9 8.8 1.4 Prop In Lane 1.00 0.81 1.00 0.66 1.00 0.05 1.00 1.00 Lane Grp Cap(c),veh/h 493 0 454 1405 0 468 406 0 699 481 697 570 V/C Ratio(X) 0.21 0.00 0.37 0.06 0.00 0.13 0.17 0.00 0.51 0.12 0.65 0.13 Avail Cap(c_a),veh/h 808 0 843 699 0 871 1159 0 2069 558 1375 1125 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 13.1 0.0 12.4 14.2 0.0 11.5 8.6 0.0 10.6 8.1 11.5 9.1 Incr Delay(d2),s/veh 0.2 0.0 0.4 0.0 0.0 0.1 0.2 0.0 0.4 0.1 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.7 0.0 1.2 0.2 0.0 0.4 0.3 0.0 1.9 0.2 2.7 0.3 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 13.2 0.0 12.8 14.2 0.0 11.6 8.7 0.0 11.0 8.1 12.2 9.2 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 270 85 424 584 Approach Delay,s/veh 13.0 12.3 10.6 11.4 Approach LOS B B B B Timer-Assigned Phs 1 2q 4 5 6 8 Phs Duration(G+Y+Rc),s6.1 21.2 16.9 6.3 21.0 16.9 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax,.d 49.5 24.0 21.0 32.5 24.0 Max Q Clear Time(g_c+I14,9; 8.5 6.2 3.1 10.8 6.5 Green Ext Time(p_c),s 0.0 4.0 1.2 0.2 5.0 0.3 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 58 13 464 51 22 552 Future Vol,veh/h 58 13 464 51 22 552 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 4 2 2 2 5 2 Mvmt Flow 59 13 473 52 22 563 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1080 473 0 0 525 0 Stage 1 473 - - - - - Stage 2 607 - - - - - Critical Hdwy 6.44 6.22 - - 4.15 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.318 - - 2.245 - Pot Cap-1 Maneuver 239 591 - - 1027 - Stage 1 623 - - - - - Stage 2 540 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 232 591 - - 1027 - Mov Cap-2 Maneuver 232 - - - - - Stage 1 623 - - - - - Stage 2 523 - - - - - Approach WB NB SB HCM Control Delay,s 24 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 261 1027 - HCM Lane V/C Ratio - - 0.278 0.022 - HCM Control Delay(s) - - 24 8.6 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 1.1 0.1 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 8 38 35 446 531 17 Future Vol,veh/h 8 38 35 446 531 17 Conflicting Peds,#/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 6 2 2 2 2 Mvmt Flow 8 39 36 455 542 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1075 548 565 0 - 0 Stage 1 548 - - - - - Stage 2 527 - - - - - Critical Hdwy 6.42 6.26 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.354 2.218 - - - Pot Cap-1 Maneuver 243 529 1007 - - - Stage 1 579 - - - - - Stage 2 592 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 229 526 1001 - - - Mov Cap-2 Maneuver 229 - - - - - Stage 1 548 - - - - - Stage 2 588 - - - - - Approach EB NB SB HCM Control Delay,s 14.4 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1001 - 429 - - HCM Lane V/C Ratio 0.036 - 0.109 - - HCM Control Delay(s) 8.7 0 14.4 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.4 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT SBL SBT SBR Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 265 0 64 6 3 10 53 410 5 8 500 200 Future Volume(veh/h) 265 0 64 6 3 10 53 410 5 8 500 200 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1811 1870 1411 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 273 0 66 6 3 10 55 423 5 8 515 206 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 6 2 33 2 2 2 2 2 2 2 Cap,veh/h 347 0 297 7 4 12 85 983 12 18 625 250 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.05 0.53 0.53 0.01 0.50 0.50 Sat Flow,veh/h 1781 0 1527 397 199 662 1781 1844 22 1781 1260 504 Grp Volume(v),veh/h 273 0 66 19 0 0 55 0 428 8 0 721 Grp Sat Flow(s),veh/h/In 1781 0 1527 1258 0 0 1781 0 1866 1781 0 1764 Q Serve(g_s),s 9.9 0.0 2.5 1.0 0.0 0.0 2.1 0.0 9.4 0.3 0.0 23.6 Cycle Q Clear(g_c),s 9.9 0.0 2.5 1.0 0.0 0.0 2.1 0.0 9.4 0.3 0.0 23.6 Prop In Lane 1.00 1.00 0.32 0.53 1.00 0.01 1.00 0.29 Lane Grp Cap(c),veh/h 347 0 297 22 0 0 85 0 995 18 0 875 V/C Ratio(X) 0.79 0.00 0.22 0.85 0.00 0.00 0.65 0.00 0.43 0.44 0.00 0.82 Avail Cap(c_a),veh/h 606 0 519 74 0 0 237 0 1035 237 0 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 25.9 0.0 22.9 33.1 0.0 0.0 31.6 0.0 9.6 33.3 0.0 14.5 lncr Delay(d2),s/veh 3.0 0.0 0.3 38.4 0.0 0.0 5.0 0.0 0.7 9.6 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 0.0 0.8 0.5 0.0 0.0 1.0 0.0 3.3 0.2 0.0 9.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 28.9 0.0 23.2 71.6 0.0 0.0 36.6 0.0 10.2 42.9 0.0 20.4 LnGrp LOS C A C E A A D A B D A C Approach Vol,veh/h 339 19 483 729 Approach Delay,s/veh 27.8 71.6 13.2 20.7 Approach LOS C E B C Timer-Assigned Phs 1 2 4 5 Elk 8 Phs Duration(G+Y+Rc),s 7.2 38.0 5.2 4.7 40.5 17.2 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *38 4.0 9.0 37.5 23.0 Max Q Clear Time(g_c+I1),s 4.1 25.6 3.0 2.3 11.4 11.9 Green Ext Time(p_c),s 0.0 8.0 0.0 0.0 8.5 1.1 Intersection Summary Ilir HCM 6th Ctrl Delay 20.5 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 3 211 21 7 130 32 13 5 5 30 10 4 Future Vol,veh/h 3 211 21 7 130 32 13 5 5 30 10 4 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, % 2 2 11 2 2 3 2 20 2 4 2 2 Mvmt Flow 3 232 23 8 143 35 14 5 5 33 11 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB INI711 NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.2 8.5 8.2 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 57% 1% 4% 68% Vol Thru, % 22% 90% 77% 23% Vol Right, % 22% 9% 19% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 23 235 169 44 LT Vol 13 3 7 30 Through Vol 5 211 130 10 RT Vol 5 21 32 4 Lane Flow Rate 25 258 186 48 Geometry Grp 1 1 1 1 Degree of Util(X) 0.035 0.306 0.221 0.068 Departure Headway(Hd) 4.949 4.261 4.28 5.048 Convergence,Y/N Yes Yes Yes Yes Cap 723 844 841 710 Service Time 2.98 2.278 2.298 3.077 HCM Lane V/C Ratio 0.035 0.306 0.221 0.068 HCM Control Delay 8.2 9.2 8.5 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 1.3 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 6 HCM 6th TWSC 7: Stafford Road & North LORAC Driveway 03/10/2022 Intersection Int Delay,sNeh 2.1 Movement EBL I1=NBL NBT SBT SBR Lane Configurations vyr 111 4 Traffic Vol,veh/h 66 19 18 462 545 62 Future Vol,veh/h 66 19 18 462 545 62 Conflicting Peds,#/hr 0 0 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 69 20 19 481 568 65 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1131 612 644 0 - 0 Stage 1 612 - - - - - Stage 2 519 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 225 493 941 - - - Stage 1 541 - - - - - Stage 2 597 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 216 488 931 - - - Mov Cap-2 Maneuver 216 - - - - - Stage 1 525 - - - - - Stage 2 591 - - - - - Approach EB NB SB HCM Control Delay,s 27.5 0.3 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 931 - 247 - - HCM Lane V/C Ratio 0.02 - 0.358 - - HCM Control Delay(s) 8.9 - 27.5 - - HCM Lane LOS A - D - - HCM 95th%tile Q(veh) 0.1 - 1.6 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 7 HCM 6th TWSC 8: Overlook Drive & South LORAC Driveway 03/10/2022 Intersection Int Delay,sNeh 0.3 Movement EBL EBT WBT Lane Configurations Traffic Vol,veh/h 4 255 153 4 r 5 5 Future Vol,veh/h 4 255 153 4 5 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 266 159 4 5 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 163 0 - 0 435 161 Stage 1 - - - - 161 - Stage 2 - - - - 274 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1416 - - - 578 884 Stage 1 - - - - 868 - Stage 2 - - - - 772 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1416 - - - 576 884 Mov Cap-2 Maneuver - - - - 576 - Stage 1 - - - - 865 - Stage 2 - - - - 772 - Approach EB WB SB HCM Control Delay,s 0.1 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1416 - - - 698 HCM Lane V/C Ratio 0.003 - - - 0.015 HCM Control Delay(s) 7.5 0 - - HCM Lane LOS A A - - B HCM 95th%tile Q(veh) 0 - - - 0 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 8 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 03/10/2022 Intersection Int Delay,sNeh 1.1 Movement EBL EBT WBT WI Lane Configurations Traffic Vol,veh/h 3 35 18 8 r 5 1 Future Vol,veh/h 3 35 18 8 5 1 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 39 20 9 6 1 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 29 0 - 0 70 25 Stage 1 - - - - 25 - Stage 2 - - - - 45 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1584 - - - 934 1051 Stage 1 - - - - 998 - Stage 2 - - - - 977 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1584 - - - 932 1051 Mov Cap-2 Maneuver - - - - 932 - Stage 1 - - - - 996 - Stage 2 - - - - 977 - Approach EB WB SB HCM Control Delay,s 0.6 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1584 - - - 950 HCM Lane V/C Ratio 0.002 - - - 0.007 HCM Control Delay(s) 7.3 0 - - a HCM Lane LOS A A - - A HCM 95th%tile Q(veh) 0 - - - 0 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 9 MOVEMENT SUMMARY V Site: 1 [2024 With Both Projects SAT (Site Folder: Stafford Road /Atherton Drive -- Rosemont Road)] Saturday Peak Hour Site Category: (None) Roundabout Vehicle Movement Performance • INPUT DEMAND Deg. Aver. Level of 95% BACK OF Prop. Effective Aver. Aver. VOLUME FLOWS Satn Delay Service QUEUE Que Stop No. Speed [Total HV Total HV] [Veh. Dist] Rate Cycles veh/h % veh/h % v/c se. veh ft m.h South: Stafford Road 3u U 31 2.0 32 2.0 0.473 7.9 LOS A 3.3 83.8 0.38 0.21 0.38 34.9 3 L2 33 2.0 34 2.0 0.473 7.9 LOS A 3.3 83.8 0.38 0.21 0.38 28.9 8 T1 318 2.0 331 2.0 0.473 7.9 LOS A 3.3 83.8 0.38 0.21 0.38 33.8 18 R2 172 2.0 179 2.0 0.473 7.9 LOS A 3.3 83.8 0.38 0.21 0.38 32.7 Approach 554 2.0 577 2.0 0.473 7.9 LOS A 3.3 83.8 0.38 0.21 0.38 33.2 East: Rosemont Road 1 L2 190 2.0 198 2.0 0.367 8.3 LOS A 1.9 47.0 0.60 0.55 0.60 32.4 6 T1 6 2.0 6 2.0 0.367 8.3 LOS A 1.9 47.0 0.60 0.55 0.60 25.7 16 R2 115 2.0 120 2.0 0.367 8.3 LOS A 1.9 47.0 0.60 0.55 0.60 31.2 Approach 311 2.0 324 2.0 0.367 8.3 LOS A 1.9 47.0 0.60 0.55 0.60 31.8 North: Stafford Road 7 L2 76 2.0 79 2.0 0.495 9.4 LOS A 3.1 78.3 0.60 0.48 0.60 33.3 4 T1 404 2.0 421 2.0 0.495 9.4 LOS A 3.1 78.3 0.60 0.48 0.60 33.1 14 R2 5 2.0 5 2.0 0.495 9.4 LOS A 3.1 78.3 0.60 0.48 0.60 26.7 Approach 485 2.0 505 2.0 0.495 9.4 LOS A 3.1 78.3 0.60 0.48 0.60 33.0 West:Atherton Drive 5 L2 12 2.0 13 2.0 0.068 6.4 LOS A 0.3 6.5 0.60 0.56 0.60 28.2 2 T1 8 2.0 8 2.0 0.068 6.4 LOS A 0.3 6.5 0.60 0.56 0.60 28.0 12 R2 21 2.0 22 2.0 0.068 6.4 LOS A 0.3 6.5 0.60 0.56 0.60 27.3 Approach 41 2.0 43 2.0 0.068 6.4 LOS A 0.3 6.5 0.60 0.56 0.60 27.7 All Vehicles 1391 2.0 1449 2.0 0.495 8.5 LOS A 3.3 83.8 0.51 0.39 0.51 32.6 Site Level of Service(LOS) Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula(Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright©2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: PBS ENGINEERING AND ENVIRONMENTAL INC. I Licence:PLUS/1PC I Processed:Tuesday,March 15,2022 1:10:02 PM Project: \\pbsenv.Ian\L\Projects\71000\71637\71637-004\Traffic\Documents\LOS\Recreation-Center\SIDRA\Stafford-Atherton-Rosemont.sip9 HCM 6th Signalized Intersection Summary 2: Stafford Road & Overlook Drive II 03/10/2022 Movement T EBR WBL WBT WBR NBL BL SBT SBR Lane Configurations , 111 19 4 r Traffic Volume(veh/h) 67 15 94 54 19 48 88 329 53 38 353 74 Future Volume(veh/h) 67 15 94 54 19 48 88 329 53 38 353 74 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.92 0.96 0.92 0.99 0.95 0.99 0.95 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 76 17 107 61 22 55 100 374 60 43 401 84 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 485 59 374 441 128 321 444 593 95 410 660 529 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.07 0.38 0.38 0.04 0.35 0.35 Sat Flow,veh/h 1257 206 1297 1211 445 1111 1781 1559 250 1781 1870 1500 Grp Volume(v),veh/h 76 0 124 61 0 77 100 0 434 43 401 84 Grp Sat Flow(s),veh/h/1n1257 0 1503 1211 0 1556 1781 0 1809 1781 1870 1500 Q Serve(g_s),s 2.1 0.0 2.7 1.8 0.0 1.6 1.5 0.0 8.3 0.6 7.5 1.6 Cycle Q Clear(g_c),s 3.6 0.0 2.7 4.5 0.0 1.6 1.5 0.0 8.3 0.6 7.5 1.6 Prop In Lane 1.00 0.86 1.00 0.71 1.00 0.14 1.00 1.00 Lane Grp Cap(c),veh/h 485 0 434 Lim. 0 449 444 0 688 410 660 529 V/C Ratio(X) 0.16 0.00 0.29 0.14 0.00 0.17 0.23 0.00 0.63 0.10 0.61 0.16 Avail Cap(c_a),veh/h 831 0 848 775 0 877 1206 0 1637 553 989 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),sNeh 12.7 0.0 11.7 13.5 0.0 11.3 8.4 0.0 10.7 8.2 11.4 9.4 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.1 0.0 0.1 0.2 0.0 0.7 0.1 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.5 0.0 0.8 0.4 0.0 0.5 0.4 0.0 2.4 0.2 2.3 0.4 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 12.8 0.0 12.0 13.6 0.0 11.5 8.6 0.0 11.5 8.3 12.0 9.5 LnGrp LOS B A B B A B A A B A B A Approach Vol,veh/h 200 138 534 528 Approach Delay,s/veh 12.3 12.4 10.9 11.3 Approach LOS B B B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s5.6 20.7 16.3 6.8 19.5 16.3 Change Period(Y+Rc),s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gma4.d 38.5 24.0 21.0 22.5 24.0 Max Q Clear Time(g_c+I14,Es 10.3 5.6 3.5 9.5 6.5 Green Ext Time(p_c),s 0.0 4.8 0.8 0.3 3.5 0.5 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 2 HCM 6th TWSC 3: Stafford Road & Bergis Road 03/10/2022 Intersection Int Delay,sNeh 0.9 Movement 01111BR SBL SBT Lane Configurations vyr r Traffic Vol,veh/h 30 11 458 26 13 451 Future Vol,veh/h 30 11 458 26 13 451 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 - - 68 - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 9 5 4 8 3 Mvmt Flow 32 12 492 28 14 485 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1005 492 0 0 520 0 Stage 1 492 - - - - - Stage 2 513 - - - - - Critical Hdwy 6.42 6.29 - - 4.18 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.381 - - 2.272 - Pot Cap-1 Maneuver 268 563 - - 1016 - Stage 1 615 - - - - - Stage 2 601 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 263 563 - - 1016 - Mov Cap-2 Maneuver 263 - - - - - Stage 1 615 - - - - - Stage 2 590 - - - - - Approach WB NB SB HCM Control Delay,s 18.7 0 0.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 307 1016 - HCM Lane V/C Ratio - - 0.144 0.014 - HCM Control Delay(s) - - 18_,L 8.6 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.5 0 - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 3 HCM 6th TWSC 4: Stafford Road & Sunny Hill Drive 03/10/2022 Intersection Int Delay,sNeh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vyr 4 4 Traffic Vol,veh/h 10 32 20 440 441 13 Future Vol,veh/h 10 32 20 440 441 13 Conflicting Peds,#/hr 0 0 13 0 0 13 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 60 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 4 6 2 2 2 Mvmt Flow 11 34 21 468 469 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 992 482 496 0 - 0 Stage 1 482 - - - - - Stage 2 510 - - - - - Critical Hdwy 6.42 6.24 4.16 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.336 2.254 - - - Pot Cap-1 Maneuver 272 580 1047 - - - Stage 1 621 - - - - - Stage 2 603 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 258 573 1034 - - - Mov Cap-2 Maneuver 258 - - - - - Stage 1 597 - - - - - Stage 2 596 - - - - - Approach EB NB SB HCM Control Delay,s 14 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1034 - 444 - - HCM Lane V/C Ratio 0.021 - 0.101 - - HCM Control Delay(s) 8.6 0 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.3 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 4 HCM 6th Signalized Intersection Summary 5: Stafford Road/McVey Avenue & South Shore Boulevard 03/10/2022 1I Movement EBL EBT EBR WBL WBT WBR ailif A. Lane Configurations 4 r 4, 19 11 "F Traffic Volume(veh/h) 183 2 55 3 1 7 44 411 4 4 417 174 Future Volume(veh/h) 183 2 55 3 1 7 44 411 4 4 417 174 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.97 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 195 2 59 3 1 7 47 437 4 4 444 185 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 3 2 2 2 2 2 Cap,veh/h 298 3 256 5 2 12 84 922 8 10 567 236 Arrive On Green 0.17 0.17 0.17 0.01 0.01 0.01 0.05 0.50 0.50 0.01 0.46 0.46 Sat Flow,veh/h 1764 18 1519 440 147 1027 1767 1850 17 1781 1242 518 Grp Volume(v),veh/h 197 0 59 11 0 0 47 0 441 4 0 629 Grp Sat Flow(s),veh/h/In 1782 0 1519 1614 0 0 1767 0 1867 1781 0 1760 Q Serve(g_s),s 5.4 0.0 1.8 0.4 0.0 0.0 1.4 0.0 8.1 0.1 0.0 15.8 Cycle Q Clear(g_c),s 5.4 0.0 1.8 0.4 0.0 0.0 1.4 0.0 8.1 0.1 0.0 15.8 Prop In Lane 0.99 1.00 0.27 0.64 1.00 0.01 1.00 0.29 Lane Grp Cap(c),veh/h 301 0 256 18 0 0 84 0 930 10 0 803 V/C Ratio(X) 0.65 0.00 0.23 0.60 0.00 0.00 0.56 0.00 0.47 0.42 0.00 0.78 Avail Cap(c_a),veh/h 786 0 670 124 0 0 305 0 984 307 0 945 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),sNeh 20.3 0.0 18.7 25.7 0.0 0.0 24.3 0.0 8.6 25.9 0.0 12.0 Incr Delay(d2),s/veh 1.8 0.0 0.3 18.0 0.0 0.0 3.6 0.0 0.8 16.6 0.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 0.0 0.6 0.2 0.0 0.0 0.6 0.0 2.6 0.1 0.0 5.9 Unsig. Movement Delay,sNeh LnGrp Delay(d),s/veh 22.1 0.0 19.1 43.7 0.0 0.0 27.9 0.0 9.4 42.4 0.0 16.5 LnGrp LOS C A BD A A C A A D A B Approach Vol,veh/h 256 11 488 633 Approach Delay,s/veh 21.4 43.7 11.2 16.7 Approach LOS C D B B Timer-Assigned Phs 1 2 4 5 8 Phs Duration(G+Y+Rc),s 6.5 28.3 4.6 4.3 30.5 12.8 Change Period(Y+Rc),s 4.0 *4.5 4.0 4.0 4.5 4.0 Max Green Setting(Gmax),s 9.0 *28 4.0 9.0 27.5 23.0 Max Q Clear Time(g_c+I1),s 3.4 17.8 2.4 2.1 10.1 7.4 Green Ext Time(p_c),s 0.0 6.0 0.0 0.0 6.9 1.0 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 5 HCM 6th AWSC 6: Meadowlark Lane/Tree Top Lane & Overlook Drive 03/10/2022 Intersection Intersection Delay,sNeh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 5 136 22 11 100 23 19 7 5 30 5 2 Future Vol,veh/h 5 136 22 11 100 23 19 7 5 30 5 2 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 186 30 15 137 32 26 10 7 41 7 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.9 8.6 8.3 8.4 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 61% 3% 8% 81% Vol Thru, % 23% 83% 75% 14% Vol Right, % 16% 13% 17% 5% Sign Control Stop Stop stop Stop Traffic Vol by Lane 31 163 134 37 LT Vol 19 5 =16_30 Through Vol 7 136 100 5 RT Vol 5 22 WNW 2 Lane Flow Rate 42 223 184 51 Geometry Grp 1 1 1 1 Degree of Util(X) 0.058 0.266 0.22 0.071 Departure Headway(Hd) 4.919 4.285 4.313 5.01 Convergence,Y/N Yes Yes Yes Yes Cap 728 840 833 715 Service Time 2.951 2.305 2.335 3.041 HCM Lane V/C Ratio 0.058 0.265 0.221 0.071 HCM Control Delay 8.3 8.9 8.6 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 1.1 0.8 0.2 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 6 HCM 6th TWSC 7: Stafford Road & North LORAC Driveway 03/10/2022 Intersection Int Delay,sNeh 0.9 Movement JBL NBT SBT SBR Lane Configurations vyr 111 4 Traffic Vol,veh/h 32 9 10 438 453 34 Future Vol,veh/h 32 9 10 438 453 34 Conflicting Peds,#/hr 0 0 17 0 0 17 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 10 11 476 492 37 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1026 528 546 0 - 0 Stage 1 528 - - - - - Stage 2 498 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 260 550 1023 - - - Stage 1 592 - - - - - Stage 2 611 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 249 541 1006 - - - Mov Cap-2 Maneuver 249 - - - - - Stage 1 576 - - - - - Stage 2 601 - - - - - Approach EB NB SB HCM Control Delay,s 20.1 0.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1006 - 282 - - HCM Lane V/C Ratio 0.011 - 0.158 - - HCM Control Delay(s) 8.6 - 20.1 - - HCM Lane LOS A - C - - HCM 95th%tile Q(veh) 0 - 0.6 - - Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 7 HCM 6th TWSC 8: Overlook Drive & South LORAC Driveway 03/10/2022 Intersection Int Delay,sNeh 0.2 Movement EBL EBT WBT WI Lane Configurations Traffic Vol,veh/h 3 174 179 2 12 2 Future Vol,veh/h 3 174 179 2 2 2 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 198 203 2 2 2 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 205 0 - 0 408 204 Stage 1 - - - - 204 - Stage 2 - - - - 204 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1366 - - - 599 837 Stage 1 - - - - 830 - Stage 2 - - - - 830 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1366 - - - 598 837 Mov Cap-2 Maneuver - - - - 598 - Stage 1 - - - - 828 - Stage 2 - - - - 830 - Approach EB WB SB HCM Control Delay,s 0.1 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1366 - - - 698 HCM Lane V/C Ratio 0.002 - - - 0.007 HCM Control Delay(s) 7.6 0 - - HCM Lane LOS A A - - B HCM 95th%tile Q(veh) 0 - - - 0 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 8 HCM 6th TWSC 9: Atherton Drive & Rassekh Park Driveway 03/10/2022 Intersection Int Delay,sNeh 2.1 Movement EBL EBT W. Lane Configurations Traffic Vol,veh/h 4 27 30 14 Future Vol,veh/h 4 27 30 14 14 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 30 33 15 15 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 48 0 - 0 79 41 Stage 1 - - - - 41 - Stage 2 - - - - 38 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1559 - - - 924 1030 Stage 1 - - - - 981 - Stage 2 - - - - 984 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1559 - - - 921 1030 Mov Cap-2 Maneuver - - - - 921 - Stage 1 - - - - 978 - Stage 2 - - - - 984 - Approach EB WB SB HCM Control Delay,s 0.9 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1559 - - - 947 HCM Lane V/C Ratio 0.003 - - - 0.022 HCM Control Delay(s) 7.3 0 - - a HCM Lane LOS A A - - A HCM 95th%tile Q(veh) 0 - - - 0.1 Lake Oswego Parks and Recreation Synchro 10 Report by PBS Weekend SAT Peak Hour-2024 With Both Projects Page 9 Appendix D Queueing Analysis Queuing and Blocking Report 03/10/2022 Weekday AM Peak Hour - 2022 Existing Conditions Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 51 168 133 133 Average Queue(ft) 16 68 30 47 95th Queue(ft) 45 130 90 98 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 117 69 27 32 94 153 32 183 148 Average Queue(ft) 48 32 3 5 34 57 7 60 35 95th Queue(ft) 91 61 16 24 69 122 25 134 90 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 0 1 0 Queuing Penalty(veh) 0 0 4 0 Intersection: 3: Stafford Road & Bergis Road Movement WB NB NB SB B11 Directions Served LR T R LT T Maximum Queue(ft) 88 17 2 87 2 Average Queue(ft) 40 1 0 8 0 95th Queue(ft) 70 8 2 46 Link Distance(ft) 1353 857 119 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 68 Storage Blk Time(%) 0 Queuing Penalty(veh) 0 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 1 Queuing and Blocking Report 03/10/2022 Weekday AM Peak Hour - 2022 Existing Conditions Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 SB Directions Served LR LT T T Maximum Queue(ft) 55 125 9 2 Average Queue(ft) 25 18 0 0 95th Queue(ft) 46 76 6 2 Link Distance(ft) 1148 156 119 1231 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 204 66 18 98 180 18 307 Average Queue(ft) 91 25 1 33 78 1 148 95th Queue(ft) 160 54 8 71 148 = 261 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 4 0 3 1 Queuing Penalty(veh) 2 0 2 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 105 126 62 76 Average Queue(ft) 50 62 24 38 95th Queue(ft) 89 100 51 64 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 2 Queuing and Blocking Report 03/10/2022 Weekday AM Peak Hour - 2022 Existing Conditions Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:9 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2022 Existing Conditions Page 3 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2022 Existing Conditions Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 49 89 326 201 Average Queue(ft) 16 34 107 74 95th Queue(ft) 43 70 310 162 Link Distance(ft) 144 1225 2740 1339 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 91 104 47 69 56 126 99 242 109 Average Queue(ft) 37 47 11 24 20 45 23 90 15 95th Queue(ft) 72 83 34 54 EL43 94 65 188 64 Link Distance(ft) 171 171 522 522 1339 970 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 3 0 Queuing Penalty(veh) 0 4 0 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 81 106 Average Queue(ft) 35 11 95th Queue(ft) 65 '9i Link Distance(ft) 1349 111 Upstream Blk Time(%) 0 Queuing Penalty(veh) 1 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 1 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2022 Existing Conditions Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB SB Directions Served LR LT R Maximum Queue(ft) 61 97 2 Average Queue(ft) 21 15 0 95th Queue(ft) 45 59 2 Link Distance(ft) 1144 148 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 60 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 196 127 52 77 141 30 305 Average Queue(ft) 88 29 16 24 58 6 142 95th Queue(ft) 152 78 47 56 115 24 256 Link Distance(ft) 2212 590 402 1725 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 3 0 0 1 1 Queuing Penalty(veh) 2 0 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 88 80 53 52 Average Queue(ft) 42 42 16 23 95th Queue(ft) 71 67 43 47 Link Distance(ft) 989 2008 663 887 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 2 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2022 Existing Conditions Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:7 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2022 Existing Conditions Page 3 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2022 Existing Conditions Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR LTR Maximum Queue(ft) 38 122 106 162 Average Queue(ft) 11 45 32 64 95th Queue(ft) 88 83 129 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 72 78 69 66 71 142 105 191 78 Average Queue(ft) 27 36 23 27 25 56 18 74 14 95th Queue(ft) 60 67 52 57 54 117 60 146 ja Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 2 Queuing Penalty(veh) 0 2 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 61 77 Average Queue(ft) 26 9 95th Queue(ft) 54 43 Link Distance(ft) 1353 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 1 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2022 Existing Conditions Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 SB Directions Served LR LT T R Maximum Queue(ft) 54 99 9 3 Average Queue(ft) 19 9 0 0 95th Queue(ft) 41 49 9 3 Link Distance(ft) 1148 156 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 60 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 141 55 39 84 173 32 252 Average Queue(ft) 61 20 10 22 59 3 110 95th Queue(ft) 106 49 33 55 128 18 199 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 1 0 2 0 Queuing Penalty(veh) 0 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 75 68 41 53 Average Queue(ft) 32 38 17 21 95th Queue(ft) 59 62 41 47 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 2 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2022 Existing Conditions Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:3 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2022 Existing Conditions Page 3 Queuing and Blocking Report 03/15/2022 Weekday AM Peak Hour - 2024 Without Project Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 57 196 131 112 Average Queue(ft) 17 71 28 43 95th Queue(ft) 47 145 87 90 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 112 79 27 32 101 178 31 178 151 Average Queue(ft) 51 33 4 7 34 62 7 61 40 95th Queue(ft) 93 64 18 27 74 136 25 132 97 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 1 0 Queuing Penalty(veh) 1 3 0 Intersection: 3: Stafford Road & Bergis Road Movement WB NB SB Directions Served LR T LT Maximum Queue(ft) 89 16 72 Average Queue(ft) 40 1 8 95th Queue(ft) 71 10 41 Link Distance(ft) 1353 857 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) 0 Queuing Penalty(veh) 0 Lake Oswego Parks and Recreation SimTraffic Report Weekday AM Peak Hour-2024 Without Project Page 1 Queuing and Blocking Report 03/15/2022 Weekday AM Peak Hour - 2024 Without Project Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 Directions Served LR LT T Maximum Queue(ft) 56 101 9 Average Queue(ft) 23 18 0 95th Queue(ft) 44 66 9 Link Distance(ft) 1148 156 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 194 63 18 96 179 12 312 Average Queue(ft) 91 24 1 34 74 1 142 95th Queue(ft) 155 —5f 9 73 142 7 254 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 3 0 0 2 1 Queuing Penalty(veh) 2 0 1 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 132 144 51 78 Average Queue(ft) 54 62 24 38 95th Queue(ft) 100 104 48 65 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report Weekday AM Peak Hour-2024 Without Project Page 2 Queuing and Blocking Report 03/15/2022 Weekday AM Peak Hour - 2024 Without Project Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:8 Lake Oswego Parks and Recreation SimTraffic Report Weekday AM Peak Hour-2024 Without Project Page 3 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2024 Without Project Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 43 93 376 233 Average Queue(ft) 15 37 127 78 95th Queue(ft) 42 75 293 166 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NI SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 101 111 40 58 64 136 76 214 116 Average Queue(ft) 40 49 12 24 21 51 24 90 14 95th Queue(ft) 80 88 35 51 45 105172 54 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 3 Queuing Penalty(veh) 0 4 Intersection: 3: Stafford Road & Bergis Road Movement WB NB SB Directions Served LR T LT Maximum Queue(ft) 72 2 98 Average Queue(ft) 35 0 12 95th Queue(ft) 61 2 54 Link Distance(ft) 1353 857 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 Without Project Page 1 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2024 Without Project Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB SB Directions Served LR LT R Maximum Queue(ft) 63 103 6 Average Queue(ft) 21 16 0 95th Queue(ft) 48 66 4 Link Distance(ft) 1148 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 60 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 167 65 57 60 161 32 330 Average Queue(ft) 87 23 14 25 62 7 149 95th Queue(ft) 144 54 43 53 126 27 262 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 3 2 1 Queuing Penalty(veh) 2 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 89 78 45 49 Average Queue(ft) 45 44 17 23 95th Queue(ft) 76 68 43 45 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 Without Project Page 2 Queuing and Blocking Report 03/10/2022 Weekday PM Peak Hour - 2024 Without Project Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:7 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 Without Project Page 3 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2024 Without Project Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR LTR Maximum Queue(ft) 38 107 124 176 Average Queue(ft) 11 43 34 62 95th Queue(ft) 87 87 132 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 63 86 77 68 60 145 67 193 133 Average Queue(ft) 26 36 25 28 26 55 17 76 14 95th Queue(ft) 53 72 58 57 51 116 47 152 61 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 2 Queuing Penalty(veh) 0 2 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 62 66 Average Queue(ft) 26 7 95th Queue(ft) 57 39 Link Distance(ft) 1353 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 1 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2024 Without Project Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 Directions Served LR LT T Maximum Queue(ft) 48 74 9 Average Queue(ft) 19 9 0 95th Queue(ft) 42 45 9 Link Distance(ft) 1148 156 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 146 59 41 53 144 29 288 Average Queue(ft) 64 19 9 19 61 4 116 95th Queue(ft) 113 49 34 43 125 20 220 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 1 2 1 Queuing Penalty(veh) 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 78 77 44 52 Average Queue(ft) 34 39 16 22 95th Queue(ft) 61 65 40 47 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 2 Queuing and Blocking Report 03/10/2022 Weekend SAT Peak Hour - 2024 Without Project Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:4 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekend SAT Peak Hour-2024 Without Project Page 3 Queuing and Blocking Report 03/11/2022 Weekday AM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 49 229 125 118 Average Queue(ft) 15 75 32 45 95th Queue(ft) 44 157 89 95 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SBSB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 113 76 25 29 91 171 41 179 137 Average Queue(ft) 50 32 2 6 36 59 7 61 34 95th Queue(ft) 94 64 12 25 73 127 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 1 0 Queuing Penalty(veh) 0 3 0 Intersection: 3: Stafford Road & Bergis Road Movement WB NB NB SB Directions Served LR T R LT Maximum Queue(ft) 105 5 3 91 Average Queue(ft) 43 0 0 10 95th Queue(ft) 78 5 3 49 Link Distance(ft) 1353 857 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 68 Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 1 Queuing and Blocking Report 03/11/2022 Weekday AM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB Directions Served LR LT Maximum Queue(ft) 55 111 Average Queue(ft) 24 19 95th Queue(ft) 45 72 Link Distance(ft) 1148 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 189 64 6 112 202 12 330 Average Queue(ft) 91 26 0 34 78 0 140 95th Queue(ft) 151 54 4 74 154 6 253 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 4 0 3 1 Queuing Penalty(veh) 2 0 2 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 137 130 58 77 Average Queue(ft) 52 63 25 39 95th Queue(ft) 95 107 49 65 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 2 Queuing and Blocking Report 03/11/2022 Weekday AM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:8 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Project(Rassekh Park) Page 3 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 48 90 450 196 Average Queue(ft) 15 37 135 76 95th Queue(ft) 42 72 411 158 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB'SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 88 104 38 58 64 111 53 195 89 Average Queue(ft) 40 48 12 26 21 48 21 85 12 95th Queue(ft) 77 85 34 55 46 96 44 162 50 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 3 Queuing Penalty(veh) 0 3 Intersection: 3: Stafford Road & Bergis Road Movement WB SB B11 Directions Served LR LT T Maximum Queue(ft) 84 89 3 Average Queue(ft) 34 12 0 95th Queue(ft) 64 50 3 Link Distance(ft) 1353 119 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 1 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB SB Directions Served LR LT R Maximum Queue(ft) 58 103 3 Average Queue(ft) 22 15 0 95th Queue(ft) 46 58 3 Link Distance(ft) 1148 156 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 60 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 176 64 61 75 168 32 336 Average Queue(ft) 90 24 16 24 66 7 147 95th Queue(ft) 152 54 47 56 130 28 263 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 4 0 2 1 Queuing Penalty(veh) 2 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 87 84 46 56 Average Queue(ft) 43 43 15 23 95th Queue(ft) 72 68 42 47 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 2 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Project (Rassekh Park) Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement SB Directions Served LR Maximum Queue(ft) 30 Average Queue(ft) 6 95th Queue(ft) 25 Link Distance(ft) 1116 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:6 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Project(Rassekh Park) Page 3 Queuing and Blocking Report Weekend SAT Peak Hour - 2024 With Project (Rassekh Park) 03/15/2022 Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR LTR Maximum Queue(ft) 49 92 138 169 Average Queue(ft) 16 42 37 66 95th Queue(ft) 44 80 98 133 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 76 73 68 70 72 149 57 186 80 Average Queue(ft) 28 36 27 28 25 56 15 75 13 95th Queue(ft) 59 64 58 56 EL 54 117 43 152 49 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 2 0 Queuing Penalty(veh) 0 2 0 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 76 64 Average Queue(ft) 27 7 95th Queue(ft) 58 35 Link Distance(ft) 1353 119 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS PBS Engineering and Environmental Inc. Page 1 Queuing and Blocking Report Weekend SAT Peak Hour - 2024 With Project (Rassekh Park) 03/15/2022 Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 B11 Directions Served LR LT T Maximum Queue(ft) 49 68 12 10 Average Queue(ft) 19 7 0 0 95th Queue(ft) 41 37 6 0 Link Distance(ft) 1148 156 119 119 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 134 65 36 60 159 32 259 Average Queue(ft) 66 22 10 22 59 4 109 95th Queue(ft) 110 52 33 51 124 20 205 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 1 1 0 Queuing Penalty(veh) 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 65 78 50 56 Average Queue(ft) 33 39 18 20 95th Queue(ft) 57 65 44 46 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS PBS Engineering and Environmental Inc. Page 2 Queuing and Blocking Report Weekend SAT Peak Hour - 2024 With Project (Rassekh Park) 03/15/2022 Intersection: 7: Stafford Road & North LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement EB SB Directions Served LT LR Maximum Queue(ft) 6 32 Average Queue(ft) 0 14 95th Queue(ft) 4 38 Link Distance(ft) 604 1116 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:3 Lake Oswego Parks and Recreation SimTraffic Report by PBS PBS Engineering and Environmental Inc. Page 3 Queuing and Blocking Report Weekday AM Peak Hour - 2024 With Both Projects 04/06/2022 Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 56 220 157 128 Average Queue(ft) 15 81 37 49 95th Queue(ft) 46 169 =118 100 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 119 90 29 34 88 181 54 197 156 Average Queue(ft) 49 33 3 7 34 62 8 59 37 95th Queue(ft) 92 69 17 27 68 135 34 132 94 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 1 0 Queuing Penalty(veh) 1 4 0 Intersection: 3: Stafford Road & Bergis Road Movement WB NB NB SB Directions Served LR T R LT T Maximum Queue(ft) 96 29 5 107 8 Average Queue(ft) 44 1 0 10 0 95th Queue(ft) 80 14 4 54 8 Link Distance(ft) 1353 857 119 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 1 Storage Bay Dist(ft) 68 Storage Blk Time(%) 0 Queuing Penalty(veh) 0 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 1 Queuing and Blocking Report Weekday AM Peak Hour - 2024 With Both Projects 04/06/2022 Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB B11 SB Directions Served LR LT T T Maximum Queue(ft) 60 129 18 2 Average Queue(ft) 24 24 0 0 95th Queue(ft) 14 2 Link Distance(ft) 1148 156 119 1231 Upstream Blk Time(%) 0 0 Queuing Penalty(veh) 1 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 196 59 18 107 218 17 325 Average Queue(ft) 97 26 1 36 81 1 163 95th Queue(ft) 161 54 9 81 158 9 285 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 5 0 0 3 2 Queuing Penalty(veh) 3 0 1 2 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 139 143 58 92 Average Queue(ft) 53 61 25 40 95th Queue(ft) 102 104 51 69 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 2 Queuing and Blocking Report Weekday AM Peak Hour - 2024 With Both Projects 04/06/2022 Intersection: 7: Stafford Road & North LORAC Driveway Movement EB NB SB Directions Served LR L TR Maximum Queue(ft) 69 36 5 Average Queue(ft) 26 8 0 95th Queue(ft) 57 29 5 Link Distance(ft) 626 857 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement EB SB Directions Served LT LR Maximum Queue(ft) 29 31 Average Queue(ft) 2 4 95th Queue(ft) 16 20 Link Distance(ft) 2016 788 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement Directions Served Maximum Queue(ft) Average Queue(ft) 95th Queue(ft) Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty: 13 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday AM Peak Hour-2024 With Both Projects Page 3 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Both Projects Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR ULTR Maximum Queue(ft) 40 108 446 212 Average Queue(ft) 14 39 146 81 95th Queue(ft) (40 =78 385 166 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 105 118 48 60 59 138 89 231 127 Average Queue(ft) 42 49 12 27 21 57 22 91 17 95th Queue(ft) 83 90 34 54 EL 45 110 58 176 69 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 3 Queuing Penalty(veh) 0 4 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 77 94 Average Queue(ft) 36 11 95th Queue(ft) 67 'II Link Distance(ft) 1353 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 1 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Both Projects Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB Directions Served LR LT Maximum Queue(ft) 63 115 Average Queue(ft) 24 21 95th Queue(ft) 49 Link Distance(ft) 1148 156 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 199 67 61 91 198 46 429 Average Queue(ft) 99 30 16 31 77 8 177 95th Queue(ft) 167 63 47 66 148 31 317 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 5 0 2 3 Queuing Penalty(veh) 3 1 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 93 78 45 51 Average Queue(ft) 44 43 16 23 95th Queue(ft) 16 67 41 47 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 2 Queuing and Blocking Report 03/11/2022 Weekday PM Peak Hour - 2024 With Both Projects Intersection: 7: Stafford Road & North LORAC Driveway Movement EB NB SB Directions Served LR L TR Maximum Queue(ft) 100 36 3 Average Queue(ft) 41 7 0 95th Queue(ft) 80 28 3 Link Distance(ft) 626 857 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement EB SB Directions Served LT LR Maximum Queue(ft) 12 31 Average Queue(ft) 1 9 95th Queue(ft) 7 32 Link Distance(ft) 2016 788 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement EB SB Directions Served LT LR Maximum Queue(ft) 3 30 Average Queue(ft) 0 6 95th Queue(ft) 3 25 Link Distance(ft) 604 1116 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty: 10 Lake Oswego Parks and Recreation SimTraffic Report by PBS Weekday PM Peak Hour-2024 With Both Projects Page 3 Queuing and Blocking Report 03/11/2022 Weekend SAT Peak Hour - 2024 With Both Projects Intersection: 1: Stafford Road & Atherton Drive/Rosemont Road Movement EB WB NB SB Directions Served LTR LTR ULTR LTR Maximum Queue(ft) 45 105 126 180 Average Queue(ft) 15 43 36 64 95th Queue(ft) 42 81 88 131 Link Distance(ft) 152 1229 2744 1348 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 2: Stafford Road & Overlook Drive Movement EB EB WB WB NB NB SB SB SB Directions Served L TR L TR L TR L T R Maximum Queue(ft) 78 79 65 74 69 143 92 188 137 Average Queue(ft) 30 38 24 30 26 59 18 72 16 95th Queue(ft) 63 69 55 62 54 120 58 148 Link Distance(ft) 179 179 526 526 1348 979 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 155 120 130 Storage Blk Time(%) 0 2 Queuing Penalty(veh) 0 2 Intersection: 3: Stafford Road & Bergis Road Movement WB SB Directions Served LR LT Maximum Queue(ft) 68 81 Average Queue(ft) 28 7 95th Queue(ft) 58 39 Link Distance(ft) 1353 119 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report Weekend SAT Peak Hour-2024 With Both Projects Page 1 Queuing and Blocking Report 03/11/2022 Weekend SAT Peak Hour - 2024 With Both Projects Intersection: 4: Stafford Road & Sunny Hill Drive Movement EB NB SB Directions Served LR LT R Maximum Queue(ft) 54 82 3 Average Queue(ft) 20 10 0 95th Queue(ft) 45 45 3 Link Distance(ft) 1148 156 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 60 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 5: Stafford Road/McVey Avenue & South Shore Boulevard Movement EB EB WB NB NB SB SB Directions Served LT R LTR L TR L TR Maximum Queue(ft) 141 56 38 85 153 32 241 Average Queue(ft) 63 22 9 26 62 5 117 95th Queue(ft) 111 52 33 59 122 22 208 Link Distance(ft) 2216 594 410 1729 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 110 100 245 Storage Blk Time(%) 1 0 1 0 Queuing Penalty(veh) 0 0 1 0 Intersection: 6: Meadowlark Lane/Tree Top Lane & Overlook Drive Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue(ft) 70 72 42 49 Average Queue(ft) 34 39 18 21 95th Queue(ft) 59 63 43 45 Link Distance(ft) 994 2016 667 892 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Lake Oswego Parks and Recreation SimTraffic Report Weekend SAT Peak Hour-2024 With Both Projects Page 2 Queuing and Blocking Report 03/11/2022 Weekend SAT Peak Hour - 2024 With Both Projects Intersection: 7: Stafford Road & North LORAC Driveway Movement EB NB Directions Served LR L Maximum Queue(ft) 59 31 Average Queue(ft) 27 3 95th Queue(ft) 55 17 Link Distance(ft) 626 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 Storage Blk Time(%) Queuing Penalty(veh) Intersection: 8: Overlook Drive & South LORAC Driveway Movement EB SB Directions Served LT LR Maximum Queue(ft) 25 31 Average Queue(ft) 1 4 95th Queue(ft) 11 22 Link Distance(ft) 2016 788 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 9: Atherton Drive & Rassekh Park Driveway Movement SB Directions Served LR Maximum Queue(ft) 34 Average Queue(ft) 15 95th Queue(ft) 40 Link Distance(ft) 1116 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:3 Lake Oswego Parks and Recreation SimTraffic Report Weekend SAT Peak Hour-2024 With Both Projects Page 3 Appendix E Four-Hour Signal Warrants 2009 Edition Page 439 Option: 08 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns. Section 4C.03 Warrant 2,Four-Hour Vehicular Volume Support: - oi The Four-Hour Vehicular Volume signal warrant conditions are intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic control signal. Standard: 02 The need for a traffic control signal shall be considered if an engineering study finds that,for each of any 4 hours of an average day,the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction only) all fall above the applicable curve in Figure 4C-1 for the existing combination of approach lanes. On the minor street,the higher volume shall not be required to be on the same approach during each of these 4 hours. Option: 03 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-2 may be used in place of Figure 4C-1. Section 4C.04 Warrant 3. Peak Hour Support: of The Peak Hour signal warrant is intended for use at a location where traffic conditions are such that for a minimum of 1 hour of an average day,the minor-street traffic suffers undue delay when entering or crossing the major street. Standard: 02 This signal warrant shall be applied only in unusual cases,such as office complexes,manufacturing plants,industrial complexes,or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. os The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met: A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute periods) of an average day: 1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach; and 2. The volume on the same minor-street approach (one direction only)equals or exceeds 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for intersections with three approaches or 800 vehicles per hour for intersections with four or more approaches. B. The plotted point representing the vehicles per hour on the major street(total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach(one direction only)for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 for the existing combination of approach lanes. Option: 04 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-4 may be used in place of Figure 4C-3 to evaluate the criteria in the second category of the Standard. os If this warrant is the only warrant met and a traffic control signal is justified by an engineering study,the traffic control signal may be operated in the flashing mode during the hours that the volume criteria of this warrant are not met. Guidance: as If this warrant is the only warrant met and a traffic control signal is justified by an engineering study, the traffic control signal should be traffic-actuated. December 2009 Sect.4C.02 to 4C.04 Page 440 2024 With Both Project Conditions (LORAC and Rassekh Park) 2009 Edition Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume 500 I I I I I I NK2 OR MORE LAi ES&2 OR M i RE LAi ES 400 2 O R MORE LANES& 1 LANE MINOR STREET 300 ` 1 LANE& 1 LANE HIGHER- \ 7-8am (777,50) VOLUME APPROACH - 200 8-9am (1063,108) VPH 115" 100 7-44p< 80* 4-5pm (1089,71) 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 5-6pm (1005,49) MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) "Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 OR MORE LANES&2 OR MORE LANES 300 MINOR 2 OR MORE LANES& 1 LANE STREET ito, HIGHER- 200 � 1 LANE& 1 LANE VOLUME APPROACH - 0 , VPH 100 80" 60* 200 300 400 500 600 700 800 900 1000 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note:80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. Sect.4C.04 December 2009 Appendix F Turn Lane Evaluations 2024 With Both Project Conditions (LORAC & Rassekh Park) at Rassekh Park Driveway / Atherton Drive (Eastbound Left-Turn Lane) Left Turn Lane Evaluation Process • A left turn lane should be installed, if criterion 1 (Volume) or 2 (Crash) or 3 (Special Cases) are met, unless a subsequent evaluation eliminate it as an option; and • The Region Traffic Engineer must approve all proposed left turn lanes on state highways, regardless of funding source; and • Left turn lane complies with Access Management Spacing Standards; and • Left turn lane conforms to applicable local, regional and state plans. Criterion 1: Vehicular Volume The vehicular volume criterion is intended for application where the volume of intersecting traffic is the principal reason for considering installation of a left turn lane. The volume criterion is determined by the Texas Transportation Institute (TTI) curves in Exhibit 12-1. The criterion is not met from zero to ten left turn vehicles per hour, but indicates that careful consideration be given to installing a left turn lane due to the increased potential for rear-end collisions in the through lanes. While the turn volumes are low, the adverse safety and operations impacts may require installation of a left turn. The final determination will be based on a field study. Exhibit 12-1 Left Turn Lane Criterion (TTI) Left Turn Lane Criterion 1000— AM Peak Ho (0,71) J800—........................................................................... .. .....................................................- oi a) C a E 600 1 ................. = Met Criterionao —N > _400— Did Not Meet Criterion O — • �� 45, h 35h °- 200 izi_ C I SAT Peak Hour (4,75) 0 \ I I I I I i I I I i I l 0 10 20 30 40 50 60 Left-Turn Volume (Design Hour Volumes) PM Peak Hour 3,64) . 111 *(Advancing Volume/Number of Advancing Through Lanes)+(Opposing Volume/Number of Opposing Through Lanes) Opposing left turns are not counted as opposing volumes Analysis Procedure Manual Version 2 12-2 Last Updated 01/2020 2024 With Both Project Conditions (LORAC & Rassekh Park) at Rassekh Park Driveway / Atherton Drive (Westbound Right-Turn Lane) Exhibit 12-2 Right Turn Lane Criterion Right Turn Lane Criterion .. 800 see note o b 600 <_45 mph Q 500 • 400 • . 45 mph 300 =- 200 SAT Peak Hour 100 (14,44) AM Peak Ho (1 27) 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Right-Turn Volume Met Criterion PM Peak Hour (�Tplij (8,26) A Note: If there is no right turn lane, a shoulder needs to be provided. If this intersection is in a rural area and is a connection to a public street, a right turn lane is needed. Criterion 2: Crash Experience The crash experience criterion is satisfied when: 1. Adequate trial of other remedies with satisfactory observance and enforcement has failed to reduce the accident frequency; and 2. A history of crashes of the type susceptible to correction by a right turn lane; and 3. The safety benefits outweigh the associated improvements costs; and 4. The installation of the right turn lane minimizes impacts to the safety of vehicles, bicycles or pedestrians along the roadway. Criterion 3: Special Cases 1. Railroad Crossings: If a railroad is parallel to the roadway and adversely affects right turns, a worst case scenario should be used in determining the storage requirements for the right turn lane design. The right turn lane storage length depends on the amount of time the roadway is closed, the expected number of vehicle arrivals and the location of the crossing or other obstruction. The analysis should consider all of the variables influencing the design of the right turn lane and may allow a design for conditions other than the worst case storage requirements, providing safety is not Analysis Procedure Manual Version 2 12-6 Last Updated 01/2020 Appendix G Collision Rate Calculations and Data Collision Rate Calculations at Stafford Road / Atherton Drive--Rosemont Road Intersection: !Stafford Rd / Atherton Dr--Rosemont Rd 'Date 12/16/2020 Ra = System Wide Average collision rate = 0.6 K = Statistical Constant= 1.645 Average Daily cars passing Through intersection ADT 470 9990 4420 7720 M= Millions of Vehicles for a five year period = 41.245 Rc= Critical Rate = 0.791 Collision Rate Number of collisions = 1 3 Number of years = 5 Collision Rate = 0.071 Rc= Ra+(K*Ra/M)^.5)-1/(2*M) ADT =2020 PM Count X 10 PM Peak Hour= Approx. 10% ADT Collision Rate Calculations at Stafford Road / Overlook Drive Intersection: !Stafford Road / Overlook Drive 1 Date 12/16/2020 Ra = System Wide Average collision rate = 0.6 K = Statistical Constant= 1.645 Average Daily cars passing Through intersection ADT 4520 4850 400 7340 M= Millions of Vehicles for a five year period = 31.22575 Rc= Critical Rate = 0.811 Collision Rate Number of collisions = 1 6 Number of years = 5 Collision Rate = 0.191 Rc= Ra+(K*Ra/M)^.5)-1/(2*M) ADT =2020 PM Count X 10 PM Peak Hour= Approx. 10% ADT Collision Rate Calculations at Stafford Road / Bergis Road Intersection: !Stafford Road / Bergis Road 1 Date 12/16/2020 Ra = System Wide Average collision rate = 0.6 K = Statistical Constant= 1.645 Average Daily cars passing Through intersection ADT 0 4600 640 7190 M= Millions of Vehicles for a five year period = 22.68475 Rc= Critical Rate = 0.851 Collision Rate Number of collisions = 1 6 Number of years = 5 Collision Rate = 0.261 Rc= Ra+(K*Ra/M)^.5)-1/(2*M) ADT =2020 PM Count X 10 PM Peak Hour= Approx. 10% ADT Collision Rate Calculations at South Shore Blvd / Stafford Rd--McVey Ave Intersection: !South Shore Blvd / Stafford Rd--McVey Ave 'Date 12/16/2020 Ra = System Wide Average collision rate = 0.6 K = Statistical Constant= 1.645 Average Daily cars passing Through intersection ADT 3830 5190 450 7970 M= Millions of Vehicles for a five year period = 31.828 Rc= Critical Rate = 0.811 Collision Rate Number of collisions = 4 Number of years = 5 Collision Rate = 0.131 Rc= Ra+(K*Ra/M)^.5)-1/(2*M) ADT =2020 PM Count X 10 PM Peak Hour= Approx. 10% ADT Collision Rate Calculations at Tree Top Lane -- Meadowlark Lane / Overlook Drive Intersection: !Tree Top Lane-- Meadowlark Lane / Overlook'Date 12/16/2020 Ra = System Wide Average collision rate = 0.6 K = Statistical Constant= 1.645 Average Daily cars passing Through intersection ADT 4860 340 2040 720 M= Millions of Vehicles for a five year period = 14.527 Rc= Critical Rate = 0.901 Collision Rate Number of collisions = 1 1 Number of years = 5 Collision Rate = 0.071 Rc= Ra+(K*Ra/M)^.5)-1/(2*M) ADT =2020 PM Count X 10 PM Peak Hour= Approx. 10% ADT 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MCVEYAVE at SOUTH SHO RBLVeOW, ego, Clackamas 01,O015 to 12/31/2019 8/28/2016 1 10A Clackamas Lake Osmego PORTLAND 01510 MCVEYAVE 02206 SOUTH 6 SW 06 3-LEG TRF SIGNAL 0 CLR DRY DAY S-,TOP REAR PDO 29 3220013 11 1 1 PSNGR CAR NONE 9 N/A STRGHT SW NE 000 . 3672539 11 1 1 DRVR NONE UA SHORE BLVD „0628603949 NONE �0FALSE �8/28/2o,s 1 10A Clackamas Lake o=wegoPORTLAND 01510 MCEYAVE 02206 SOU , SW os 3-LEG TRF SIGNAL 0CLR DRY DAY s,TOP REAR Poo 29 o 2PSNGRCAR NONE 9N,A STOP SW NE 3672540 DRVR NONE UA 3 00,4 CITY 0FALSE 23P RrLANo 01510 SAVE 02206 os 3�G TI'FSI , DRY IOW ONE RVTE STRGHT SW NE 000 W BLVD Oswego PORTLAND o, ` " „ss9oo3781 NONE 0FALSE 9/,4/2o„ SOU oR�R ONE aA Clackamas Lake o,s,o �A�Eo��s R os �G STOP SIGN o DRY �Y �,sroP REAR Poo 21848 PSN�R�RNONE R��r sw o00 UA „sssoo37a, NONE 0FALSE 9 4/2o„ 58A Clackamas Lakeosmego PORTLAND 01510 MCEYAVE 02206 , INTER s SW os 3-LEG STOP SIGN o CLR DRY DAY S-,TOP REAR Poo 29 3321849 0 2PSNGRCAR NONE 9N,A STOP SW NE o„ 3787,,9 o „ DRVR NONE UA SHORE BLVD amas Lake o=wegoPORTLAND 01510 MCEYAVEo2206 SOUTH 1 INTER ,RAIN T N''' 355380 0 ckamas Lakeo=wego PORr�No 01510 YAVE 02206 SOUTH RAIN WET ANGLOTH ANGL Poo o, 0 o 2 PSNGR CAR NONE 0PRVTE STRGHT SE 8381 o S OVERLOOK DR et MEADOVVLA RK LN,C ty of Lake Oswego, Clackamas Court U1/U1/2U1J to 12/31/2019 CHASH_ID SEH_NO INVS I AG UNLOCI FL6 CHASH_DI LHASH VVK LHASH HH LN I Y_NM LIIIY SECI UHH AHEH SI_NO SI_NM IS,I_S I_N IS,I_S I_N HU(.HRH C HU(.HRH S CM4'SS_DIH CM4'SS UIH CM4'SS UIH IM4'CI LOC ISECI IY4' IHAF(.NIL VVIHH CON HU SURFS L6I(.ONO (.HASH IY4'LOCUS IY4'(.HASH SVH VHCL_ID SI HIKE VH VHCL(.ODE VH(.LI Y4' VHCL USE VHCL OVVN VHCL MVMN VHCL CM4'S VHCL CM4'S VHCL ACIN PAH I IL_ID SI HIM,PA PAH IIC VH PAH I I(._I Y4'PAH IIC IY4'INJ SVHIY VSHORT_D _DAV_CD SHORT_DES NM SHORT_NM 0 M D HORT_DESC_CD _FROM_CD SHORT_DE_CD SHORT_DES DEVICES D SHORT D HORT_DESC SHORT_DES SHORT_DE SHORT_DE TY SHORT_ CL_FLG D_SEO_NO SHORT_DES SHORTDES SHPSHORT T SHORT D S DIP FRO S DIP TOS CD RTIC_FLG CL_SEO_NO_CD SHORT_DE SHORT_DES ESL C SC C HOH I_UESL ESL (. SC SC DESC C (. DESC ESL MSHOH I_U HOH I_UESL SC C 1 l4 ESC bLtli U Oswego 4'OH ILHN LOOK 1 U1 UA RK LN DR 1 l4bLtl1 U41,1 CI I 1U/!/LU1! !J4' Clackamas Lake Oswego POH I LAND U1JJ1 MEADOVVLA U1H, OVERLOOK 1 INIEH 9 LN U1 LHOBS SI OP SIGN CLH UHY UHY ANGL--OIH ANGL INJ JL94b3b U 2PSNGH CAH NONE PHV IE SI HUHI N S UUU .3!SYS, U 11 UHVH NONE UA RK LN DR Appendix H Clackamas County Correspondence David Holt From: Snuffin, Christian <CSnuffin@clackamas.us> Sent: Monday, March 21, 2022 3:29 PM To: David Holt Cc: Chad Pietrok; Ken Rehms; Bhauvesh Jaya;John A. Manix Subject: RE: Rassekh Traffic Comment Responses. Hi David, Nice talking to you this afternoon... I appreciate the update.The v/c standard of 0.90 from Comp Plan Table 5-2b would be appropriate to use for the Stafford/Rosemont roundabout. Please feel free to contact me if there are any questions. Christian Snuffin, PE, PTOE I Senior Traffic Engineer Transportation Safety I Clackamas County Department of Transportation and Development 150 Beavercreek Road I Oregon City,OR 97045 1 It 503-680-5623 From: David Holt [mailto:David.Holt@pbsusa.com] Sent:Wednesday, March 16, 2022 11:54 PM To: Snuffin, Christian <CSnuffin@clackamas.us> Cc:Chad Pietrok<Chad.Pietrok@pbsusa.com>; Ken Rehms<Ken.Rehms@pbsusa.com>; Bhauvesh Jaya <Bhauvesh.Jaya@pbsusa.com>;John A. Manix<John.Manix@pbsusa.com> Subject: RE: Rassekh Traffic Comment Responses. Warning: External email. Be cautious opening attachments and links. Hello Christian, We've nearly finished updating the TIAs for Rassekh Park and for the recreation &aquatics center, and they're finding the Stafford/ Rosemont/Atherton roundabout operating at adequate levels, both now and with the development trips added. It would appear that many pre-COVID commuters are working from home on a more permanent basis. As for the operating standard, we're applying the County's v/c ratio standard of 0.90 (maximum) based on Table 5-2b of the Comprehensive Plan. The v/c ratios in our TIAs top out at approximately 0.73 (northbound, PM) with an overall average delay of 13 seconds per vehicle. I'm sure you'll soon see the full documents for a formal review; let us know if you have any concerns in the meantime. Thanks as always for your availability. Sincerely, David Holt,PE I Project Traffic Engineer I PBS Vancouver 1360.567.2123(direct) From: Snuffin, Christian <CSnuffin@clackamas.us> Sent:Wednesday, March 9, 2022 4:44 PM To:John A. Manix<John.Manix@pbsusa.com> Cc:Chad Pietrok<Chad.Pietrok@pbsusa.com>; Ken Rehms<Ken.Rehms@pbsusa.com>; Bhauvesh Jaya <Bhauvesh.Java@pbsusa.com>; David Holt<David.Holt@pbsusa.com> Subject: RE: Rassekh Traffic Comment Responses. 1 Hi John, Thank you for the update. I look forward to reviewing the updated analysis. It will be helpful to have analysis based on County operational standards where applicable. Please note that these are Lake Oswego land uses, so the City is solely responsible for the land use decisions and the County may only advise. Christian Snuffin, PE, PTOE I Senior Traffic Engineer Transportation Safety I Clackamas County Department of Transportation and Development 150 Beavercreek Road I Oregon City,OR 97045 I SI 503-680-5623 From:John A. Manix Finailto:John.Manix@pbsusa.comj Sent:Tuesday, March 8, 2022 3:56 PM To: Snuffin, Christian <CSnuffin@clackamas.us> Cc:Chad Pietrok<Chad.Pietrok@Dbsusa.com>; Ken Rehms<Ken.Rehms@Dbsusa.com>; Bhauvesh Jaya <Bhauvesh.Java@Dbsusa.com>; David Holt<David.Holt@obsusa.com> Subject: RE: Rassekh Traffic Comment Responses. Warning: External email. Be cautious opening attachments and links. Christian:We are redoing the TIA for both Lake Oswego's Rassekh Park and recreation center project with 2022 counts. It will include an update of the rec center project size and completion date. We will include in our analysis an evaluation of the County LOS standards for the roundabout. If you have any questions or comments, please let me know. [,PE I Senior Traffic Engineer I PBS Vancouver I 360.607.1854(cell) From: Ken Rehms <Ken.Rehms@obsusa.com> Sent:Tuesday, March 8, 2022 2:07 PM To:John A. Manix<John.Manix@Dbsusa.com>; Bhauvesh Jaya <Bhauvesh.Java@Dbsusa.com>; David Holt <David.Holt@obsusa.com> Cc:Chad Pietrok<Chad.Pietrok@obsusa.com> Subject: FW: Rassekh Traffic Comment Responses. Guys, Passing along the Rassekh Park comments from the city they will need responses from as well for the 18th submittal. You should have already received these comments awhile ago. For the county comment, I would suggest you contact them to let them know what has been going on with redoing the TIA with the new counts. I believe it was Christian Snuffin whom you met with in the past. We just need to make sure we're meeting their standards as well, whoever's is the most stringent, city or county.And then provide me with written responses so I can send to the Rassekh team. Thanks for your continued work in meeting these LO challenges. Ken Rehms,PE Senior Transportation Engineer/Project Manager PBS Portland 503.417.7720(direct) 503.729.8880(cell) x7720 2 From: Steven Tuttle<STuttle@mcknze.com> Sent:Tuesday, March 8, 2022 10:11 AM To: Ken Rehms<Ken.Rehms@i bsusa.com> Cc: Powers, Bruce<boowers@ci.osweeo.or.us> Subject: Rassekh Traffic Comment Responses. Hi Ken, As a part of our incompleteness letter for Rassekh Park, we are needing to respond to the following traffic comments. Can you please provide responses to these items and verify that they've been addressed in your report? Are you still on track for the 18th? 4. Traffic Impact Study. Clackamas County has road authority of the area of the roundabout on Stafford Road. See attached comments from Clackamas County for PA 21-0069 that discusses scoping and preparation of the traffic impact study(TIS). Correspondence with Clackamas County regarding the TIS was not submitted with the application and comments have not been received from Clackamas County as of this date(the County was routed a copy of the application for comments). Review of the TIS from Clackamas County in regards to the roundabout is required and staff strongly advises you and your traffic consultant meet with the County to discuss options for compliance with their traffic standards as it is a critical component of this application as well as the upcoming Recreation and Aquatics Center application.A complete application shall include a copy of correspondence from Clackamas County outlining their requirements or comments regarding this development proposal and any review of the traffic study. Additionally, the Engineering Department noted the following incomplete items: Traffic Impact Analysis(March 5,2021) ■ Staff recommends assembling all traffic analyses into one document. ■ Since access is no longer being proposed to Stafford Road, remove references for left turn warrants (e.g., on pages v and vi and throughout the document). ■ Page 3, Table 2:Stafford Road is reported as having a speed limit of 40 mph south of Kilkenny Road. The speed limit was reduced to 35 mph between Rosemont/Atherton and South Shore in July of 2020. This reduction may impact the design of facilities. ■ Page 4, Table 3:South Shore Boulevard/Stafford Road/McVey Ave section is reported as only having Northbound approaches. ■ Page 7,Section 1.4.3:Although noted in other areas of the report(such as Section 2.3.3), the In-Process section should mention the Recreation &Aquatics Center as possibly contributing traffic to the network prior to the completion of Rassekh Park. ■ Page 7, Section 1.4.4:Is this project still expected to be completed by end of 2022?If not, report should be updated to reflect realistic year of completion and occupancy. ■ Page 8, Section 2.1:Project description should discuss amenities provided by the park, such as the proposed skate park, even if the amenity won't impact the site's trip generation. ■ Page 8, Section 2.3:New edition of ITE Trip Generation Manual has been published(11th Edition) with updated data sets. Consultant may consider updating calculations based on most recent version of the manual. 3 Rassekh Park Access Report(August 13,2021)-Comments ■ Page 2:A skate park is being considered as part of the development and is of concern to several parties. In section discussing ancillary amenities, please include discussion of skate park and whether it will increase trip generation estimates. ■ Page 4, Intersection Operation Analysis/Appendix:Analysis was reported in Table 3 for 2022 conditions without project and Table 4 for 2022 conditions with project and access on Atherton. In appendix, analysis is only provided for 2022 without project and 2022 with both projects. Please clarify results on if tables reflect just the impacts of Rassekh Park, or if they include impacts from the proposed Rec Center. ■ Page 6, Daily Traffic Volumes: Table 7 is incorrectly referenced as Table 6 in the paragraph below the Table. ■ Please include the sight distance analysis for the proposed access off Atherton. Steven Tuttle,LEED AP Landscape Architect I Department Head MACKENZIE. Architecture I Interiors I Engineering I Planning D 503.459.3203 503.224.9560 W mcknze.com RiverEast Center,1515 SE Water Avenue#100,Portland,OR 97214 Mackenzie Email Disclaimer 4