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HomeMy WebLinkAboutEx_13_Traffic_Impact_AnalysisTraffic Impact Analysis NEW LIFE CHURCH OFFICE ADDITION Prepared for: New Life Church August 2023 Prepared by: 12131 113th Avenue NE, Suite 203 Kirkland, WA 98034-7120 Phone: 425-821-3665 www.transpogroup.com 1.22134.00 © 2023 Transpo Group DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 i Table of Contents Introduction .............................................................................................................................. 1 Project Description ................................................................................................................. 1 Study Scope ........................................................................................................................... 1 Existing and Future Without-Project Conditions .................................................................. 4 Roadway Network .................................................................................................................. 4 Non-Motorized Facilities ........................................................................................................ 4 Transit Service ....................................................................................................................... 4 Traffic Volumes ...................................................................................................................... 5 Traffic Operations .................................................................................................................. 9 Traffic Safety ........................................................................................................................ 10 Project Impacts ...................................................................................................................... 11 Trip Generation .................................................................................................................... 11 Trip Distribution & Assignment ............................................................................................ 11 Traffic Operations Impact .................................................................................................... 14 Event Conditions .................................................................................................................. 14 Mitigation ................................................................................................................................ 20 Findings and Recommendations ......................................................................................... 21 Appendix Appendix A: Traffic Counts Appendix B: LOS Definitions Appendix C: LOS Worksheets Appendix D: Traffic Control Plan Appendix E: Detailed Trip Generation Figures Figure 1. Site Vicinity and Study Intersections ................................................................... 2 Figure 2. Site Plan .............................................................................................................. 3 Figure 3. Previous Year’s Attendance at New Life Church per Service ............................. 6 Figure 4. Existing Peak Hour Traffic Volumes .................................................................... 7 Figure 5. Future (2024) Without-Project Peak Hour Traffic Volumes ................................. 8 Figure 6. Project Trip Distribution and Assignment .......................................................... 12 Figure 7. Future (2024) With-Project Weekday AM and PM Peak Hour Traffic Volumes 13 Figure 8. Event Attendance Review ................................................................................. 15 Figure 9. Future (2024) Sunday Event Peak Hour Traffic Volumes ................................. 17 Figure 10. New Life Church Parking Capacity Analysis ..................................................... 19 Tables Table 1. Existing and Future Without-Project AM, PM and Sunday Peak Hour LOS Summary ............................................................................................................. 9 Table 2. Five-Year Collision Summary (2018-2022) ....................................................... 10 Table 3. Estimated Weekday Project Trip Generation .................................................... 11 Table 4. Future (2024) Without- and With-Project Weekday Peak Hour LOS Summary 14 Table 5. Sunday Observed and Event Trip Generation .................................................. 16 Table 6. Future (2024) Sunday Peak Hour LOS Summary ............................................. 18 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 1 Introduction This traffic impact analysis (TIA) identifies potential transportation-related impacts associated with the construction of the proposed office addition for the existing New Life Church. As necessary, mitigation measures are identified that would reduce or offset significant transportation-related impacts that the project may have on the surrounding transportation system. Project Description New Life Church is an existing church located in Renton at 15711 152nd Avenue SE, south of the 154th Place SE/152nd Avenue SE/Maple Valley Highway (State Route [SR] 169) intersection. The existing church is 129,000 square feet (sf), which includes the auditorium totaling 36,000 sf and the private school serving students kindergarten through 8th grade totaling 38,680 sf. The proposal would construct a new 6,400 sf building to provide formal office space for the church staff. The building would be located on the northern-most portion of the existing surface parking lot. The proposed project would eliminate approximately 40 parking stalls from the existing surface lot. No change to the existing congregation or school building spaces or programs are proposed with the addition. Access to the site would continue to be provided via 152nd Avenue SE at SE 155th Place. A site plan is included in Figure 2. The project is anticipated to be constructed and occupied by 2024. Study Scope As coordinated with City of Renton staff, the following intersections were selected for analysis: 1. 152nd Avenue SE/Maple Valley Highway (SR 169)/154th Place SE 2. 152nd Avenue SE/SE 155th Place The scope of the analysis includes a review of existing and future without-project conditions in the vicinity of the project site under the weekday AM and PM peak hour conditions as well as the Sunday peak hour. This report includes a review of the surrounding street system, transit service, non-motorized facilities, existing and future without-project weekday peak hour traffic volumes, traffic operations, and traffic safety. Future (2024) with-project conditions were estimated by adding site-generated traffic to future without-project volumes. The project’s impacts on the surrounding transportation system were identified by comparing the future with - project conditions to the future without-project conditions. A review of event conditions is summarized as well. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP Site Vicinity and Study Intersections New Life Church Office Addition FIGURE 1 Aug 17, 2023 - 9:57am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: Study Ints 1 15 2 N D A V E S E 15 4 T H P L S E SE 155T H P L Study Intersection LEGEND X Site AccessX MAPL E V A L L E Y H W Y 2 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE (10'X8'2") CARE(9'9"X9') YOUTH PASTER (10'X9') WORSHIP PASTER (8'X10') I.T./ STOR.JAN SM CONF (13'6"X9') DIRECTOR (10'X9') FINANCESUITE HR/PAY (10'X9'') KIDS OFFICE (10'X8'2") KIDS OFFICE (10'X8'2") KIDS BREAK AREAGROUP PASTER (8'X10') YOUTH WORSHIP Site Plan New Life Church Office Addition FIGURE 2 Aug 16, 2023 - 11:58am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: Site Plan Office Addition New Life Church 15 2 N D A V E S E SE 155TH PL DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 4 Existing and Future Without-Project Conditions This section describes both existing and future (2024) without-project conditions within the study area. Characteristics are provided for the roadway network, non-motorized facilities, transit service, traffic volumes, traffic operations, and traffic safety. Roadway Network The following sections describe the existing street network within the vicinity of the proposed project and anticipated changes resulting from planned improvements. Existing The primary roadways within the study area and their characteristics near study intersections are described below. Maple Valley Highway (SR 169) is a Highway of Statewide Significance (HSS) and functionally classified as an urban-principal arterial. Maple Valley Highway (SR 169) has a speed limit of 50 mph and a total of 6 lanes in the vicinity of its intersection with 152nd Avenue SE and 154th Place SE. Maple Valley Highway (SR 169) provides connectivity to I-405 to the west. Sidewalks are present on both sides of the roadway. 152nd Avenue SE (south of Maple Valley Highway (SR 169)) is a local street with a total of 3 lanes approaching its intersection with Maple Valley Highway (SR 169). The speed limit is 25 mph. Sidewalks on both sides of the roadway are present for pedestrian use. 152nd Avenue SE is the eastern boundary of the project. It provides access to the site along with access to residential and commercial uses. 154th Place SE (north of Maple Valley Highway (SR 169)) is classified as a minor arterial with a total of 4 lanes approaching its intersection with Maple Valley Highway (SR 169). The speed limit is 35 mph. A sidewalk is present for pedestrians on the east side of the roadway only. Planned Improvements Based on a review of the City of Renton’s 2023-2028 Six-Year Transportation Improvement Plan (TIP) and Washington State Department of Transportation’s 2023-2026 Statewide Transportation Improvement Plan (STIP), there are no planned improvements within study area that would impact the street network. Non-Motorized Facilities Sidewalks are provided along all the nearby streets with a signalized crossing provided across all legs of the Maple Valley Highway’s (SR 169) intersection with 152nd Avenue SE. Additionally, the Cedar River Trail runs along the north side of Maple Valley Highway (SR 169) through the study area, stretching 17.3 miles connecting Renton to Maple Valley for all non- motorized users. Transit Service Transit service in the study area is provided by King County Metro. The nearest bus stops to the project site are located at the intersection of Maple Valley Highway (SR 169) and 152nd Avenue SE and is served by Route 907. Route 907 is a dial-a-ride transit (DART) route, which has fixed routing and limited variable routing with hourly service from 8 a.m. and 5 p.m. between Renton and Black Diamond. Additionally, the project site (New Life Church) serves as a park and ride lot. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 5 Traffic Volumes The following sections summarize existing and future (2024) without-project traffic volumes within the study area. Existing Existing weekday AM peak period (7-9 a.m.), PM peak period (4-6 p.m.), and Sunday peak period (10 a.m. - 1 p.m.) traffic volumes were collected in July/August 20231. Detailed traffic counts are provided in Appendix A. Given the data collection took place during the summer, additional review of the volumes was conducted to identify any needed calibration to reflect typical conditions for the weekday and Sunday peak hours. The considerations for each peak period are summarized below. • Weekday - City staff provided previous non-summer traffic counts that were conducted in May 2022 during the weekday AM and PM peak periods. The review showed that generally movements along Maple Valley Highway (SR 169) as well as to/from 154th Place SE were similar or greater in the recent counts; however, trips to/from the 152nd Place SE were lower for the 2023 summer counts. This difference in trips is associated with school not being in session during the summer. The difference in weekday AM and PM peak hour trips to/from 152nd Place SE were added into the 2023 existing weekday peak hour volumes. The traffic added was 684 trips (352 in/332 out) in the AM peak hour and 193 trips (68 in/95 out) in the PM peak hour. The difference in traffic counts was consistent with vehicular activity to/from the school as coordinated with New Life Church staff. • Sunday – The attendance of the observed July 2023 Sunday was compared to the average attendance over the past year to ensure the counts reflected typical conditions. The observed attendance had a peak service of 900 attendees at 11 a.m. Figure 3 illustrates the past year’s service attendance2. The figure shows the service with the highest attendance is 11 a.m. and the average attendance at the service is approximately 870 attendees. Given the observed attendance exceeded the average attendance, no adjustment was made to the Sunday counts.3 1 Sunday July 30, 2023 and Tuesday August 1, 2023. 2 New Life Church provided the past year’s Sunday attendance including a total daily attendance for all Sunday non- holiday services and an attendance per service for holidays . For non-holiday services, the observed split of attendance per service in July 2023 was applied to the total attendance numbers from the past year to estimate attendance per service. 3 Considerations for adjustments on Sunday was limited to attendance of the church as the school is closed on weekends regardless of the season. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 6 Figure 3. Previous Year’s Attendance at New Life Church per Service The resulting existing weekday and Sunday peak hour traffic volumes at the study intersections are shown on Figure 4. The Sunday peak hour reflects the overlap between services (outbound from the 1st service and inbound from the 2nd service). Volumes are rounded to the nearest 5 vehicles to account for the daily fluctuations in traffic volumes. Future Without-Project Traffic Volumes Future (2024) without-project traffic volumes were forecasted by applying an annual growth rate to existing traffic volumes and adding traffic from “pipeline” development projects that would also contribute traffic to study intersections. An annual growth rate of 2.0 percent was applied to existing study intersection traffic volumes to estimate 2024 horizon year background traffic growth, as coordinated with City of Renton staff. Two pipeline projects were identified through coordination with City staff to be completed by 2024 and are included in the analysis. These include: • Cedar River Apartments: This project consists of 481 apartment units and a medical office building to be constructed on approximately 12.5 acres at 1915 Maple Valley Highway (SR 169) in the City of Renton. • Lakeside Industries Asphalt Plant: This project involves the relocation of Lakeside Industries’ current Asphalt Plant in Covington to 18825 Maple Valley Highway (SR 169). The plant will sit on a 25-acre parcel and produce asphalt used in a variety of construction projects. The forecast future 2024 without-project weekday and Sunday peak hour traffic volumes are shown in Figure 5. 0 200 400 600 800 1,000 1,200 At t e n d a n c e p e r s e r v i c e 9:30 AM Service 11 AM Service 12:30 PM Service Average Attendance (11 AM Service Non-Event) * 12/24/2022 Service Times: 3 PM, 5 PM, 8 PM * * * Ch r i s t m a s E v e Ea s t e r Ob s e r v a t i o n s DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP Existing Peak Hour Traffic Volumes New Life Church Office Addition FIGURE 4 Aug 17, 2023 - 9:58am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: Existing Vols 1 15 2 N D A V E S E 15 4 T H P L S E SE 155T H P L 2 MAPL E V A L L E Y H W Y LEGEND Study Intersection X Weekday PM Peak Hour Traffic Volumes X (X) Weekday AM Peak Hour Traffic Volumes 152nd Ave SE SR 169/Maple Valley Hwy (495) 405 (275) 1,105 (325) 150 (270) 150 65 (260) (60) 60 (85) 25 (625) 440 (390) 145 (90) 565 (110) 95 (280) 600 152nd Ave SE SE 155th Pl (5) 5 (0) 5 170 (390) (5) 5 (70) 40 (10) 85 (35) 10 (410) 110 1 2 (20) Weekday AM and PM Peak Hour Traffic Volumes 152nd Ave SE Maple Valley Hwy (SR 169) 264 417 249 257 86 63 62 593 121 127 87 279 152nd Ave SE SE 155th Pl 126 1 1 174 2 2 54 40 2 317 1 2 4 Sunday Mid-Day Peak Hour Traffic Volumes Site AccessX LEGEND X Sunday Mid Day Peak Hour Traffic Volumes LEGEND DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP Future (2024) Without-Project Peak Hour Traffic Volumes New Life Church Office Addition FIGURE 5 Aug 17, 2023 - 9:58am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: Without Proj Vols 1 15 2 N D A V E S E 15 4 T H P L S E SE 155T H P L 2 MAPL E V A L L E Y H W Y LEGEND Study Intersection X Weekday PM Peak Hour Traffic Volumes X (X) Weekday AM Peak Hour Traffic Volumes 152nd Ave SE SR 169/Maple Valley Hwy (510) 425 (300) 1,135 (330) 155 (275) 155 65 (265) (60) 60 (85) 25 (645) 465 (400) 150 (90) 575 (110) 95 (295) 620 152nd Ave SE SE 155th Pl (5) 5 (0) 5 175 (400) (5) 5 (70) 40 (10) 85 (35) 10 (420) 110 1 2 (20) Weekday AM and PM Peak Hour Traffic Volumes 152nd Ave SE Maple Valley Hwy (SR 169) 269 425 254 262 88 64 63 605 123 130 89 285 152nd Ave SE SE 155th Pl 126 1 1 174 2 2 55 41 2 317 1 2 4 Sunday Mid-Day Peak Hour Traffic Volumes Site AccessX LEGEND X Sunday Mid Day Peak Hour Traffic Volumes LEGEND DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 9 Traffic Operations The operational characteristics of an intersection are determined by calculating the intersection level of service (LOS). At signalized intersections, LOS is measured in average control delay per vehicle and is reported using the intersection delay. At unsignalized side - street, stop-controlled intersections, LOS is measured by the average delay on the worst - movement of the intersection. Traffic operations and average vehicle delay can be described qualitatively with a range of levels of service (LOS A through LOS F), with LOS A indicating free-flowing traffic and LOS F indicating extreme congestion and long vehicle delays. Appendix B contains a detailed explanation of LOS criteria and definitions. Signal timing was provided by the City of Renton. Analysis parameters such as lane channelization and signal timing were maintained for future (2024) without-project conditions from existing conditions. Weekday AM, PM and Sunday peak hour traffic operations for existing and future (2024) without-project conditions were evaluated based on the procedures identified in the Highway Capacity Manual (HCM 6) using Synchro 11 at the signalized study intersection. Synchro 11 is a software program that uses HCM methodology to evaluate intersection LOS and average vehicle delay. SimTraffic 11 was used to analyze the stop-controlled SE 155th Place/152nd Avenue SE intersection due to its non-traditional 3-way stop configuration. Results for the existing and future without-project operations analyses are summarized in Table 1. Detailed LOS worksheets for each intersection analysis are included in Appendix C. Table 1. Existing and Future Without-Project AM, PM and Sunday Peak Hour LOS Summary Existing (2024) Without-Project Intersection Traffic Control LOS1 Delay2 WM3 LOS Delay WM AM Peak Hour 1. 152nd Ave SE/MVH (SR 169) Signalized D 54 - E 57 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled B 12 WB B 12 WB PM Peak Hour 1. 152nd Ave SE/MVH (SR 169) Signalized E 61 - E 66 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled A 7 WB A 7 WB Sunday Peak Hour 1. 152nd Ave SE/MVH (SR 169) Signalized C 27 - C 28 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled A 8 NB A 7 NB Note: MVH = Maple Valley Highway. 1. Level of Service (A – F) as defined by the Highway Capacity Manual (TRB, 6th Edition). 2. Average delay per vehicle in seconds 3. Worst movement reported for unsignalized intersections. WB = westbound, NB = northbound Based on the City of Renton Comprehensive Plan (2018), the City has adopted a standard of LOS D for arterial and collector roadways and a LOS E for State Routes. As shown in Table 1, the 152nd Avenue SE/Maple Valley Highway (SR 169) intersection operates at LOS E or better during the weekday AM and PM peak hours as well as during the Sunday peak hour under both existing and future (2024) without project conditions, meeting the LOS standard for State Routes. The 152nd Avenue SE/SE 155th Place intersection is forecast to also operate acceptably at LOS B or better. The existing operations reflect the mitigation measures New Life Church has implemented to minimize off-site impacts, particularly during the weekday AM peak hour when school volumes are greatest. These measures were identified through collaboration with the surrounding community and City of Renton staff. The measures include: DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 10 • Modifying the existing parking lot layout to improve capacity and efficiency by accommodating three incoming lanes on-site allowing for separation of the pick- up/drop-off activity from the parking option and remove cars waiting along 152nd Avenue SE. The traffic control plan implemented for the 2021/2022 school year that was provided to parents is provided for reference in Appendix D. • Traffic control flaggers located at the exit point from the site to mitigate any congestion, giving priority to off-site traffic along 152nd Avenue SE and SE 155th Place. • Improving do-not block markings on 152nd Avenue SE at the adjacent commercial access to reduce it being blocked and educating Renton Christian School (RCS) parents to keep the access free and unblocked. • Requesting Renton Police Department presence to reduce u-turn traffic along 152nd Avenue SE • Providing advanced communication of large events to the surrounding community Traffic Safety The five most recent years of collision records (January 1, 2018 and December 31, 2022) provided by the Washington State Department of Transportation (WSDOT) were reviewed within the study area to identify any existing traffic safety issues at the study intersections and along the roadway segments surrounding the site. A summary of the total and average annual number of reported collisions at the study intersections and roadway segments adjacent to the project site are provided in Table 2. Table 2. Five-Year Collision Summary (2018-2022) Location Number of Collisions Total Annual Average 2018 2019 2020 2021 2022 Intersection 1. 152nd Ave SE/MVH (SR 169) 5 6 1 3 6 21 4.20 2. 152nd Ave SE/SE 155th Pl 0 1 1 0 0 2 0.40 Roadway Segments 152nd Ave SE between SR 169 and SE 155th Pl 0 1 1 0 0 2 0.40 Note: MVH = Maple Valley Highway. Source: WSDOT May 2023. Under 23 U.S. Code § 148 and 23 U.S. Code § 407, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. As shown in Table 2, most of the collisions within the study area over the last five-year period occurred at the Maple Valley Highway (SR 169)/152nd Avenue SE/154th Pl SE intersection with an annual average of approximately 4 collisions. The most common collision type experienced at this intersection was rear end collisions, which primarily resulted in property damage only. Rear-end collisions are typical of congested areas with stop-and-go traffic. South of the Maple Valley Highway (SR 169)/152nd Avenue SE/154th Pl SE intersection along 152nd Avenue SE, along the project frontage and at the intersection with SE 155th Place, there was an average of less than 1 collision per year reported during the review period. Overall, there were no reported fatalities nor collisions involving either a pedestrian or bicyclist in the study area during the review period. Based on the review of existing collisions in the study area, no patterns of safety concerns were identified. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 11 Project Impacts The following sections summarize the proposed project’s impacts on the surrounding street system. First, traffic volumes generated by the proposed project are estimated and then distributed and assigned to adjacent roadways within the study area. Next, project trips are added to future without-project traffic volumes and the potential impact to traffic operations are identified. Review of non-typical event conditions associated with the church are also summarized below. Trip Generation As described above, no change to the existing congregation or school building spaces are proposed with the addition. The proposed office addition is to provide a space for staff that already exist on-site today. However, in order to provide a conservative estimate of the trip generation for the proposed office addition, trips associated with the addition were estimated based on Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) assuming Office (Land Use #710). Given the office land use and as the staff would already be present on Sundays within the primary existing building (not the proposed office space), no additional trip generation is anticipated on Sunday as a result of the proposed project. The estimated trip generation with the proposed development is summarized in Table 3. The detailed trip generation estimate is included in Appendix E. Table 3. Estimated Weekday Project Trip Generation Daily Trips AM Peak Hour Trips PM Peak Hour Trips Land Use1 Size In Out Total In Out Total Office (LU #710) 6,400 sf 70 9 1 10 2 7 9 Note: sf = square feet 1. Trip generation estimates based on the number of units and the trip rates from ITE Trip Generation Manual, 11th Edition (2021). As shown in the table, the proposed office is anticipated to generate a total of 70 new weekday daily trips with 10 occurring during the AM peak hour and 9 occurring during the PM peak hour. This is a conservative estimate for the new project trips as the addition is anticipated to accommodate existing staff such that trips are already occurring on-site today and the proposed addition simply provides an improved working environment. Trip Distribution & Assignment Trip distribution patterns for the proposed uses to and from the site were based on existing travel patterns. The trip distribution for the proposed project is shown on Figure 6. The net new peak hour project trips were assigned within the study area based on distribution for the proposed project and are shown on Figure 6. Site generated weekday peak hour traffic volumes were added to future without-project volumes at study intersections. The resulting future (2024) with-project weekday peak hour traffic volumes are illustrated on Figure 7. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP Project Trip Distribution and Assignment New Life Church Office Addition FIGURE Aug 17, 2023 - 10:04am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: Dist&Assignment 15 2 N D A V E S E 15 4 T H P L S E SE 155TH P L MAPL E V A L L E Y H W Y Study Intersection Site Access Trip Distribution LEGEND X X XX% 10% 55% 35% 1 2 (0) 2 (3) 1 (1) 4 (5) 1 (1) 0 (0) 1 (X) Weekday AM Peak Hour Project Trips X Weekday PM Peak Hour Project Trips 6 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP Peak Hour Traffic Volumes New Life Church Office Addition FIGURE Aug 17, 2023 - 10:05am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: With Proj Vols 1 15 2 N D A V E S E 15 4 T H P L S E SE 155T H P L 2 MAPL E V A L L E Y H W Y LEGEND Study Intersection X Weekday PM Peak Hour Traffic Volumes X (X) Weekday AM Peak Hour Traffic Volumes 152nd Ave SE SR 169/Maple Valley Hwy (510) 425 (300) 1,135 (335) 156 (276) 159 67 (265) (60) 61 (86) 25 (645) 465 (400) 150 (90) 575 (113) 96 (295) 620 152nd Ave SE SE 155th Pl (5) 5 5 182 (401) (5) 5 (70) 40 (10) 85 (35) 10 (429) 112 1 2 (20) Weekday AM and PM Peak Hour Traffic Volumes Site AccessX LEGEND Future (2024) With-Project Weekday AM and PM 7 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 14 Traffic Operations Impact A future (2024) with-project level of service analysis was conducted for the peak hour to analyze traffic impacts of the proposed project. The same methodologies were applied as described for existing and future without-project conditions. All intersection parameters such as channelization, intersection control, and signal timing were consistent with those used in the evaluation of future without-project conditions. A comparison of future (2024) without- project and with-project weekday peak hour traffic operations is summarized in Table 4 for the weekday AM and PM peak hours. Detailed LOS worksheets are provided in Appendix C. Note that as no new trips are anticipated as a result of the proposed project on Sunday, the future (2024) without-project Sunday peak hour operations summarized in Table 1 previously are the same as the future (2024) with-project Sunday conditions (i.e., there is no change in traffic operations). Table 1 showed the study intersections are forecast to operate at LOS C or better under the future (2024) Sunday peak hour. Table 4. Future (2024) Without- and With-Project Weekday Peak Hour LOS Summary Traffic Control 2024 Without-Project 2024 With-Project Intersection LOS1 Delay2 WM3 LOS Delay WM Weekday AM Peak Hour 1. 152nd Ave SE/MVH (SR 169) Signalized E 57 - E 58 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled B 12 WB B 16 WB Weekday PM Peak Hour 1. 152nd Ave SE/MVH (SR 169) Signalized E 66 - E 66 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled A 7 WB A 7 WB Note: MVH = Maple Valley Highway. 1. Level of Service (A – F) as defined by the Highway Capacity Manual (TRB, 6th Edition) 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for unsignalized intersections only. WB = westbound. As shown in Table 4, with the addition of project traffic, the study intersections are forecast to operate at the same LOS under future (2024) without-project conditions, with a change in vehicle delay of 4 seconds or less. Consistent with without-project conditions, all study intersections are anticipated to meet the City of Renton’s LOS standards. Event Conditions The above operational analysis reflects typical conditions; however, there are a limited number of events that occur annually which have higher than typical attendance. As described previously, New Life Church has proactively worked with the City and surrounding community to minimize impacts. This proactive event management includes advanced communication of events to the surrounding community, added traffic control with a police officer flagging traffic, and coordinating off-site parking and providing shuttle service to support higher parking demands. Additionally, New Life Church has reviewed, monitored, and adjusted on-site circulation to provide for more efficient traffic operations both on and off-site. The proposed project is not anticipated to contribute to higher demands for event activities or change event types and conditions. City staff requested a review of trip generation, traffic volumes, operations, and parking associated with event activities relative to non -event conditions. The most prominent of the annual events include Easter and Christmas Eve. Easter occurs on a Sunday in the Spring with added services on the Saturday night prior and Christmas Eve is December 24 where the day-of-week varies each year. The past year’s attendance including these events was shown above on Figure 3. The attendance at these two events relative to DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 15 the observed (typical Sunday) evaluated above is summarized below and is illustrated on Figure 8. • Observed (Typical Sunday) – Overall attendance was 2,155 with attendance per service being 840, 900, and 415. • Easter - 3,569 attendees total with each service with attendance per service being 1,032, 1,201, and 912. • Christmas Eve – 2,750 attendees total with each service with attendance per service being 950, 1,100, and 700. Figure 8. Event Attendance Review4 As shown on Figure 8, for the events, the three Easter services each exceeded the average typical (non-holiday) peak attendance and two services exceeded the average typical peak attendance on Christmas Eve. Under all three reviewed conditions (event and non-event), the first two services have the highest attendance. As Easter had the highest attendance, this was assumed for purposes of estimating event conditions (a Sunday condition) which is discussed in the following section. Trip Generation and Traffic Volumes The event trip generation was estimated programmatically based the Sunday July 2023 observations with known attendance and associated vehicles , which allows for the calculation of average vehicle occupancy (AVO). During the peak hour observations, which occurred between 10:15-11:15 a.m., there were 626 vehicles with 304 outbound and 322 inbound. The outbound vehicles were assumed to correspond with the first service (9:30 a.m.) and the inbound vehicles were assumed to correspond with the second service (11 a.m.). The vehicles associated with the attendance equates to an AVO of approximately 2.80 attendees/vehicle. Applying this AVO to the Easter event attendance, this equates to a total peak hour trip generation of 803 vehicles. It is noted that this estimate could be conservative as with increased attendance during the holiday period the number of families attending services increases leading to additional persons per vehicle. Table 5 summarizes the peak hour trip generation for the observed Sunday and estimated event Sunday. 4 The attendance numbers are all actual. The vehicles are actual for the observed Sunday only. The event vehicles illustrated are projections, programmatically estimated relative to the observed vehicles per attendance. 0 200 400 600 800 1,000 1,200 Attendance Vehicles Attendance Vehicles Attendance Vehicles Observed (Sun, 7/30/2023)Easter (Sun, 4/9/2023)Christmas Eve (Sat, 12/24/2022) AT T E N D A N C E P E R S E R V I C E First Service Second Service Third Service Average Peak Service Attendance DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 16 Table 5. Sunday Observed and Event Trip Generation Typical (Observed Sunday)1 Event (Easter)2 Intersection Attendance Vehicles Peak Hour Trips Attendance Vehicles Peak Hour Trips In Out Total In Out Total Service 1 (9:30 a.m.) 840 304 1,032 373 Service 2 (11 a.m.) 900 322 1,201 430 Peak Hour Trips 322 304 626 430 373 803 1. Observations conducted on Sunday, July 30, 2023. Peak Hour (10:15-11:15 a.m.). Attendance values provided. 2. Attendance as observed in the 2023 Easter services. Vehicles estimated assuming the estimated AVO rate of 2.8 attendees/vehicle per the observed Sunday. The event peak hour trip generation is estimated to be 177 vehicle trips greater than the observed typical Sunday condition (or an increase of 28 percent). As described above, the observed Sunday was shown to correspond with the typical (or average) Sunday. The additional trips associated with the event condition were added to future without-project Sunday peak hour volumes at the study intersections. The resulting future (2024) Sunday without event and with-event peak hour traffic volumes are illustrated on Figure 9. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A KIDS OFFICE(10'X8'2") CARE(9'9"X9') YOUTHPASTER(10'X9') WORSHIPPASTER(8'X10') I.T./STOR.JAN SM CONF(13'6"X9') DIRECTOR(10'X9') FINANCESUITE HR/PAY(10'X9'') KIDS OFFICE(10'X8'2") KIDS OFFICE(10'X8'2") KIDS BREAKAREAGROUPPASTER(8'X10') YOUTH WORSHIP New Life Church Office Addition FIGURE Aug 22, 2023 - 10:58am lilyh M:\22\1.22134.00 - New Life Church - Addition\Graphics\DWG\New Life Church TIA Graphics.dwg Layout: With&Without Event Vols 1 15 2 N D A V E S E 15 4 T H P L S E SE 155T H P L 2 MAPL E V A L L E Y H W Y LEGEND Study IntersectionX 152nd Ave SE Maple Valley Hwy (SR 169) 269 425 254 262 88 64 63 605 123 130 89 285 152nd Ave SE SE 155th Pl 126 1 1 174 2 2 55 41 2 317 1 2 4 Without Event Sunday Site AccessX X Sunday Peak Hour Traffic Volumes Peak Hour Traffic Volumes 152nd Ave SE Maple Valley Hwy (SR 169) 269 425 313 299 112 71 74 605 123 130 126 285 152nd Ave SE SE 155th Pl 155 1 1 213 3 3 55 41 3 423 1 2 4 With Event Sunday Peak Hour Traffic Volumes Future (2024) Sunday Event Peak Hour Traffic Volumes 9 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 18 Traffic Operations The traffic operations with the event condition were evaluated consistent with the methodologies described for the typical conditions. The resulting LOS is summarized in Table 6 for without and with the event for the future (2024) Sunday condition. Detailed LOS worksheets for each intersection analysis are included in Appendix C. Table 6. Future (2024) Sunday Peak Hour LOS Summary Traffic Control 2024 Without-Event 2024 With-Event Intersection LOS1 Delay2 WM3 LOS Delay WM 1. 152nd Ave SE/MVH (SR 169) Signalized C 28 - C 30 - 2. 152nd Ave SE/SE 155th Pl Stop-Controlled A 8 NB B 11 NB Note: MVH = Maple Valley Highway. 1. Level of Service (A – F) as defined by the Highway Capacity Manual (TRB, 6th Edition) 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for unsignalized intersections only. WB = westbound, NB = northbound. As shown in Table 6, with the addition of peak event traffic the study intersections are forecast to continue to operate at LOS C or better, meeting the operational standards. Given the limited delay identified at the study intersections, additional review was completed which included a sensitivity analysis in SimTraffic as well as observing queueing associated with the adjacent commercial driveway located between the study intersections, each of which is discussed below. The above traffic operations analysis assumes typical concentrations of traffic activity occurring in 15 minutes (standard practice of evaluating operations in SimTraffic), so a sensitivity analysis was reviewed to reflect the period of higher volumes being extended over a 30-minute period. This resulted in slightly increased delay at the 152nd Avenue SE/SE 155th Place intersection of approximately 20 seconds per vehicle (or an additional 9 seconds of delay). The intersection would still operate at LOS B during the Sunday event condition. Queues under this condition were extended at the site access to be up to 6 vehicles. Although the delay at the study intersections is limited, queueing from the signalized 152nd Avenue SE/Maple Valley Highway (SR 169) intersection is forecast to extend beyond the adjacent commercial driveway located south of the intersection both with and without the event condition on Sunday. Limited delay impacts to the commercial driveway under the non- event condition are estimated; however, wit h the event, the higher northbound volumes result in fewer opportunities for westbound vehicles to have a gap in the flow of traffic and there was estimated to be increased queueing from the driveway. Mitigation measures already exist for this commercial area including do-not-block markings along 152nd Avenue SE at the driveway as well as an alternate exit from the commercial area directly to Maple Valley Highway , which are not reflected in the analysis and would improve operations at the commercial access. Temporary mitigation measures are already in place today during events as described above and given the existing measures in place today at the adjacent commercial driveway and forecast acceptable operations at the study intersections, no additional temporary event mitigation is proposed. Parking In addition to operations, the parking was reviewed under the event conditions given the reduction in parking supply proposed with the addition of the office. As described above, the site currently includes approximately 796 parking stalls. The proposed project is located on the northern side of the site and would result in the elimination of 40 existing parking stalls, for a total of 756 total on-site parking stalls with the project. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 19 The number of vehicles estimated for the event condition was shown in Table 5 above to be 373 and 430 vehicles for the first and second services, respectively. Assuming the vehicles with each service were to overlap on-site (second service attendees arrive prior to the first service attendees exiting), this would equate to a peak parking demand of 803 vehicles. Comparatively, the typical Sunday demand is estimated to be 626 vehicles. Note that 100 percent overlap of attendees per services is not likely to occur; however, as staff would likely have arrived prior to services and remain on-site for multiple services, the estimated demand is considered to be a reasonable estimate. These estimated parking demands are illustrated on Figure 10 relative to the future with-project parking supply of 756 stalls. Figure 10. New Life Church Parking Capacity Analysis As shown on Figure 10, the peak parking demand under typical conditions is accommodated on-site. Under peak event conditions, which occur infrequently, parking demand is estimated to exceed the parking supply, by approximately 47 vehicles. As described above, the limited amount of excess parking demand during event conditions is known to occur and is managed today. Off-site parking and shuttle service is provided at the nearby Ron Regis Park (1501 Orcas Ave SE) which has been coordinated and is permitted today. The Ron Regis Park includes approximately 80 parking stalls which is sufficient to accommodate the estimated additional peak parking demand that occurs for the largest annual event. 0 100 200 300 400 500 600 700 800 Average Sunday Demand Peak Event DemandPE A K P A R K I N G D E A M N D ( V E H I C L E S ) Peak Parking Demand With-Project Parking Supply DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 20 Mitigation The proposed project would pay traffic impact fees. As noted above, the proposed project would construct a 6,400 sf building to provide formal office space for the church staff. Per the 2023-2024 City of Renton Fee Schedule, a traffic impact fee of $6.02 per sf is required for churches, equating to an estimated fee of $38,528 with the proposed project. The final fee will be calculated by City of Renton at time of permit issuance. As the study intersections are forecast to meet the operational standards with the development of the proposed project under typical conditions as well as the event conditions, no additional mitigation (permanent or temporary) is proposed. The church already implements an event management plan during event conditions. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Traffic Impact Analysis New Life Church Office Addition August 2023 21 Findings and Recommendations This traffic impact study summarizes the traffic impacts of the proposed New Life Church office addition. General findings and recommendations include: Proposal -The proposal would construct a new 6,400 sf building to provide formal office space for the church staff and eliminate 40 parking stalls. No change to the existing congregation or school building spaces are proposed with the addition. Trip generation - The proposed office is anticipated to generate a total of 70 new weekday daily trips with 10 occurring during the AM peak hour and 9 occurring during the PM peak hour. This is a conservative estimate for the new project trips as the addition is anticipated to accommodate existing staff. No additional trip generation is anticipated on Sunday as a result of the proposed project. Typical Traffic Operations - The study intersections are forecast to meet the LOS standards under typical weekday AM and PM and Sunday peak hour conditions under future (2024) with and without project conditions. Event – New Life Church has proactively worked with the City and surrounding community to minimize impacts during events including advanced communication of events, added traffic control with a police officer flagging traffic, and coordinating off-site parking and providing shuttle service to support higher parking demands. Additionally, New Life Church has reviewed, monitored, and adjusted on-site circulation to provide for more efficient operations both on and off site. The proposed project is not anticipated to contribute to higher event demands. City staff requested a review of event conditions. The findings include: • Trip Generation - Event peak hour trip generation is estimated to be 177 trips greater than the typical Sunday condition (or an increase of 28 percent). • Traffic Operations – with the addition of peak event traffic the study intersections are forecast to continue to operate at LOS C or better. Temporary mitigation measures are already in place and no additional temporary event mitigation is proposed. • Parking – The peak parking demand under typical conditions is accommodated on - site. Under peak event conditions, parking demand is estimated to exceed the parking supply. This is a known condition, which is managed with off-site parking. Impact Fees - A traffic impact fee of $38,528 is estimated for the proposed project. The final fee will be calculated by City of Renton at time of permit issuance. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Appendix A: Traffic Counts DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 1 1 0 2 1 0 7 40000220 0 0 Peak Hour 86 104 6 18 214 0 0 0 0 0 0 5 2Count Total 160 231 13 31 435 0 0 0 00000008:45 AM 31 35 0 7 73 0 0 1 0 0 0 0 8:30 AM 18 25 2 4 49 0 0 0 0 0 0 1 1 0 0 0 8:15 AM 18 30 1 3 52 0 0 0 0 0 0 0 0 1 0 0 8:00 AM 14 27 1 5 47 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 24 30 2 2 58 0 0 0 0 0 0 1 0 0 1 40 0 EB WB NB SB Total East 7:45 AM 36 22 2 6 66 0 0 1 -4%1%HV%-4%23%1%- 0 0 7:15 AM 8 38 1 3 50 0 0 0 0 0 0 1 0 West North South 7:00 AM 11 24 4 1 122 112 21 0 88 411090206243910 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-9%0%4%8%5%13%6% Peak Hour All 0 495 276 812 0 209 186 31 0 0 8 0 10 214 078250510 279 2,578 0 HV 0 22 63 1 0 Count Total 0 974 555 206 0 35 1,353 161 67 518 5,107 0 644 2,53624602510720715489025 28 11 89 677 2,578 8:45 AM 0 110 86 36 116 0 21 21 6 0 601 2,557 8:30 AM 0 134 74 16 0 4 157 15 4 0 18 13 770515989028 23 3 63 614 2,577 8:15 AM 0 108 63 22 84 0 34 29 4 0 686 2,571 8:00 AM 0 140 61 27 0 6 140 47 7 0 19 14 5005168102039 24 8 74 656 0 7:45 AM 0 113 78 44 112 0 20 23 2 0 621 0 7:30 AM 0 97 80 33 0 4 179 17 0 0 12 4 5303201117022 12 4 40 608 0 7:15 AM 0 135 39 18 103 0 20 10 2 07:00 AM 0 137 74 10 0 1 195 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min TotalUTLTTHRT Date: 08/01/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.4%0.80 TOTAL 8.3%0.94 TH RT WB 10.0%0.93 NB 2.4%0.69 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 9.8%0.94 0 0 0 0 0 0 000 0 0 0 0 0 2 2 N 152nd Ave SE SR 169 SR 169 15 2 n d A v e S E SR 169 15 4 t h P I S E 2,578TEV: 0.94PHF: 27 9 41 88 40 8 99 8 0 391 624 20 1,035 3850 21 11 2 12 2 25 5 17 0 0 109 276 495 880 1,025 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 214 0 Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One Hour 1 0 0 8 0 1001782505 RTTHLT RTTHLTRT 13 0 18 435 0 Peak Hour 0 22 63 1 64 0 10 2 1 0Count Total 0 39 117 4 0 2 165 73 2210003040032300 1 0 3 49 214 8:45 AM 0 11 19 1 11 0 1 1 0 0 52 223 8:30 AM 0 4 14 0 0 0 14 0 0 0 0 0 30024601 2 0 3 47 221 8:15 AM 0 2 16 0 3 0 1 0 0 0 66 214 8:00 AM 0 7 7 0 0 1 23 0 0 0 5 0 10017502 1 0 1 58 0 7:45 AM 0 9 26 1 10 0 2 0 0 0 50 0 7:30 AM 0 2 20 2 0 0 20 0 0 0 1 0 200211701 0 0 1 40 0 7:15 AM 0 2 6 0 9 0 2 1 1 0 TH RT 7:00 AM 0 2 9 0 0 1 14 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 2 3 5 00000000 0 0 Peak Hour 42 18 2 38 100 0 0 0 0 0 0 3 2Count Total 71 28 5 66 170 0 0 0 00000035:45 PM 5 1 0 2 8 0 0 0 2 0 0 0 5:30 PM 6 3 1 4 14 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 6 2 0 8 16 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 8 4 1 8 21 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 17 2 0 9 28 0 0 0 0 0 0 0 0 0 14 32 0 EB WB NB SB Total East 4:45 PM 6 8 1 11 26 0 0 0 -1%0%HV%-0%4%0%- 0 0 4:15 PM 11 4 0 10 25 0 0 0 0 0 0 0 0 West North South 4:00 PM 12 4 2 0 97 46 34 0 567 94960124411450 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-3%3%3%3%0%4%1% Peak Hour All 0 407 1,106 265 0 200 96 65 0 0 18 3 17 100 01620101 601 3,646 0 HV 0 2 40 0 0 Count Total 0 794 2,112 191 0 19 828 1,068 148 1,277 7,063 0 822 3,4971280108121650210632019 132 15 192 889 3,625 5:45 PM 0 98 231 29 26 0 25 12 6 0 857 3,607 5:30 PM 0 114 242 27 0 1 97 11 9 0 138 12 164029334030 155 16 175 929 3,646 5:15 PM 0 94 247 23 32 0 16 13 13 0 950 3,566 5:00 PM 0 110 266 25 0 3 105 12 12 0 148 39 1620110941022 131 25 135 871 0 4:45 PM 0 114 268 22 34 0 26 10 5 0 896 0 4:30 PM 0 87 276 25 0 4 113 11 4 0 133 14 1290411438033 123 15 155 849 0 4:15 PM 0 96 296 24 28 0 29 15 8 04:00 PM 0 81 286 16 0 2 91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min TotalUTLTTHRT Date: 08/01/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.0%0.90 TOTAL 2.7%0.96 TH RT WB 3.0%0.96 NB 1.1%0.92 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 2.6%0.97 0 0 0 0 0 0 000 0 0 0 0 0 0 0 N 152nd Ave SE SR 169 SR 169 15 2 n d A v e S E SR 169 15 4 t h P I S E 3,646TEV: 0.96PHF: 60 1 94 56 7 1, 2 6 2 59 8 0 145 441 12 598 1,7070 344697 17 7 20 2 0 96 1,106 407 1,609 1,139 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 100 0 Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One Hour 0 1 0 18 3 170016201 RTTHLT RTTHLTRT 33 5 28 170 0 Peak Hour 0 2 40 0 2 0 2 1 2 0Count Total 0 5 65 1 0 0 26 8 59000110001000 3 1 0 14 77 5:45 PM 0 0 4 1 0 0 0 0 1 0 16 91 5:30 PM 0 0 6 0 0 0 3 0 0 0 4 0 4002000 4 0 4 21 100 5:15 PM 0 0 6 0 1 0 0 0 1 0 26 111 5:00 PM 0 0 8 0 0 0 3 0 0 0 8 1 2008001 1 2 6 28 0 4:45 PM 0 1 5 0 0 0 0 0 0 0 25 0 4:30 PM 0 1 16 0 0 0 2 0 0 0 5 0 5003100 7 0 7 32 0 4:15 PM 0 0 11 0 0 0 1 1 0 0 TH RT 4:00 PM 0 3 9 0 0 0 4 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 3 1 0 3 6 0 14 72000221 3 5 Peak Hour 0 1 1 3 5 0 0 0 0 0 1 2 4Count Total 0 3 1 4 8 1 0 0 00000008:45 AM 0 1 0 1 2 0 0 0 2 2 2 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 8:00 AM 0 1 0 1 2 0 0 0 0 0 0 0 1 0 2 1 7:30 AM 0 0 1 2 3 0 0 0 0 0 0 0 0 0 0 1 1 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 --2%HV%-0%--- 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 West North South 7:00 AM 0 1 0 0 0 60 0 19 10 340001720 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total -0%10%0%4%2%-0%1% Peak Hour All 0 2 0 133 0 0 101 0 26 0 1 0 2 5 0010010 56 254 0 HV 0 0 0 0 0 Count Total 0 3 0 0 0 0 1 25 53 103 445 0 78 251200677270001100 3 5 13 46 247 8:45 AM 0 0 0 0 15 0 0 9 0 0 68 254 8:30 AM 0 1 0 0 0 0 0 19 0 0 4 13 140001800 3 8 6 59 225 8:15 AM 0 0 0 0 18 0 0 17 0 5 74 194 8:00 AM 0 1 0 0 0 0 1 16 0 8 3 4 240001800 0 9 12 53 0 7:45 AM 0 1 0 0 18 0 0 8 0 6 39 0 7:30 AM 0 0 0 0 0 0 0 7 0 1 3 3 60001900 2 4 1 28 0 7:15 AM 0 0 0 0 16 0 0 5 0 07:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min TotalUTLTTHRT Date: 08/01/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.5%0.76 TOTAL 2.0%0.86 TH RT WB 1.4%0.96 NB 1.7%0.79 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.0%0.50 0 0 0 0 0 0 000 0 0 0 1 2 2 2 N 152nd Ave SE SE 155th Pl SE 155th Pl 15 2 n d A v e S E Driveway 15 2 n d A v e S E 254TEV: 0.86PHF: 56 34 10 11 9 15 3 19 72 1 0 73 100 0600 6034 0 0 0 2 2 57 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 001 0 0 0 0001 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 5 0 Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One Hour 1 0 0 1 0 2000100 RTTHLT RTTHLTRT 2 0 2 8 0 Peak Hour 0 0 0 0 3 0 0 1 0 0Count Total 0 0 0 0 0 0 0 2 4000100000100 0 0 0 0 2 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 5 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 1 0 0 2 5 8:15 AM 0 0 0 0 1 0 0 0 0 0 0 4 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 2 3 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 0 2 1 1 4 9 40000013 5 1 Peak Hour 1 1 0 1 3 0 0 0 0 0 0 2 1Count Total 2 1 0 2 5 0 0 1 10000025:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 5:30 PM 1 0 0 1 2 0 0 0 0 0 0 0 0 1 2 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 0 1 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 --0%HV%-25%0%-0% 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 West North South 4:00 PM 1 0 0 0 0 75 0 0 86 120101400 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%0%2%1%-0%3% Peak Hour All 0 4 1 83 0 0 129 1 3 0 0 0 1 3 0010000 43 263 0 HV 0 1 0 0 0 Count Total 0 11 1 0 1 0 1 146 20 81 477 0 46 2388012215000800 28 2 8 70 263 5:45 PM 0 1 0 0 10 0 0 18 0 0 60 254 5:30 PM 0 2 1 0 1 0 0 17 0 0 19 4 80001200 16 3 14 62 251 5:15 PM 0 0 0 0 11 0 0 17 0 0 71 239 5:00 PM 0 1 0 0 0 0 0 23 0 0 23 3 13001700 15 1 19 61 0 4:45 PM 0 1 0 0 9 0 0 14 0 0 57 0 4:30 PM 0 3 0 0 0 0 0 15 1 2 11 3 80001700 12 3 6 50 0 4:15 PM 0 0 0 0 9 0 0 17 0 04:00 PM 0 3 0 0 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min TotalUTLTTHRT Date: 08/01/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.7%0.90 TOTAL 1.1%0.93 TH RT WB 2.4%0.88 NB 0.0%0.82 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 20.0%0.42 0 0 0 0 0 0 000 0 0 0 3 0 1 0 N 152nd Ave SE SE 155th Pl SE 155th Pl 15 2 n d A v e S E Driveway 15 2 n d A v e S E 263TEV: 0.93PHF: 43 12 86 14 1 11 9 0 40 1 0 42 881 0750 7512 0 0 1 4 5 44 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 3 0 Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One Hour 0 0 0 0 0 1000100 RTTHLT RTTHLTRT 1 0 1 5 0 Peak Hour 0 1 0 0 1 0 0 0 0 0Count Total 0 2 0 0 0 0 0 0 3000000000000 0 0 1 2 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 2 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 1 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 1 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Three-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 5 4 4 4 17Peak Hour 14 5 1 4 24 1 0 0 3 4 10 2 4 1 12:45 PM 12:15 PM 12:30 PM 0 0 1 2 1 0 4 0 0 0 0 0 2 0 12:00 PM 0 0 0 0 8 1 0 2 11 1 0 0 1 2 4 0 2 0 1 0 0 1 2 0 2 1 2 0 4 2 0 1 7 0 0 0 2 2 2 1 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 24 0 HV%-0%3%0%-0%1%1%-0%0%0%-2%0%0%1%0 Peak Hour All 0 331 552 155 0 24 604 143 0 292 143 73 0 176 50 1 0 0 0 4 0 363 2,906 0 HV 0 0 14 0 0 0 4 1 0 0 0 0 783 0 12:45 PM 102 145 26 0 5 152 39 0 29 24 7 0 49 4 84 666 2,906 12:30 PM 82 141 46 0 8 184 36 0 76 34 22 0 46 13 95 637 0 12:15 PM 69 146 58 0 7 133 33 0 124 56 26 0 44 14 110 820 0 12:00 PM 0 78 120 25 0 4 135 35 0 63 29 18 0 37 19 74 Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 07/30/2023 Peak Hour Count Period: 10:00 AM 1:00 PM SB 0.7%0.88 TOTAL 0.8%0.89 WB 0.6%0.85 NB 0.2%0.62 Peak Hour: 12:00 PM 1:00 PM HV %:PHF EB 1.3%0.95 1 0 0 3 0 0 000 0 0 0 4 1 2 10 N 152nd Ave SE SR 169 SR 169 15 2 n d A v e S E SR 169 15 4 t h P I S E 2,906TEV: 0.89PHF: 36 3 50 17 6 58 9 61 7 0 143 604 24 771 8010 73 14 3 29 2 50 8 22 9 0 155 552 331 1,038 1,259 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Three-Hour Count Summaries Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 1 2 1 3 4 4 5 4 4 4 34 1710341024 8 4 Peak Hour 14 5 1 4 24 1 0 0 0 4 5 14 8Count Total 40 28 3 16 87 1 0 2 000000212:45 PM 1 2 1 0 4 1 2 4 0 0 0 1 12:30 PM 8 1 0 2 11 1 0 0 0 2 2 2 1 0 2 0 12:15 PM 4 2 0 1 7 0 0 0 0 0 0 2 1 1 1 0 12:00 PM 1 0 0 1 2 0 0 0 0 0 0 211:45 AM 3 0 0 4 7 0 0 0 2 0 2 0 11:30 AM 0 3 1 1 5 0 0 0 0 0 0 1 2 0 1 0 11:15 AM 2 5 0 3 10 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 4 3 0 0 7 0 0 0 0 0 0 1 0 1 0 0 10:30 AM 3 4 0 2 9 0 0 0 0 1 1 0 0 1 0 9 0 EB WB NB SB Total East 10:45 AM 3 3 0 0 6 0 0 0 -0%0%HV%-0%3%0%- 0 0 10:15 AM 6 2 0 2 10 0 0 0 0 0 0 0 1 West North South 10:00 AM 5 3 1 0 292 143 73 0 176 501550246041430 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-2%0%0%1%0%1%1% Peak Hour All 0 331 552 383 0 638 276 158 0 0 4 0 0 24 0410100 363 2,906 0 HV 0 0 14 0 0 Count Total 0 907 1,405 479 0 97 1,739 420 161 921 7,584 0 666 2,9062470494840515239029 46 13 95 783 2,778 12:45 PM 0 102 145 26 36 0 76 34 22 0 820 2,543 12:30 PM 0 82 141 46 0 8 184 56 26 0 44 14 11007133330124 37 19 74 637 2,230 12:15 PM 0 69 146 58 35 0 63 29 18 0 538 2,228 12:00 PM 0 78 120 25 0 4 135 13 11 0 29 4 880413431023 33 4 67 548 2,469 11:45 AM 0 82 99 20 41 0 17 12 2 0 507 2,564 11:30 AM 0 83 129 13 0 1 146 11 5 0 27 6 790412724030 34 26 73 635 2,605 11:15 AM 0 63 108 23 28 0 33 9 12 0 779 2,450 11:00 AM 0 70 119 55 0 19 157 29 21 0 42 36 6402915624083 25 18 68 643 0 10:45 AM 0 70 117 108 30 0 119 38 26 0 548 0 10:30 AM 0 53 74 54 0 8 130 10 4 0 26 7 740615039022 28 10 45 480 0 10:15 AM 0 71 107 32 23 0 19 11 4 010:00 AM 0 84 100 19 0 2 135 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min TotalUTLTTHRTTHRT project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Three-Hour Count Summaries - Heavy Vehicles Three-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 1 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 4000300 5 04000 0 0 0 0 Peak Hour 0 0Count Total 0 40000 2 4 12:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 12:30 PM 2000200 0 0 12:15 PM 0 0 0 0 12:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 11:30 AM 0000000 0 1 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0000 0 0 10:45 AM 0 0 0 0 0 10:30 AM 100010010:15 AM 0 0 0 0 0 0 0 010:00 AM RT 24 0 Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One Hour 0 0 0 4 0 0004101 RTTHLT RTTHLTRT 6 1 9 87 0 Peak Hour 0 0 14 0 3 0 1 2 0 0Count Total 0 5 34 1 0 0 25 4 24000000002001 2 0 0 11 27 12:45 PM 0 0 1 0 0 0 0 0 0 0 7 21 12:30 PM 0 0 8 0 0 0 1 0 0 0 1 0 0001100 1 0 0 2 24 12:15 PM 0 0 4 0 0 0 0 0 0 0 7 29 12:00 PM 0 0 1 0 0 0 0 0 0 0 1 1 2000000 0 0 1 5 28 11:45 AM 0 0 3 0 0 0 0 1 0 0 10 32 11:30 AM 0 0 0 0 0 0 3 0 0 0 0 0 3004100 0 0 0 7 32 11:15 AM 0 0 2 0 0 0 0 0 0 0 6 34 11:00 AM 0 2 1 1 0 0 3 0 0 0 0 0 0003000 1 0 1 9 0 10:45 AM 0 1 2 0 0 0 0 0 0 0 10 0 10:30 AM 0 0 3 0 0 0 4 0 0 0 0 0 2002000 0 0 0 9 0 10:15 AM 0 1 5 0 1 0 0 1 0 0 TH RT 10:00 AM 0 1 4 0 0 0 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SR 169 SR 169 152nd Ave SE 154th PI SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com to to Three-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 3 4 1 4 12Peak Hour 0 0 0 1 1 0 0 0 0 0 5 3 0 4 11:00 AM 10:30 AM 10:45 AM 0 0 0 0 0 1 1 0 0 0 0 0 2 0 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 3 1 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 1 0 HV%-0%0%--0%-0%-0%0%0%0%3%0%0%0%0 Peak Hour All 0 126 1 0 0 2 0 54 0 1 174 2 4 40 2 0 0 0 0 1 0 317 723 0 HV 0 0 0 0 0 0 0 0 0 0 0 0 274 0 11:00 AM 6 1 0 0 0 0 20 0 0 15 1 1 9 0 82 135 723 10:45 AM 35 0 0 0 1 0 9 0 0 64 0 1 10 0 154 60 0 10:30 AM 77 0 0 0 0 0 13 0 0 88 1 1 12 0 62 254 0 10:15 AM 0 8 0 0 0 1 0 12 0 1 7 0 1 9 2 19 Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 07/30/2023 Peak Hour Count Period: 10:00 AM 1:00 PM SB 0.3%0.55 TOTAL 0.1%0.66 WB 0.0%0.70 NB 0.0%0.50 Peak Hour: 10:15 AM 11:15 AM HV %:PHF EB 0.0%0.41 0 0 0 0 0 0 000 0 0 0 0 4 3 5 N 152nd Ave SE SE 155th Pl SE 155th Pl 15 2 n d A v e S E Driveway 15 2 n d A v e S E 723TEV: 0.66PHF: 31 7 2 40 36 3 35 8 4 54 0 2 56 430 2 17 4 1 17 7 4 0 0 1 126 127 318 0 project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Three-Hour Count Summaries Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 3 4 1 4 1 2 4 0 6 2 0 27 124000530 1 7 Peak Hour 0 0 0 1 1 0 0 0 0 0 0 7 12Count Total 0 2 0 2 4 0 0 0 000000012:45 PM 0 0 0 0 0 0 0 0 2 0 0 1 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 1 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 011:45 AM 0 0 0 1 1 0 0 0 1 0 1 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 11:15 AM 0 1 0 0 1 0 0 0 0 0 0 2 0 1 0 0 11:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0 2 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 EB WB NB SB Total East 10:45 AM 0 0 0 0 0 0 0 3 -0%0%HV%-0%0%-- 0 0 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 West North South 10:00 AM 0 1 0 0 1 174 2 4 40 20020540 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%3%0%0%0%0%-0% Peak Hour All 0 126 1 159 0 2 407 5 16 0 1 0 0 1 0000000 317 723 0 HV 0 0 0 0 0 Count Total 0 316 2 0 0 3 2 113 5 492 1,522 0 48 61450170160101200 10 0 40 150 631 12:45 PM 0 6 0 0 19 0 0 35 0 2 265 508 12:30 PM 0 43 1 0 0 0 0 117 2 2 7 0 580011300 20 0 19 151 292 12:15 PM 0 65 0 0 10 0 0 53 0 1 65 276 12:00 PM 0 47 0 0 0 0 1 13 1 1 8 0 120001000 5 0 7 27 485 11:45 AM 0 20 0 0 10 0 0 2 0 0 49 712 11:30 AM 0 3 0 0 0 0 0 6 0 2 8 0 140001300 9 0 82 135 723 11:15 AM 0 6 0 0 20 0 0 15 1 1 274 632 11:00 AM 0 6 1 0 0 0 0 64 0 1 10 0 154010900 12 0 62 254 0 10:45 AM 0 35 0 0 13 0 0 88 1 1 60 0 10:30 AM 0 77 0 0 0 0 0 7 0 1 9 2 190101201 8 3 9 44 0 10:15 AM 0 8 0 0 18 0 1 2 0 310:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min TotalUTLTTHRTTHRT project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A www.idaxdata.com Three-Hour Count Summaries - Heavy Vehicles Three-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 00000 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0000000 0 0 12:15 PM 0 0 0 0 12:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 11:30 AM 0000000 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 0000 0 0 10:45 AM 0 0 0 0 0 10:30 AM 000000010:15 AM 0 0 0 0 0 0 0 010:00 AM RT 1 0 Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One Hour 0 0 0 1 0 0000000 RTTHLT RTTHLTRT 2 0 0 4 0 Peak Hour 0 0 0 0 2 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 1 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 2 12:15 PM 0 0 0 0 0 0 0 0 0 0 1 3 12:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 0 0 0 0 2 11:45 AM 0 0 0 0 0 0 0 0 0 0 1 2 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000100 1 0 0 1 1 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 10:15 AM 0 0 0 0 1 0 0 0 0 0 TH RT 10:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway SE 155th Pl 152nd Ave SE 152nd Ave SE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Appendix B: LOS Definitions DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Highway Capacity Manual 2010/6th Edition Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due to the traffic signal control as well as provides a surrogate measure for driver discomfort and fuel consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in seconds) during a specified time period (e.g., weekday PM peak hour). Control delay is a complex measure based on many variables, including signal phasing and coordination (i.e., progression of movements through the intersection and along the corridor), signal cycle length, and traffic volumes with respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized intersections, as described in the Highway Capacity Manual 2010 and 6th Edition (Transportation Research Board, 2010 and 2016, respectively). Table 1. Level of Service Criteria for Signalized Intersections Level of Service Average Control Delay (seconds/vehicle) General Description A £10 Free Flow B >10 – 20 Stable Flow (slight delays) C >20 – 35 Stable flow (acceptable delays) D >35 – 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) E >55 – 80 Unstable flow (intolerable delay) F1 >80 Forced flow (congested and queues fail to clear) Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume-to-capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or intersection is determined solely by the control delay. Unsignalized intersection LOS criteria can be further reduced into two intersection types: all-way stop and two-way stop control. All-way stop control intersection LOS is expressed in terms of the weighted average control delay of the overall intersection or by approach. Two-way stop-controlled intersection LOS is defined in terms of the average control delay for each minor-street movement (or shared movement) as well as major-street left-turns. This approach is because major-street through vehicles are assumed to experience zero delay, a weighted average of all movements results in very low overall average delay, and this calculated low delay could mask deficiencies of minor movements. Table 2 shows LOS criteria for unsignalized intersections. Table 2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay (seconds/vehicle) A 0 – 10 B >10 – 15 C >15 – 25 D >25 – 35 E >35 – 50 F1 >50 Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume-to-capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized intersections, or minor street approach at two-way stop-controlled intersections. Overall intersection LOS is determined solely by control delay. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Appendix C: LOS Worksheets DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Existing Weekday AM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 495 275 325 85 625 390 270 260 60 90 110 280 Future Volume (veh/h) 495 275 325 85 625 390 270 260 60 90 110 280 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/ln 1752 1752 1752 1752 1752 1752 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 527 293 346 90 665 415 287 277 64 96 117 298 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, % 10 10 10 10 10 10 2 2 2 4 4 4 Cap, veh/h 542 1599 777 111 740 406 302 313 72 183 408 852 Arrive On Green 0.32 0.48 0.48 0.07 0.22 0.22 0.04 0.21 0.21 0.05 0.22 0.22 Sat Flow, veh/h 1668 3328 1485 1668 3328 1485 1781 1469 339 1753 1841 1556 Grp Volume(v), veh/h 527 293 346 90 665 415 287 0 341 96 117 298 Grp Sat Flow(s),veh/h/ln 1668 1664 1485 1668 1664 1485 1781 0 1808 1753 1841 1556 Q Serve(g_s), s 36.5 5.9 16.9 6.2 22.7 26.0 5.0 0.0 21.4 5.0 6.2 12.6 Cycle Q Clear(g_c), s 36.5 5.9 16.9 6.2 22.7 26.0 5.0 0.0 21.4 5.0 6.2 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 542 1599 777 111 740 406 302 0 386 183 408 852 V/C Ratio(X) 0.97 0.18 0.45 0.81 0.90 1.02 0.95 0.00 0.88 0.53 0.29 0.35 Avail Cap(c_a), veh/h 542 1599 777 185 740 406 302 0 510 183 535 959 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.0 17.3 17.3 53.8 44.2 42.5 45.3 0.0 44.6 35.6 37.8 14.9 Incr Delay (d2), s/veh 31.4 0.0 0.1 5.1 13.5 50.3 38.5 0.0 11.4 1.4 0.1 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(95%),veh/ln 25.8 3.8 9.8 4.8 15.6 24.5 14.3 0.0 16.2 3.9 5.0 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.3 17.3 17.5 59.0 57.7 92.8 83.7 0.0 56.0 37.0 37.9 14.9 LnGrp LOS E B B E E F F A E D D B Approach Vol, veh/h 1166 1170 628 511 Approach Delay, s/veh 41.3 70.3 68.7 24.4 Approach LOS D E E C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.8 62.2 10.0 31.0 44.0 32.0 11.0 30.0 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 51.0 5.0 34.0 38.0 26.0 6.0 33.0 Max Q Clear Time (g_c+I1), s 8.2 18.9 7.0 14.6 38.5 28.0 7.0 23.4 Green Ext Time (p_c), s 0.0 1.6 0.0 0.9 0.0 0.0 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 53.5 HCM 6th LOS D DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Existing Weekday AM Peak Hour Transpo Group SimTraffic Report 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL WBT WBR NBT SBU SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 0.4 0.0 0.0 0.0 0.0 0.2 Total Del/Veh (s) 4.9 11.9 3.9 6.8 1.8 2.4 2.5 1.9 4.1 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Existing Weekday PM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 405 1105 150 25 440 145 150 65 60 565 95 600 Future Volume (veh/h) 405 1105 150 25 440 145 150 65 60 565 95 600 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/ln 1856 1856 1856 1856 1856 1856 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 422 1151 156 26 458 151 156 68 62 589 99 625 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, % 3 3 3 3 3 3 1 1 1 3 3 3 Cap, veh/h 342 1603 831 39 999 896 374 82 74 575 561 780 Arrive On Green 0.19 0.45 0.45 0.02 0.28 0.28 0.07 0.09 0.09 0.29 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1795 908 828 1767 1856 1572 Grp Volume(v), veh/h 422 1151 156 26 458 151 156 0 130 589 99 625 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1795 0 1736 1767 1856 1572 Q Serve(g_s), s 29.0 39.6 7.8 2.2 16.0 6.8 8.9 0.0 11.0 43.0 5.9 45.4 Cycle Q Clear(g_c), s 29.0 39.6 7.8 2.2 16.0 6.8 8.9 0.0 11.0 43.0 5.9 45.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 342 1603 831 39 999 896 374 0 156 575 561 780 V/C Ratio(X) 1.24 0.72 0.19 0.67 0.46 0.17 0.42 0.00 0.83 1.02 0.18 0.80 Avail Cap(c_a), veh/h 342 1603 831 165 999 896 744 0 370 575 561 780 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 33.1 18.5 72.8 44.3 15.3 32.1 0.0 67.2 44.1 38.5 31.6 Incr Delay (d2), s/veh 128.6 2.8 0.5 7.1 1.5 0.4 0.3 0.0 4.4 43.9 0.1 5.6 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(95%),veh/ln 36.7 23.5 5.5 1.9 11.4 4.8 7.2 0.0 8.9 35.5 4.9 27.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 189.1 35.9 19.0 79.9 45.8 15.7 32.3 0.0 71.5 88.0 38.6 37.2 LnGrp LOS F D B E D B C A E F D D Approach Vol, veh/h 1729 635 286 1313 Approach Delay, s/veh 71.8 40.0 50.1 60.1 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 74.2 16.1 50.4 35.0 48.5 48.0 18.5 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 39.0 42.0 33.0 29.0 24.0 43.0 32.0 Max Q Clear Time (g_c+I1), s 4.2 41.6 10.9 47.4 31.0 18.0 45.0 13.0 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.0 1.1 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 61.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Existing Weekday PM Peak Hour Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.3 0.6 2.2 2.9 0.2 3.1 0.1 0.5 0.4 34.3 34.7 35.2 Total Del/Veh (s) 63.4 36.8 19.1 73.2 61.6 13.5 29.2 57.8 38.2 93.0 95.4 19.4 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 12.3 Total Del/Veh (s) 48.5 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBT WBR NBT SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.2 0.0 0.0 0.0 0.1 Total Del/Veh (s) 4.0 5.5 7.4 3.2 5.7 0.8 0.8 0.5 3.0 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Existing Sunday Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 265 415 250 60 595 120 255 85 65 125 85 280 Future Volume (veh/h) 265 415 250 60 595 120 255 85 65 125 85 280 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 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 315 494 298 71 708 143 304 101 77 149 101 333 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 0 0 0 1 1 1 Cap, veh/h 354 1390 782 91 866 512 421 222 170 393 376 632 Arrive On Green 0.20 0.39 0.39 0.05 0.24 0.24 0.10 0.22 0.22 0.08 0.20 0.20 Sat Flow, veh/h 1781 3554 1579 1781 3554 1575 1810 1000 762 1795 1885 1574 Grp Volume(v), veh/h 315 494 298 71 708 143 304 0 178 149 101 333 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1777 1575 1810 0 1762 1795 1885 1574 Q Serve(g_s), s 14.9 8.5 10.2 3.4 16.3 5.8 9.0 0.0 7.6 5.5 3.9 14.0 Cycle Q Clear(g_c), s 14.9 8.5 10.2 3.4 16.3 5.8 9.0 0.0 7.6 5.5 3.9 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 1.00 Lane Grp Cap(c), veh/h 354 1390 782 91 866 512 421 0 392 393 376 632 V/C Ratio(X) 0.89 0.36 0.38 0.78 0.82 0.28 0.72 0.00 0.45 0.38 0.27 0.53 Avail Cap(c_a), veh/h 576 2052 1077 206 1313 710 421 0 732 393 740 936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 18.6 13.6 40.6 30.9 21.7 26.8 0.0 29.1 23.3 29.3 19.9 Incr Delay (d2), s/veh 6.0 0.1 0.1 5.2 1.4 0.1 5.2 0.0 0.3 0.2 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 10.7 5.6 6.3 2.8 10.7 0.0 3.3 0.0 5.8 4.0 3.1 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.8 18.7 13.7 45.8 32.3 21.8 32.0 0.0 29.4 23.5 29.5 20.1 LnGrp LOS D B B D C C C A C C C C Approach Vol, veh/h 1107 922 482 583 Approach Delay, s/veh 23.4 31.7 31.1 22.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 39.9 14.0 22.3 23.2 27.1 12.0 24.3 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 50.0 9.0 34.0 28.0 32.0 7.0 36.0 Max Q Clear Time (g_c+I1), s 5.4 12.2 11.0 16.0 16.9 18.3 7.5 9.6 Green Ext Time (p_c), s 0.0 2.3 0.0 0.9 0.3 2.6 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Existing Sunday Peak Hour Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.8 0.4 2.8 3.0 0.2 2.9 0.7 0.2 0.3 3.5 1.2 3.5 Total Del/Veh (s) 32.2 15.0 4.9 40.2 28.0 7.4 31.5 23.0 14.7 25.5 36.9 7.7 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 1.5 Total Del/Veh (s) 21.3 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBL WBR NBL NBT NBR SBU SBL SBT SBR All Denied Del/Veh (s) 0.2 0.2 0.1 0.1 0.1 0.2 0.2 0.0 0.0 0.0 0.0 0.1 Total Del/Veh (s) 5.5 7.1 5.5 3.7 7.9 6.8 3.9 1.1 1.8 1.6 1.2 3.6 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Future (2024) Without-Project Weekday AM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 510 300 330 85 645 400 275 265 60 90 110 295 Future Volume (veh/h) 510 300 330 85 645 400 275 265 60 90 110 295 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/ln 1752 1752 1752 1752 1752 1752 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 543 319 351 90 686 426 293 282 64 96 117 314 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, % 10 10 10 10 10 10 2 2 2 4 4 4 Cap, veh/h 540 1594 774 111 738 405 301 318 72 182 413 854 Arrive On Green 0.32 0.48 0.48 0.07 0.22 0.22 0.04 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1668 3328 1485 1668 3328 1485 1781 1474 335 1753 1841 1556 Grp Volume(v), veh/h 543 319 351 90 686 426 293 0 346 96 117 314 Grp Sat Flow(s),veh/h/ln 1668 1664 1485 1668 1664 1485 1781 0 1809 1753 1841 1556 Q Serve(g_s), s 38.0 6.5 17.4 6.2 23.7 26.0 5.0 0.0 21.8 5.0 6.2 13.4 Cycle Q Clear(g_c), s 38.0 6.5 17.4 6.2 23.7 26.0 5.0 0.0 21.8 5.0 6.2 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 540 1594 774 111 738 405 301 0 390 182 413 854 V/C Ratio(X) 1.00 0.20 0.45 0.81 0.93 1.05 0.97 0.00 0.89 0.53 0.28 0.37 Avail Cap(c_a), veh/h 540 1594 774 185 738 405 301 0 509 182 534 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 17.6 17.6 54.0 44.8 42.7 45.6 0.0 44.6 35.6 37.7 15.0 Incr Delay (d2), s/veh 39.9 0.0 0.2 5.1 18.0 59.0 44.0 0.0 12.0 1.5 0.1 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(95%),veh/ln 28.1 4.2 10.0 4.8 16.6 26.1 15.2 0.0 16.5 3.9 5.0 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.5 17.6 17.7 59.1 62.7 101.6 89.6 0.0 56.6 37.0 37.8 15.1 LnGrp LOS F B B E E F F A E D D B Approach Vol, veh/h 1213 1202 639 527 Approach Delay, s/veh 45.4 76.2 71.7 24.1 Approach LOS D E E C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.8 62.2 10.0 31.3 44.0 32.0 11.0 30.3 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 51.0 5.0 34.0 38.0 26.0 6.0 33.0 Max Q Clear Time (g_c+I1), s 8.2 19.4 7.0 15.4 40.0 28.0 7.0 23.8 Green Ext Time (p_c), s 0.0 1.7 0.0 0.9 0.0 0.0 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 57.3 HCM 6th LOS E DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Future (2024) Without-Project Weekday AM Peak Hour Transpo Group SimTraffic Report 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL WBT WBR NBT SBU SBL SBT SBR All Denied Del/Veh (s) 0.1 0.2 0.1 0.5 0.1 0.1 0.0 0.0 0.2 Total Del/Veh (s) 5.9 11.5 4.2 7.0 2.2 2.5 2.5 2.1 4.4 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Future (2024) Without-Project Weekday PM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 425 1135 155 25 465 150 155 65 60 575 95 620 Future Volume (veh/h) 425 1135 155 25 465 150 155 65 60 575 95 620 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/ln 1856 1856 1856 1856 1856 1856 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 443 1182 161 26 484 156 161 68 62 599 99 646 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, % 3 3 3 3 3 3 1 1 1 3 3 3 Cap, veh/h 342 1603 835 39 999 896 373 82 74 575 557 776 Arrive On Green 0.19 0.45 0.45 0.02 0.28 0.28 0.08 0.09 0.09 0.29 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1795 908 828 1767 1856 1572 Grp Volume(v), veh/h 443 1182 161 26 484 156 161 0 130 599 99 646 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1795 0 1736 1767 1856 1572 Q Serve(g_s), s 29.0 41.3 8.0 2.2 17.1 7.1 9.2 0.0 11.0 43.0 5.9 45.1 Cycle Q Clear(g_c), s 29.0 41.3 8.0 2.2 17.1 7.1 9.2 0.0 11.0 43.0 5.9 45.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 342 1603 835 39 999 896 373 0 156 575 557 776 V/C Ratio(X) 1.30 0.74 0.19 0.67 0.48 0.17 0.43 0.00 0.83 1.04 0.18 0.83 Avail Cap(c_a), veh/h 342 1603 835 165 999 896 739 0 370 575 557 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 33.5 18.4 72.8 44.6 15.4 32.2 0.0 67.2 44.1 38.8 32.6 Incr Delay (d2), s/veh 153.5 3.1 0.5 7.1 1.7 0.4 0.3 0.0 4.4 48.9 0.1 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 40.5 24.4 5.7 1.9 12.1 4.9 7.5 0.0 8.9 36.9 4.9 29.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 214.0 36.6 18.9 79.9 46.3 15.8 32.5 0.0 71.5 93.0 38.8 39.9 LnGrp LOS F D B E D B C A E F D D Approach Vol, veh/h 1786 666 291 1344 Approach Delay, s/veh 79.0 40.5 49.9 63.5 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 74.2 16.4 50.1 35.0 48.5 48.0 18.5 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 39.0 42.0 33.0 29.0 24.0 43.0 32.0 Max Q Clear Time (g_c+I1), s 4.2 43.3 11.2 47.1 31.0 19.1 45.0 13.0 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.0 1.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 65.6 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Future (2024) Without-Project Weekday PM Peak Hour Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.4 0.7 2.2 3.0 0.2 3.1 0.2 0.1 0.0 41.9 39.3 42.0 Total Del/Veh (s) 68.9 38.1 20.0 80.5 62.9 14.7 30.2 55.9 37.0 96.4 106.5 21.4 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 14.3 Total Del/Veh (s) 50.5 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBT WBR NBT SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.2 0.1 0.2 0.0 0.0 0.0 0.1 Total Del/Veh (s) 4.6 6.2 6.5 3.3 5.8 0.9 0.8 0.6 3.1 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Future (2024) With-Project AM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 510 300 335 86 645 400 276 265 60 90 113 295 Future Volume (veh/h) 510 300 335 86 645 400 276 265 60 90 113 295 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/ln 1752 1752 1752 1752 1752 1752 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 543 319 356 91 686 426 294 282 64 96 120 314 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, % 10 10 10 10 10 10 2 2 2 4 4 4 Cap, veh/h 540 1591 773 113 738 405 299 318 72 182 413 854 Arrive On Green 0.32 0.48 0.48 0.07 0.22 0.22 0.04 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1668 3328 1485 1668 3328 1485 1781 1474 335 1753 1841 1556 Grp Volume(v), veh/h 543 319 356 91 686 426 294 0 346 96 120 314 Grp Sat Flow(s),veh/h/ln 1668 1664 1485 1668 1664 1485 1781 0 1809 1753 1841 1556 Q Serve(g_s), s 38.0 6.5 17.7 6.3 23.7 26.0 5.0 0.0 21.8 5.0 6.3 13.4 Cycle Q Clear(g_c), s 38.0 6.5 17.7 6.3 23.7 26.0 5.0 0.0 21.8 5.0 6.3 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 540 1591 773 113 738 405 299 0 390 182 413 854 V/C Ratio(X) 1.00 0.20 0.46 0.81 0.93 1.05 0.98 0.00 0.89 0.53 0.29 0.37 Avail Cap(c_a), veh/h 540 1591 773 185 738 405 299 0 509 182 534 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 17.7 17.7 53.9 44.8 42.7 45.7 0.0 44.6 35.6 37.8 15.0 Incr Delay (d2), s/veh 39.9 0.0 0.2 5.1 18.0 59.0 46.7 0.0 12.0 1.5 0.1 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(95%),veh/ln 28.1 4.2 10.1 4.9 16.6 26.1 15.5 0.0 16.5 3.9 5.1 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.5 17.7 17.9 59.1 62.7 101.6 92.4 0.0 56.6 37.0 37.9 15.1 LnGrp LOS F B B E E F F A E D D B Approach Vol, veh/h 1218 1203 640 530 Approach Delay, s/veh 45.3 76.2 73.1 24.2 Approach LOS D E E C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.9 62.1 10.0 31.3 44.0 32.0 11.0 30.3 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 51.0 5.0 34.0 38.0 26.0 6.0 33.0 Max Q Clear Time (g_c+I1), s 8.3 19.7 7.0 15.4 40.0 28.0 7.0 23.8 Green Ext Time (p_c), s 0.0 1.7 0.0 0.9 0.0 0.0 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 57.5 HCM 6th LOS E DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Future (2024) With-Project AM Peak Hour Transpo Group SimTraffic Report 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL WBT WBR NBT SBU SBL SBT SBR All Denied Del/Veh (s) 0.1 0.2 0.1 1.6 0.0 0.0 0.0 0.0 0.7 Total Del/Veh (s) 4.9 15.6 4.6 7.3 2.2 2.7 2.7 2.2 4.5 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Future (2024) With-Project PM Peak Hour Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 425 1135 156 25 465 150 159 67 61 575 96 620 Future Volume (veh/h) 425 1135 156 25 465 150 159 67 61 575 96 620 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/ln 1856 1856 1856 1856 1856 1856 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 443 1182 162 26 484 156 166 70 64 599 100 646 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, % 3 3 3 3 3 3 1 1 1 3 3 3 Cap, veh/h 342 1595 834 39 991 893 376 84 76 575 558 777 Arrive On Green 0.19 0.45 0.45 0.02 0.28 0.28 0.08 0.09 0.09 0.29 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1795 907 829 1767 1856 1572 Grp Volume(v), veh/h 443 1182 162 26 484 156 166 0 134 599 100 646 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1795 0 1736 1767 1856 1572 Q Serve(g_s), s 29.0 41.4 8.1 2.2 17.2 7.1 9.5 0.0 11.4 43.0 6.0 45.1 Cycle Q Clear(g_c), s 29.0 41.4 8.1 2.2 17.2 7.1 9.5 0.0 11.4 43.0 6.0 45.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 342 1595 834 39 991 893 376 0 160 575 558 777 V/C Ratio(X) 1.30 0.74 0.19 0.67 0.49 0.17 0.44 0.00 0.84 1.04 0.18 0.83 Avail Cap(c_a), veh/h 342 1595 834 165 991 893 739 0 370 575 558 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 33.8 18.4 72.8 44.9 15.6 32.0 0.0 67.0 43.8 38.8 32.6 Incr Delay (d2), s/veh 153.5 3.1 0.5 7.1 1.7 0.4 0.3 0.0 4.4 48.9 0.1 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 40.5 24.5 5.7 1.9 12.1 5.0 7.7 0.0 9.1 36.7 5.0 29.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 214.0 37.0 19.0 79.9 46.7 16.0 32.3 0.0 71.3 92.7 38.8 39.8 LnGrp LOS F D B E D B C A E F D D Approach Vol, veh/h 1787 666 300 1345 Approach Delay, s/veh 79.2 40.8 49.8 63.3 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 73.9 16.7 50.1 35.0 48.2 48.0 18.8 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 39.0 42.0 33.0 29.0 24.0 43.0 32.0 Max Q Clear Time (g_c+I1), s 4.2 43.4 11.5 47.1 31.0 19.2 45.0 13.4 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.0 1.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 65.6 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Future (2024) With-Project PM Peak Hour Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.4 0.7 2.2 3.0 0.2 3.2 0.2 0.5 0.0 34.6 32.8 35.4 Total Del/Veh (s) 69.1 39.4 21.6 79.9 62.1 14.1 30.1 57.1 37.7 92.3 98.8 20.7 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 12.1 Total Del/Veh (s) 49.9 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBT WBR NBT SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.2 0.0 0.0 0.0 0.1 Total Del/Veh (s) 4.7 5.1 6.8 3.2 5.9 0.8 0.9 0.5 3.2 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Sunday Peak Hour Without Peak Event Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 269 425 254 63 605 123 262 88 64 130 89 285 Future Volume (veh/h) 269 425 254 63 605 123 262 88 64 130 89 285 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 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 320 506 302 75 720 146 312 105 76 155 106 339 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 0 0 0 1 1 1 Cap, veh/h 359 1396 782 97 874 513 414 230 166 388 380 639 Arrive On Green 0.20 0.39 0.39 0.05 0.25 0.25 0.10 0.22 0.22 0.08 0.20 0.20 Sat Flow, veh/h 1781 3554 1579 1781 3554 1575 1810 1024 741 1795 1885 1574 Grp Volume(v), veh/h 320 506 302 75 720 146 312 0 181 155 106 339 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1777 1575 1810 0 1765 1795 1885 1574 Q Serve(g_s), s 15.4 8.9 10.5 3.7 16.9 6.1 9.0 0.0 7.8 5.8 4.2 14.5 Cycle Q Clear(g_c), s 15.4 8.9 10.5 3.7 16.9 6.1 9.0 0.0 7.8 5.8 4.2 14.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 1.00 Lane Grp Cap(c), veh/h 359 1396 782 97 874 513 414 0 396 388 380 639 V/C Ratio(X) 0.89 0.36 0.39 0.78 0.82 0.28 0.75 0.00 0.46 0.40 0.28 0.53 Avail Cap(c_a), veh/h 565 2014 1057 202 1289 697 414 0 720 388 727 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 19.0 13.9 41.2 31.5 22.1 27.8 0.0 29.6 23.8 29.8 20.1 Incr Delay (d2), s/veh 7.3 0.1 0.1 4.9 1.8 0.1 6.9 0.0 0.3 0.2 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 11.2 5.9 6.6 3.0 11.1 4.0 4.4 0.0 6.0 4.3 3.4 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 19.0 14.0 46.1 33.2 22.2 34.7 0.0 29.9 24.1 29.9 20.3 LnGrp LOS D B B D C C C A C C C C Approach Vol, veh/h 1128 941 493 600 Approach Delay, s/veh 24.1 32.6 32.9 23.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 40.7 14.0 22.8 23.8 27.7 12.0 24.8 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 50.0 9.0 34.0 28.0 32.0 7.0 36.0 Max Q Clear Time (g_c+I1), s 5.7 12.5 11.0 16.5 17.4 18.9 7.8 9.8 Green Ext Time (p_c), s 0.0 2.4 0.0 0.9 0.3 2.6 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Sunday Peak Hour Without Peak Event Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.9 0.4 2.8 3.0 0.2 2.8 1.1 0.3 0.3 3.6 1.2 3.5 Total Del/Veh (s) 31.8 15.8 5.4 39.5 28.4 7.5 32.0 23.0 15.9 26.3 37.7 8.3 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 1.6 Total Del/Veh (s) 21.9 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBL WBR NBL NBT NBR SBU SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.1 0.1 0.2 0.3 0.0 0.0 0.0 0.0 0.1 Total Del/Veh (s) 5.0 3.9 4.8 3.7 6.8 6.1 3.7 1.1 1.7 1.3 1.1 3.3 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Queuing and Blocking Report New Life Church Sunday Peak Hour Without Peak Event Transpo Group SimTraffic Report Intersection: 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R L TR L T Maximum Queue (ft) 256 140 145 117 123 277 247 79 141 130 140 125 Average Queue (ft) 128 70 52 31 49 154 111 32 109 66 63 53 95th Queue (ft) 213 126 109 74 97 237 205 65 157 122 116 99 Link Distance (ft) 1213 1213 994 994 120 120 866 Upstream Blk Time (%) 17 2 Queuing Penalty (veh) 43 5 Storage Bay Dist (ft) 475 100 250 300 200 Storage Blk Time (%) 1 0 1 0 0 Queuing Penalty (veh) 2 0 0 0 0 Intersection: 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Movement SB Directions Served R Maximum Queue (ft) 138 Average Queue (ft) 61 95th Queue (ft) 113 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 700 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Movement EB WB NB SB Directions Served LTR LTR LTR ULTR Maximum Queue (ft) 85 54 92 36 Average Queue (ft) 35 27 44 2 95th Queue (ft) 64 49 75 18 Link Distance (ft) 111 410 123 308 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A HCM 6th Signalized Intersection Summary New Life Church 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169)Sunday Peak Hour With Peak Event Transpo Group Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 269 425 313 74 605 123 299 112 71 130 126 285 Future Volume (veh/h) 269 425 313 74 605 123 299 112 71 130 126 285 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 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 320 506 373 88 720 146 356 133 85 155 150 339 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 0 0 0 1 1 1 Cap, veh/h 358 1363 767 113 873 512 389 244 156 360 382 641 Arrive On Green 0.20 0.38 0.38 0.06 0.25 0.25 0.10 0.23 0.23 0.08 0.20 0.20 Sat Flow, veh/h 1781 3554 1579 1781 3554 1575 1810 1083 692 1795 1885 1574 Grp Volume(v), veh/h 320 506 373 88 720 146 356 0 218 155 150 339 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1777 1575 1810 0 1774 1795 1885 1574 Q Serve(g_s), s 15.5 9.1 14.1 4.3 17.0 6.1 9.0 0.0 9.6 5.8 6.1 14.5 Cycle Q Clear(g_c), s 15.5 9.1 14.1 4.3 17.0 6.1 9.0 0.0 9.6 5.8 6.1 14.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00 Lane Grp Cap(c), veh/h 358 1363 767 113 873 512 389 0 400 360 382 641 V/C Ratio(X) 0.89 0.37 0.49 0.78 0.82 0.28 0.92 0.00 0.55 0.43 0.39 0.53 Avail Cap(c_a), veh/h 564 2008 1054 201 1285 695 389 0 722 360 725 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.4 19.6 15.3 40.8 31.6 22.2 30.6 0.0 30.3 24.0 30.5 20.0 Incr Delay (d2), s/veh 7.4 0.1 0.2 4.3 1.8 0.1 25.5 0.0 0.4 0.3 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 11.2 6.1 8.5 3.4 11.2 4.1 10.1 0.0 7.4 4.3 4.9 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.8 19.7 15.5 45.2 33.4 22.3 56.1 0.0 30.7 24.3 30.8 20.3 LnGrp LOS D B B D C C E A C C C C Approach Vol, veh/h 1199 954 574 644 Approach Delay, s/veh 24.3 32.8 46.4 23.7 Approach LOS C C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 39.9 14.0 22.9 23.8 27.7 12.0 24.9 Change Period (Y+Rc), s 6.0 6.0 5.0 5.0 6.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 50.0 9.0 34.0 28.0 32.0 7.0 36.0 Max Q Clear Time (g_c+I1), s 6.3 16.1 11.0 16.5 17.5 19.0 7.8 11.6 Green Ext Time (p_c), s 0.0 2.5 0.0 1.1 0.3 2.6 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 30.3 HCM 6th LOS C DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A SimTraffic Performance Report New Life Church Sunday Peak Hour With Peak Event Transpo Group SimTraffic Report 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 2.8 0.4 2.7 2.9 0.2 2.8 2.9 0.7 0.7 3.5 1.2 3.4 Total Del/Veh (s) 35.0 17.2 6.9 43.3 30.2 8.0 39.0 22.7 15.2 26.7 37.4 8.0 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Performance by movement Movement All Denied Del/Veh (s) 1.8 Total Del/Veh (s) 23.6 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Performance by movement Movement EBL EBT WBL WBR NBL NBT NBR SBU SBL SBT SBR All Denied Del/Veh (s) 0.2 0.3 0.1 0.1 0.5 0.3 0.3 0.0 0.0 0.0 0.0 0.1 Total Del/Veh (s) 5.6 6.5 5.2 4.0 10.9 7.5 5.1 1.6 2.4 1.6 1.6 3.9 DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Queuing and Blocking Report New Life Church Sunday Peak Hour With Peak Event Transpo Group SimTraffic Report Intersection: 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R L TR L T Maximum Queue (ft) 289 164 164 123 179 287 252 78 144 132 153 155 Average Queue (ft) 133 75 54 45 56 161 123 33 121 78 63 71 95th Queue (ft) 234 134 119 99 119 242 215 67 160 136 120 132 Link Distance (ft) 1213 1213 994 994 120 120 866 Upstream Blk Time (%) 33 3 Queuing Penalty (veh) 93 10 Storage Bay Dist (ft) 475 100 250 300 200 Storage Blk Time (%) 1 1 1 0 0 0 Queuing Penalty (veh) 4 2 0 0 0 1 Intersection: 1: 152nd Ave SE/154th Pl SE & Maple Valley Rd (SR 169) Movement SB Directions Served R Maximum Queue (ft) 137 Average Queue (ft) 60 95th Queue (ft) 112 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 700 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: 152nd Ave SE & S Site Driveway/SE 155th Pl Movement EB WB NB SB Directions Served LTR LTR LTR ULTR Maximum Queue (ft) 94 48 122 74 Average Queue (ft) 38 25 54 7 95th Queue (ft) 70 48 99 37 Link Distance (ft) 111 410 123 308 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Appendix D: Traffic Control Plan DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A 2021 – 2022 Morning Drop-off Map Drop Off Times & Locations: •Kprep/Kinder: 8:00am | Park & Walk In •1st – 3 rd Grade: 8:00am | KidTown Loop (or Park & Walk In) •4th – 8 th Grade: 8:00am | Fast Track Loop (or Park & Walk In) * Note: Families with multiple grades can drop-off together at either location. = Park & Walk In (Available for all grades)Green Path Blue Path = Curbside Dropoff (Students dropped off at a curb will need to be able to walk themselves to class) 123 = BASC (Before & After School Care) Drop-off & Pick-up Location DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A 2021 – 2022 Afternoon Pick-up Map Pick-up Times & Locations: (Classes finish at 3pm (KP – 2 nd) & 3:05pm (3rd – 8 th)) •Kprep/Kinder: 3:05pm | Park & Walk In •1st – 3 rd Grade: 3:05pm | KidTownLoop (or Park & Walk In) •4th – 8 th Grade: 3:10pm | Fast Track Loop (or Park & Walk In) * Note: Families with multiple grades can pick-up at either location. Coordinate with older sibling and teachers to determine plan and location. = Park & Walk In (Available for all grades)Green Path Blue Path = Curbside Pick-up (Students dropped off at a curb will need to be able to walk themselves to class) 123 = BASC (Before & After School Care) Drop-off & Pick-up Location DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Appendix E: Detailed Trip Generation DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A Land Use Setting Size Units Model Equation Rate Units Inbound % Inbound Outbound Total 6,400 sf Daily General Urban/Suburban Rate -10.84 per ksf 50%35 35 70 AM Peak Hour General Urban/Suburban Rate -1.52 per ksf 88%9 1 10 PM Peak Hour General Urban/Suburban Rate -1.44 per ksf 17%2 7 9 1. Trip rates based on Institute of Transportation Engineers' (ITE) Trip Generation 11th Edition equation and average trip rate as shown above. Total Net New Notes: New Life Church Addition Proposed Use Church Office (LU 710) - WEEKDAY DocuSign Envelope ID: 8DC95E5E-DFD2-4FC3-AECA-A837B4E4B02A