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Traffic Impact Analysis SOLERA MIXED-USE Prepared for: Quadrant Homes October 2018 Prepared by: 12131 113th Avenue NE, Suite 203 Kirkland, WA 98034-7120 Phone: 425-821-3665 www.transpogroup.com 1.17460.00 © 2018 Transpo Group Traffic Impact Analysis Solera Mixed-Use October 2018 i Table of Contents Introduction .............................................................................................................................. 1 Project Description ................................................................................................................. 1 Study Scope and Study Area ................................................................................................. 1 Existing & Future Without-Project Conditions ..................................................................... 4 Transportation System ........................................................................................................... 4 Traffic Volumes ...................................................................................................................... 6 Traffic Operations .................................................................................................................. 9 Traffic Safety ........................................................................................................................ 10 Project Impacts ...................................................................................................................... 11 Trip Generation .................................................................................................................... 11 Trip Distribution and Assignment ......................................................................................... 13 Future With-Project Traffic Volumes .................................................................................... 18 Future With-Project Traffic Operations ................................................................................ 20 Site Access Analysis ............................................................................................................ 21 Traffic Safety Impact ............................................................................................................ 21 Mitigation Measures ............................................................................................................... 22 Transportation Impact Fees ................................................................................................. 22 Findings and Recommendations ......................................................................................... 23 Appendix Appendix A: Percent Increase Appendix B: Traffic Counts Appendix C: LOS Definitions Appendix D: LOS Worksheets Appendix E: Detailed Trip Generation Figures Figure 1. Site Vicinity and Study Intersections ................................................................... 2 Figure 2. Preliminary Site Plan ........................................................................................... 3 Figure 3. Existing Channelization and Traffic Control at Study Intersections .................... 5 Figure 4. Existing Weekday Peak Hour Traffic Volumes .................................................... 7 Figure 5. Future (2022) Without-Project Weekday Peak Hour Traffic Volumes ................. 8 Figure 6. Residential Project Trip Distribution .................................................................. 14 Figure 7. Retail and Daycare Project Trip Distribution ..................................................... 15 Figure 8. Weekday Peak Hour Project Trip Assignment .................................................. 16 Figure 9. Weekday Daily Project Trip Assignment ........................................................... 17 Figure 10. Future (2022) With-Project Weekday Peak Hour Traffic Volumes .................... 19 Tables Table 1. Existing Transit Service ....................................................................................... 6 Table 2. Existing and Future Without-Project Weekday Peak Hour Intersection Operations ........................................................................................................... 9 Table 3. Study Intersection Collision Data Summary (2015 – 2017) .............................. 10 Table 4. Estimated Weekday Project Trip Generation .................................................... 12 Table 5. Weekday AM and PM Peak Hour Project Traffic Volumes Impacts ................. 18 Table 6. With-Project Weekday Peak Hour Intersection Operations .............................. 20 Table 7. Future (2022) With-Project Site Access Weekday Peak Hour Operations Summary ........................................................................................................... 21 Table 8. Estimated Transportation Impact Fee ............................................................... 22 Traffic Impact Analysis Solera Mixed-Use October 2018 1 Introduction This traffic impact analysis (TIA) identifies potential transportation-related impacts associated with the proposed Solera Mixed-Use development. Project Description The proposed project is a mixed-use development bounded by NE Sunset Boulevard (SR 900), Harrington Place NE, NE 10th Street, NE 12th Street, and Kirkland Avenue NE. The site vicinity is shown in Figure 1. The project would construct up to 673 residential units as well as approximately 14,000 square-feet (sf) of retail space and a 11,800 sf daycare. The project is anticipated to be constructed and occupied by 2022. Figure 2 includes the site plan depicting the proposed site and accesses. As shown in the figure, the proposed project will be accessed via 4 primary driveways along NE Sunset Boulevard, Harrington Place NE, NE 12th Street, and NE 10th Street as well as inbound and outbound accesses to frontage parking along NE Sunset Boulevard. The existing on-site retail (approximately 102,100 sf) would be removed with the development of the project. Note that this excludes the existing Shell Station as well as the primary U.S. Bank facility1. Study Scope and Study Area The scope of the analysis is consistent with the City of Renton Traffic Impact Analysis Policy Guidelines for New Developments (2016). The pre-application meeting identified 52 study intersections to be included in the analysis; however, study intersections should result in a 5 percent increase in peak hour traffic volumes per the development guidelines, and as such the following off-site study intersections were included in the analysis (see Figure 1): 1. Kirkland Ave NE/NE 12th St 2. NE Sunset Blvd/NE 12th St 3. NE Sunset Blvd/Kirkland Ave NE 4. NE Sunset Blvd/NE 10th St In addition to these off-site study intersections, the 5 proposed site access intersections were evaluated under the future with-project conditions. This TIA evaluates the weekday AM and PM peak hour. The analysis includes a review of existing conditions in the vicinity of the project site, including the transportation network, planned improvements, existing and future without-project peak hour traffic volumes, traffic operations, and traffic safety. The analysis assumes a future 2022 horizon analysis year, consistent with anticipated project horizon year. Future with-project conditions are evaluated by adding site-generated traffic to future without-project volumes and were then compared to future without-project conditions to identify the relative impacts the proposed project has on the surrounding transportation system. 1 The existing U.S. Bank building may or may not be removed as part of the project and therefore, to provide a conservative analysis, it was assumed to remain in the future when evaluating with-project traffic operations. 2 The pre-application meeting identified the NE 10th Street/NE Sunset Boulevard, Kirkland Avenue NE/NE Sunset Boulevard, NE 12th Street/NE Sunset Boulevard, NE 12th Street/ Kirkland Avenue NE, and NE 12th Street/Harrington Avenue NE intersections to be included in the analysis; however, based on a review of percent increase with the project, the percent increase at the NE 12th Street/Harrington Avenue NE intersection was found to be less than 5 percent during both peak periods. As the percent increase was less than 5 percent, the intersection was not included in the analysis. See Appendix A for a detailed percent increase. Neither the NE 12th Street or Kirkland Avenue NE intersections along NE Sunset Boulevard are anticipated to meet the 5 percent increase with the proposed project (see Table 5); however, these intersections were included in the analysis as these intersections are in close proximity to the project site. Site Vicinity and Study IntersectionsSolera Mixed-UseFIGURE1 Oct 10, 2018 - 11:43am jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Site VicinityN E S U N S E T B L V D NE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342XStudy IntersectionLEGEND Preliminary Site PlanSolera Mixed-UseFIGURE2 Oct 10, 2018 - 11:44am jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Site Plan (2)NE 10TH ST NE SUNSET BLVDHARRINGTON PL NENE 12TH STJEFFERSON AVE NEAVEKI R K L A N D NEHARRINGTON AVE NE Traffic Impact Analysis Solera Mixed-Use October 2018 4 Existing & Future Without-Project Conditions This section describes both existing and future (2022) without-project conditions within the identified study area. Study area characteristics are provided for the transportation system, planned improvements, existing and future forecasted without-project traffic volumes, traffic operations, and traffic safety. Transportation System The following sections describe the existing transportation system within the vicinity of the proposed project and any anticipated changes resulting from planned improvements. Existing Inventory The project site is located in the City of Renton northwest of Sunset Blvd between NE 10th Street and NE 12th Street. Descriptions of the roadways within the project area are provided below. NE Sunset Boulevard (SR 900) is a five-lane roadway classified as a principal arterial in the vicinity of the project. Sidewalks are provided on both sides of the street and the posted speed limit is 35 miles per hour (mph). NE Sunset Boulevard provides east-west connections through the Renton Highlands and connects to Interstate 405 (I-405) west of the project site. A right-in/right-out (RIRO) access to the project site is proposed along NE Sunset Boulevard. Kirkland Avenue NE is a two-lane north-south roadway between NE 12th Street and NE Sunset Boulevard classified as a collector arterial. Sidewalks are provided on both sides of the street. An access is proposed along Kirkland Avenue NE along the northeast side of the project site. NE 12th Street is a two to four lane roadway classified as a collector arterial with a posted speed of 25 mph. Sidewalks are provided on both sides of the street. An access is proposed along NE 12th Street along the north side of the project site. NE 10th Street is a two-lane lane roadway classified as a collector arterial. Sidewalks are provided along both sides of the street. An access is proposed along NE 10th Street along the southwest side of the project site. Harrington Place NE is a two-lane local access roadway. Sidewalks are provided on both sides of the street. Additionally, parking is permitted along both sides of the roadway. An access is proposed along Harrington Place NE along the northwest side of the project site. Jefferson Avenue NE is a two-lane local access roadway. Sidewalks are provided on both sides of the street and parking is permitted along both sides of the roadway. Sidewalks are provided throughout the study area and marked crosswalks are provided at the NE 12th Street and NE 10th Street intersections along NE Sunset Boulevard as well as at the Kirkland Avenue NE/NE 12th Street intersection. Bicycle facilities in the vicinity of the project site are limited; however, there are bicycle detectors provided at the NE 12th Street and NE 10th Street intersections along NE Sunset Boulevard. The channelization and traffic control at the four off-site study intersections can be found in Figure 3. As shown in the figure, the NE 12th Street and NE 10th Street intersections along NE Sunset Boulevard are signalized. The other two off-site study intersections are stop controlled intersections, with the Kirkland Avenue NE/NE 12th Street being an all-way stop controlled intersection and the NE Sunset Boulevard/Kirkland Avenue NE intersection being two-way stop controlled. Existing Traffic Control and ChannelizationSolera Mixed-UseFIGURE3 Oct 10, 2018 - 2:06pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: ChanSignalN E S U N S E T B L V D NE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342XStudy IntersectionLEGENDStop SignH A R R I N G T O N P L N E 1324Kirkland Ave NENE 12th StNE Sunset BlvdNE 12th StNE Sunset BlvdKirkland Ave NENE Sunset BlvdNE 10th St Traffic Impact Analysis Solera Mixed-Use October 2018 6 The project site is located in close proximity to transit served by King County Metro Routes 105, 111, and 240. These routes provide service to the Renton Highlands, the Renton Transit Center, Seattle, and Bellevue. Transit stops are provided along NE Sunset Boulevard adjacent to the project site at NE 10th Street and NE 12th Street. Additional transit stops are provided near the site along NE 12th Street, Kirkland Avenue NE, and NE 10th Street. Route characteristics are summarized in Table 1. Table 1. Existing Transit Service Approximate Weekday Operating Hours AM Peak Period Trips PM Peak Period Trips Headways (minutes) Routes Area Served 105 Renton Highlands – Renton TC 4:30 a.m. - 11:20 p.m. 4 4 30 111 Renton – Seattle 5:20 a.m. – 7:30 a.m. 7 - 15 to 30 3:30 p.m. – 7:00 p.m. - 7 15 to 30 240 Bellevue to Renton 5:00 a.m. – 11:45 p.m. 4 4 30 Source: King County Metro (February 2018). Planned Improvements Based on a review of the City of Renton’s Six-Year (2018-2023) Transportation Improvement Program, the Sunset Boulevard corridor is planned to provide improved traffic operations including rechannelization and improved signal timing, queue jumps, installation of medians and non-motorized improvements for pedestrians, bicyclists, and transit users. This improvement is planned between 2018 and 2023. No specific improvements have been identified to be completed by 2022; therefore, no changes to the roadway network have been included in evaluating future 2022 conditions. In addition to Sunset Boulevard, improvements are planned along NE 10th Street, NE Sunset Lane, NE 12th Street, Jefferson Avenue NE, and Kirkland Avenue NE. These streets will be developed as “green connections” improving pedestrian mobility and being expanded for future traffic flows. This improvement is planned between 2021 and 2023. No specific improvements have been identified to be completed by 2022; therefore, no changes to the roadway network have been included in evaluating future 2022 conditions. Traffic Volumes Existing weekday AM (7-9 a.m.) and PM (4-6 p.m.) peak period traffic counts were collected at each study intersection in February 2018. The NE Sunset Boulevard/NE 10th Street intersection was under construction during the count time period and as such previous counts collected in August 2016 were utilized for this intersection and the traffic counts were grown to future 2018 conditions assuming an annual 2 percent annual growth rate. The 2018 traffic counts at the NE Sunset Boulevard/NE 10th Street intersection were used to validate the estimated 2018 existing traffic volumes. Detailed intersection traffic counts are provided in Appendix B. Figure 4 illustrates the existing weekday AM and PM peak hour traffic volumes at the off-site study intersections. Traffic volumes were rounded to the nearest five vehicles since weekday volumes fluctuate day-to-day. Future (2022) without-project weekday AM and PM peak hour traffic volumes were estimated by growing existing traffic volumes by two percent per year to 2022 conditions. This growth rate is consistent with other projects completed in the City and consistent with the growth rate used to estimate existing traffic volumes at the NE Sunset Boulevard/NE 10th Street intersection. No pipeline projects were identified within the study area. Figure 5 illustrates 2022 without-project weekday AM and PM peak hour traffic volumes at off-site study intersections. Existing Weekday Peak Hour Traffic VolumesSolera Mixed-UseFIGURE4 Oct 10, 2018 - 11:44am jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Existing VolumesX Weekday PM PeakHour Traffic VolumesN E S U N S E T B L V D NE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342XStudy IntersectionLEGENDKirkland Ave NENE 12th St(5) 25(195) 245(15) 35(30) 3530(30)(5) 5(5) 5(200) 215(40) 35(55) 65(30)30(15) 25(135) 145(115) 120(5) 15(10) 25960(435)(25) 85(75) 75(125) 75(25) 50(10) 45(775)775(100) 145NE Sunset BlvdNE 12th StNE Sunset BlvdKirkland Ave NE(0) 0(5) 5(50) 80(45) 751,050(485)(10) 10(5) 5(10) 5(25) 25(25) 20(865)845(0) 5NE Sunset BlvdNE 10th St(5) 25(15) 55(15) 40(10) 401,100(735)(40) 130(110) 105(25) 50(30) 45(25) 70(815)1,005(5) 151234 (X) Weekday AM PeakHour Traffic VolumesH A R R I N G T O N P L N E Future (2022) Without-Project Weekday Peak Hour Traffic VolumesSolera Mixed-UseFIGURE5 Oct 10, 2018 - 11:44am jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Baseline (2022) VolumesX Weekday PM PeakHour Traffic VolumesN E S U N S E T B L V D NE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342XStudy IntersectionLEGENDKirkland Ave NENE 12th St(5) 25(210) 265(15) 40(30) 4030(30)(5) 5(5) 5(215) 235(45) 40(60) 70(30)30(15) 25(145) 155(125) 130(5) 15(10) 251,040(470)(25) 90(80) 80(135) 80(25) 55(10) 50(840)840(110) 155NE Sunset BlvdNE 12th StNE Sunset BlvdKirkland Ave NE(0) 0(5) 5(55) 85(50) 801,135(525)(10) 10(5) 5(10) 5(25) 25(25) 20(935)915(0) 5NE Sunset BlvdNE 10th St(5) 25(15) 60(15) 45(10) 451,190(795)(45) 140(120) 115(25) 55(30) 50(25) 75(880)1,090(5) 151234 (X) Weekday AM PeakHour Traffic VolumesH A R R I N G T O N P L N E Traffic Impact Analysis Solera Mixed-Use October 2018 9 Traffic Operations The following section summarizes the traffic operations for existing and future without-project conditions for the off-site study intersections. The operational characteristics of an intersection are determined by calculating the intersection level of service (LOS). At signalized and all-way stop controlled intersections, LOS is measured in average control delay per vehicle and is typically 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 for an intersection 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 C contains a detailed explanation of LOS criteria and definitions. Weekday AM and PM peak hour traffic operations for existing and future without-project conditions were evaluated at the study intersection based on the procedures identified in the Highway Capacity Manual (2010), and were evaluated using Synchro 9.1. Synchro 9.1 is a software program that uses HCM methodology to evaluate intersection LOS and average vehicle delays. The signal timing and phasing information was obtained from the City of Renton and input into Synchro for the signalized intersections. Analysis parameters such as lane channelization were maintained for future 2022 without-project conditions relative to existing conditions. Results for the existing and future without-project operations analyses are summarized in Table 2. Detailed LOS worksheets for the existing and future without-project analysis are included in Appendix D. Table 2. Existing and Future Without-Project Weekday Peak Hour Intersection Operations Existing 2022 Without-Project Intersection LOS1 Delay2 WM3 LOS Delay WM Weekday AM Peak Hour 1. Kirkland Ave NE/NE 12th St A 9.5 - A 9.7 - 2. NE Sunset Blvd/NE 12th St C 22.9 - C 23.8 - 3. NE Sunset Blvd/Kirkland Ave NE C 15.4 WB C 16.4 WB 4. NE Sunset Blvd/NE 10th St B 13.6 - B 14.0 - Weekday PM Peak Hour 1. Kirkland Ave NE/NE 12th St B 10.6 - B 11.1 - 2. NE Sunset Blvd/NE 12th St C 24.2 - C 25.4 - 3. NE Sunset Blvd/Kirkland Ave NE C 22.0 WB C 24.6 WB 4. NE Sunset Blvd/NE 10th St C 20.4 - C 22.4 - 1. LOS as defined by the HCM (TRB, 2010) 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side-street stop controlled intersections. WB=westbound approach Table 2 shows that all study intersections currently operate at LOS C or better under existing peak hour conditions. With the addition of background growth under future without-project conditions, all study intersections are expected to continue operating at LOS C or better with increases in delay of approximately 3 seconds or less. Traffic Impact Analysis Solera Mixed-Use October 2018 10 Traffic Safety Collision records were reviewed within the study area to document any potential traffic safety issues. The most recent summary of collision data from WSDOT is for the three-year period between January 1, 2015 and December 31, 2017. A historical review of collisions was conducted at off-site study intersections. A summary of the total and average annual number of reported collisions at each study intersection is provided in Table 3. In addition to reviewing the collision history at the study intersections, the collisions along the bordering roadways of the project site (NE Sunset Boulevard, NE 10th Street, NE 12th Street, Harrington Place NE, and Kirkland Avenue NE) were also reviewed and are included in the table. Table 3. Study Intersection Collision Data Summary (2015 – 2017) Number of Reported Collisions Total Annual Average Location 2015 2016 2017 Intersection 1. Kirkland Ave NE/NE 12th St 1 3 0 4 1.3 2. NE Sunset Blvd/NE 12th St 7 9 1 17 5.7 3. NE Sunset Blvd/Kirkland Ave NE 3 4 3 10 3.3 4. NE Sunset Blvd/NE 10th St 9 2 2 13 4.3 Roadway Segment1 NE Sunset Blvd (NE 10th St to NE 12th St) 7 12 9 28 9.3 NE 10th St (NE Sunset Blvd to Harrington Ave NE) 0 0 0 0 0.0 NE 12th St (Kirkland Ave NE to Harrington Pl NE) 1 0 0 1 0.3 Harrington Pl NE (to NE 12th St) 0 0 0 0 0 Kirkland Ave NE (NE 12th St to NE Sunset Blvd) 0 0 0 0 0 Source: WSDOT 2018. 1. Collisions at the off-site study intersections are not included in the roadway segments summary. The highest number of reported collisions at a study intersection occurred at the NE Sunset Boulevard/NE 12th Street intersection which had an average of approximately 6 collisions per year. The majority of the collisions at the NE Sunset Boulevard/NE 12th Street intersection were rear end collisions and resulted in property damage only. Minimal collisions occurred along the roadways bordering the site, with 0 to 1 collision reported during the three-year study period along the bordering roadways of the project site, with the exception of NE Sunset Boulevard. NE Sunset Blvd had an average of approximately 9 collisions per year. The majority of these collisions were either rear end or angle collisions and resulted in property damage only. There were no reported fatalities within the study area; however, there were four reported pedestrian collisions and 1 reported bicyclist collision. All of the pedestrian and bicyclist collisions occurred along NE Sunset Boulevard with the 2 of the pedestrian collisions occurring at the NE 12th Street intersection, a pedestrian and bicyclist collision each occurring at the NE 10th Street intersection, and a pedestrian collision occurring between NE 10th Street and NE 12th Street. Traffic Impact Analysis Solera Mixed-Use October 2018 11 Project Impacts This section of the report documents project-generated impacts within the study area. First, peak hour traffic volumes are estimated, distributed, and assigned to adjacent roadways and intersections within the study area. Next, future (2022) traffic volumes including project traffic are developed and the potential impact to traffic volumes and traffic operations are identified. Trip Generation The proposed development is a mixed-use development and includes the following: 448 Multifamily Units 225 Senior Housing Units 14,000 sf of Retail 11,800 sf Daycare Weekday AM and PM peak hour trip generation for the proposed development was estimated based on the land use size and trip rates from the Institute of Transportation Engineers’ (ITE) Trip Generation Manual (10th Edition, 2017) for Multifamily Housing (Mid-Rise) (LU #221), Senior Adult Housing – Attached (LU #252), Shopping Center (LU #820), and Day Care Center (LU #565) land uses. As noted above, the existing on-site retail (approximately 102, 100 sf) would be removed with the development of the project. The ITE Shopping Center (LU #820) land use was used to estimate the trip generation for the existing uses.3 The proposed project trip generation was adjusted for pass-by and internal trips to account for the localized nature of the commercial uses. Pass-by trips reflect traffic already on streets in the vicinity of the project site that would visit the commercial components of the project while driving by the site on the way to its final destination. Based on ITE Trip Generation Handbook (2017 3rd Edition), the pass-by rates for the retail uses is 34 percent. Internal trips were calculated based on the method presented in the Trip Generation Handbook. Table 4 shows the weekday net new off-site vehicle trips generated by the proposed project. The detailed trip generation calculations are included in Appendix E. 3 As noted above, the existing Shell Station will be maintained with the development of the project. The existing U.S. Bank building may or may not be removed as part of the project and therefore, to provide a conservative analysis, it was assumed to remain in the future when evaluating with-project traffic operations. The existing drive-through banking area is being removed with the development of the project and is accounted for in the existing retail being removed. Traffic Impact Analysis Solera Mixed-Use October 2018 12 Table 4. Estimated Weekday Project Trip Generation Unadjusted Internal Pass-by Total Trips Land Use Size Trips Trips2 Trips3 Total In Out Weekday Daily Proposed Retail (LU #820) 14,000 sf 528 282 84 162 81 81 Day Care Center (LU #565) 11,800 sf 562 172 0 390 195 195 Senior Housing (LU #252) 225 DU 832 84 0 748 374 374 Mid Rise Multifamily Housing (LU #221) 448 DU 2,440 250 0 2,190 1,095 1,095 Subtotal 4,362 788 84 3,490 1,745 1,745 Existing Retail 102,100 sf 6,098 0 2,074 4,024 2,012 2,012 Total Net New -1,736 788 -1,990 -534 -267 -267 Weekday AM Peak Hour Proposed Retail (LU #820) 14,000 sf 13 2 4 7 5 2 Day Care Center (LU #565) 11,800 sf 130 0 0 130 69 61 Senior Housing (LU #252) 225 DU 45 0 0 45 16 29 Mid Rise Multifamily Housing (LU #221) 448 DU 149 2 0 147 38 109 Subtotal 337 4 4 329 128 201 Existing Retail 102,100 sf 203 0 70 133 91 42 Total Net New 134 4 -66 196 37 159 Weekday PM Peak Hour Proposed Retail (LU #820) 14,000 sf 53 10 14 29 15 14 Day Care Center (LU #565) 11,800 sf 131 0 0 131 62 69 Senior Housing (LU #252) 225 DU 56 2 0 54 30 24 Mid Rise Multifamily Housing (LU #221) 448 DU 187 8 0 179 108 71 Subtotal 427 20 14 393 215 178 Existing Retail 102,100 sf 552 0 188 364 171 193 Total Net New -125 20 -174 29 44 -15 Notes: sf = square-feet, du = dwelling units 1. Based on average trip rates & regression equation from ITE Trip Generation Manual, 10th Edition (2017). Rate used consistent with ITE Trip Generation Handbook, 3rd Edition (2017) methodologies. 2. Internal Capture methodology consistent with ITE Trip Generation Handbook, 3rd Edition (2017). As shown in Table 4, the proposed project is anticipated to result in a reduction in daily trips in the area with approximately 534 fewer daily trips. During the weekday AM peak hour, the project would generate approximately 196 net new trips with approximately 37 inbound and 159 outbound trips. During the weekday PM peak hour, the project would generate approximately 29 net new trips with an additional 44 inbound and 15 fewer outbound trips. Traffic Impact Analysis Solera Mixed-Use October 2018 13 Trip Distribution and Assignment Trip distribution patterns for the residential uses to and from the project site were based on existing vehicle travel patterns and the U.S. Census Bureau’s OnTheMap tool. OnTheMap is a web-based mapping and reporting application, which shows where workers are employed and where they live based on census data. For the residential distribution, the OnTheMap census data was translated to the number of people that live within a quarter-mile radius of the proposed project and where they work. The zip codes of where people work and where people live were evaluated to determine their likely route to determine the distribution. The residential use project trip distribution for vehicle trips is shown in Figure 6. As shown in the figure, 60 percent of the trips would be oriented to/from the west, 10 percent to/from the south, 10 percent to/from the north, and 20 percent to/from the east. A distribution for the retail and daycare uses was estimated based on existing residential densities surrounding the project site as it is anticipated that the majority of the trips to/from the those uses would be local trips. The existing use trips were removed consistent with the estimated retail trip distribution. 4 Figure 7 illustrates the estimated retail and daycare distribution. As shown in the figure, the trips are more locally oriented with approximately 60 percent of the trips east of Edmonds Avenue NE and the remaining 40 percent along or west of Edmonds Avenue NE. Project trips for the weekday daily and AM and PM peak hours were assigned to the study intersections based on the project trip distributions shown in Figures 6 and 7. The resulting weekday peak hour and daily trip assignments are shown in Figures 8 and 9, respectively. 4 Note that the trips associated with the existing U.S. Bank building that will remain with the development of the project were re-routed to the proposed driveways and are accounted for in the future with-project traffic volumes; however, these trips are not accounted for in the trip assignment figures as these are not project trips. Residential Trip DistributionSolera Mixed-UseFIGURE6 Oct 10, 2018 - 11:45am jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Residential DistributionN E S U N S E T B L V D NE 12TH STSUNSET BLVD NE NE PARK DREDMONDS AVE NE JEFFERSON AVE NE KIRKLAND AVE NE 15%10%60%10%900Site1342EDCXXStudy IntersectionSite AccessLEGENDBAXX%Trip Distribution5%F Retail and Daycare Trip DistributionSolera Mixed-UseFIGURE7 Oct 10, 2018 - 2:03pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Retail DistributionN E S U N S E T B L V D NE 12TH STSUNSET BLVD NE NE PARK DREDMONDS AVE NE JEFFERSON AVE NE KIRKLAND AVE NE 15%5%5%900Site1342XXStudy IntersectionSite AccessLEGENDBAXX%Trip Distribution5%5%10%15%15%15%5%5%EDCF Project Trip AssignmentSolera Mixed-UseFIGURE8 Oct 10, 2018 - 4:22pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: AssignmentNE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342H A R R I N G T O N P L N E BAXStudy IntersectionSite AccessX PM Project TripsLEGENDKirkland Ave NENE 12th St(3) 4(42) 41(-14) -26(-6) -29-10(-2) (-5)-7(3) 3(30) 26(13) 14 -28(-7)(-7) -29(-1) -11 (7)6 NE Sunset BlvdNE 12th StNE Sunset BlvdKirkland Ave NE (-18) -33(-8) -39-58(-14) (6)-4 NE Sunset BlvdNE 10th St3(8) 2(66) 38(45) 96-28(-13) (7) 5(-9) -17(-2) -17(30)-2 Harrington Pl NENE 12th St (2) -3(1) 2(8) -1 (9) -6 Jefferson Ave NENE 12th St (-9) -17(11) 14(13) 134(3)(45) 45(3) 3(-4) -19(-2) -10(-5) -9(3)4 NE Sunset BlvdNE 11th St (Site Access) (38) 29 -46(-15) (-20)-49(32) 46Site AccessNE 10th St(7) 11(-5) -8 (-2) -9(66) 127(81) 71 (11) 10 1234 ABCD(X) AM Project TripsN E S U N S E T B L V DDEC XNE Sunset BlvdNorthern Frontage Road Access -46(-15) (12)-4(2) 69 NE Sunset BlvdSouthern Frontage Road Access (2) 4 -46(-15) (18)-20 10 EFF Weekday Daily Net New Project TripsSolera Mixed-UseFIGURE9 Oct 10, 2018 - 2:01pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Link VolumesN E S U N S E T B L V D NE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342H A R R I N G T O N P L N E BA1,185-6 6 0 -8 7 0 340-8 0-240-200-3 0 1, 0 4 0 -230-450xxxAverage Daily NetNew Project VolumesXXStudy IntersectionSite AccessLEGEND-175 -175D ECF800-7 0 5 -6 2 5 -5 9 5 Traffic Impact Analysis Solera Mixed-Use October 2018 18 Future With-Project Traffic Volumes Site-generated weekday AM and PM peak hour traffic volumes were added to the future without-project traffic volumes at the study intersections. The resulting future (2022) with- project peak hour traffic volumes are illustrated in Figure 10. Table 5 summarizes the anticipated increase in total entering traffic at the off-site study intersections as well as the percent of future with-project traffic volumes attributable to the proposed project. Table 5. Weekday AM and PM Peak Hour Project Traffic Volumes Impacts Intersection 2022 Future Without-Project TEV1 Project Trips 2022 Future With-Project TEV1 Percent Increase Weekday AM Peak Hour 1. Kirkland Ave NE/NE 12th St 665 21 686 3.2% 2. NE Sunset Blvd/NE 12th St 1,980 35 2,015 1.8% 3. NE Sunset Blvd/Kirkland Ave NE 1,645 -34 1,611 -2.1% 4. NE Sunset Blvd/NE 10th St 1,970 132 2,102 6.7% Weekday PM Peak Hour 1. Kirkland Ave NE/NE 12th St 810 -24 791 -2.3% 2. NE Sunset Blvd/NE 12th St 2,715 -22 2,693 -0.8% 3. NE Sunset Blvd/Kirkland Ave NE 2,290 -134 2,142 -6.5% 4. NE Sunset Blvd/NE 10th St 2,905 80 2,985 2.8% 1. Total number of vehicles entering the intersection. As shown in Table 5, an increase in traffic is estimated up to approximately 7 percent during the AM peak hour and less than 3 percent during the PM peak hour. Traffic volumes fluctuate day-to-day and the anticipated increase falls within a range of typical traffic volumes. Reductions in traffic volumes are the result of shifts in travel patterns with the proposed use relative to the existing use and reductions in net new outbound project trips during the PM peak hour. Future (2022) With-Project Weekday Peak Hour Traffic VolumesSolera Mixed-UseFIGURE10 Oct 10, 2018 - 1:59pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: Future (2022) VolumesX Weekday PM PeakHour Traffic VolumesNE 12TH STJEFFERSON AVE NE KIRKLAND AVE NE 900SiteNE 10TH ST1342XStudy IntersectionLEGEND(X) Weekday AM PeakHour Traffic VolumesH A R R I N G T O N P L N E BAXSite AccessN E S U N S E T B L V DDECF Kirkland Ave NENE 12th St(8) 30(252) 315(1) 14(24) 719(28)(5) 5(5) 5(215) 235(45) 40(60) 70(25)23(18) 28(175) 185(138) 149(5) 15(10) 251,008(463)(18) 56(79) 69(135) 80(25) 55(10) 50(847)846(110) 155NE Sunset BlvdNE 12th StNE Sunset BlvdKirkland Ave NE (5) 5(37) 52(42) 361,068(511)(10) 10(5) 5(10) 5(25) 25(25) 20(941)9115NE Sunset BlvdNE 10th St(5) 28(23) 62(81) 83(55) 1601,143(782)(45) 140(120) 115(32) 60(21) 33(23) 58(910)1,088(5) 15Harrington Pl NENE 12th St (237) 282(16) 12(13) 4 (5) 5(5) 5(259) 299 Jefferson Ave NENE 12th St(5) 5(216) 288(11) 14(13) 165(3)(45) 55(3) 3(246) 263(3) 4(5) 6(3)4(5) 10NE Sunset BlvdNE 11th St (Site Access) (38) 43 1,255(795) (970)942(32) 57Site AccessNE 10th St(7) 11(35) 122 (43) 101(66) 146(81) 71 (11) 10 1234 (5) ABCDNE Sunset BlvdNorthern Frontage Road Access 1,255(795) (1,002)998(2) 149 NE Sunset BlvdSouthern Frontage Road Access (2) 4 1,200(820) (933)1,160 10 EF Traffic Impact Analysis Solera Mixed-Use October 2018 20 Future With-Project Traffic Operations Future 2022 with-project study intersection operations were evaluated for the weekday AM and PM peak hours. Intersection LOS was calculated using the methodology described previously. The without-project conditions are compared to the with-project conditions to understand the potential traffic impacts of the proposed project. Table 6 summarizes the 2022 without and with-project intersection operations for the weekday AM and PM peak hours. LOS worksheets are included in Appendix D. Table 6. With-Project Weekday Peak Hour Intersection Operations 2022 Without-Project 2022 With-Project Intersection LOS1 Delay2 WM3 LOS Delay WM Weekday AM Peak Hour 1. Kirkland Ave NE/NE 12th St A 9.7 - A 9.9 - 2. NE Sunset Blvd/NE 12th St C 23.8 - C 25.1 - 3. NE Sunset Blvd/Kirkland Ave NE C 16.4 WB C 16.3 WB 4. NE Sunset Blvd/NE 10th St B 14.0 - C 23.3 - Weekday PM Peak Hour 1. Kirkland Ave NE/NE 12th St B 11.1 - B 10.9 - 2. NE Sunset Blvd/NE 12th St C 25.4 - C 26.5 - 3. NE Sunset Blvd/Kirkland Ave NE C 24.6 WB C 20.8 WB 4. NE Sunset Blvd/NE 10th St C 22.4 - C 33.7 - 1. LOS as defined by the HCM (TRB, 2010). 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side-street stop controlled intersections. WB = westbound approach. As shown in Table 6, with the addition of project traffic, the off-site study intersections are anticipated to continue to operate at LOS C or better during both the weekday AM and PM peak hours relative to without-project conditions. Increases in delay with the development of the project is estimated to be approximately 11 seconds or less during both the weekday AM and PM peak hours relative to without-project conditions. Reductions in delay with the project at the NE Sunset Boulevard/Kirkland Avenue NE intersection during the AM peak hour and the 2 northern intersections along Kirkland Avenue NE during the PM peak hour are the result of the anticipated reduction in project trips at the intersections as a result of shifts in travel patterns relative to the existing use (see Table 5). Traffic Impact Analysis Solera Mixed-Use October 2018 21 Site Access Analysis The proposed project will be accessed via 4 primary driveways along NE Sunset Boulevard, Harrington Place NE, NE 12th Street, and NE 10th Street as well as inbound and outbound accesses to frontage parking along NE Sunset Boulevard (see Figure 2). All of the accesses are proposed to be side-street stop controlled. The driveways are described below: NE Sunset Boulevard: There are three proposed accesses along NE Sunset Boulevard. The northern and southern driveways provide access to parking along the frontage of the site with the northern driveway providing inbound access and the southern driveway providing outbound access. The central access would provide a new roadway along NE Sunset Boulevard, NE 11th Street, providing a RIRO access to the central project site with connections to both residential and commercial uses on the site as well as a connection to the parking located to the south along the project frontage. Harrington Place NE: This access is designed such that Harrington Place NE turns into the center of the northwest side of the site, accessing the residential portion of the site. NE 12th Street: This access would be a full access aligned with Jefferson Avenue NE accessing the residential portion of the site. NE 10th Street: This access would be a full access at Sunset Lane NE and provides connections to both residential and commercial uses on the site. The traffic operations at each of the site driveways was analyzed under future with-project conditions for the weekday AM and PM peak hours. The operational analysis was consistent with the methodology described above. The operational analysis is summarized in Table 7 below. LOS worksheets are included in Appendix D. Table 7. Future (2022) With-Project Site Access Weekday Peak Hour Operations Summary Weekday AM Peak Hour Weekday PM Peak Hour Intersection LOS1 Delay2 WM3 LOS Delay WM A. Harrington Pl NE/NE12th St B 13.0 NB B 11.6 NB B. Jefferson Ave NE/NE 12th St B 12.9 SB B 13.1 SB C. NE Sunset Blvd/NE 11th St (Site Access) B 13.2 EB B 13.0 EB D. Site Access/NE 10th St A 9.7 SB B 11.2 SB E. NE Sunset Blvd/Northern Frontage Road Access A 0.0 EB A 0.0 EB F. NE Sunset Blvd/Southern Frontage Road Access B 12.1 EB A 13.3 EB 1. LOS as defined by the HCM (TRB, 2010). 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side-street stop controlled intersections. As shown in Table 7, the site access driveways are all anticipated to operate at LOS B or better under future with-project conditions during both the weekday AM and PM peak hours. Traffic Safety Impact Traffic generated by the proposed project would likely result in a proportionate increase in the probability of traffic accidents. It is unlikely, however, that this traffic would create a safety hazard or significantly increase the number of reported accidents in the study area. Traffic Impact Analysis Solera Mixed-Use October 2018 22 Mitigation Measures Mitigation measures have been identified to reduce potential transportation-related impacts generated by the proposed residential project. As all study intersections are forecast to operate at LOS C or better, the proposed project is not required to mitigate any intersection impact. The proposed project will be required to pay transportation impact fees which are summarized below. Transportation Impact Fees The developer will be required to pay a transportation impact fee to be determined by the City at the time of building permit issuance. The fee is based on the City’s adopted impact fee program. A preliminary fee for the development was estimated based on the City of Renton’s 2018 Transportation Impact Fees and is summarized in Table 8 below. As noted above, the proposed project would construct up to 673 residential units as well as approximately 14,000 square-feet (sf) of retail space and a 11,800 sf daycare. The existing on-site retail (approximately 102,100 sf) would be removed with the development of the project. Note that this excludes the existing Shell Station as well as the primary U.S. Bank facility; however, since the existing U.S. Bank building may or may not be removed, the transportation impact fee was estimated to account for both possibilities. Table 8. Estimated Transportation Impact Fee Land Use Size Fee per DU or sf1 Estimated Fee Proposed Retail 14,000 sf $13.29 $186,060.00 Day Care Center 11,800 sf $48.88 $576,784.00 Senior Housing 225 DU $1,464.90 $329,602.50 Mid Rise Multifamily Housing 448 DU - Apartment 296 DU $3,358.55 $994,130.80 Condo/Duplex 152 DU $2,822.61 $429,036.72 Subtotal $2,515,614.02 Existing Retail (Assumes Existing Bank is Not Removed) 102,100 sf $13.29 $1,356,909.00 Retail (Assumes Existing Bank is Removed) 107,600 sf $13.29 $1,430,004.00 Total Net New Fee (Bank is Not Removed) $1,158,705.02 Total Net New Fee (Bank is Removed) $1,085,610.02 Notes: sf = square-feet, du = dwelling units 1. Based on City of Renton 2018 Transportation Impact Fee Schedule. As shown in Table 8, the proposed project is estimated to result in a net new transportation impact fee of approximately $1,158,705, including the credit for the removal of the existing retail uses and assuming the existing U.S. Bank is not removed. If this bank is removed with the project, the resulting net new transportation impact fee is estimated to be approximately $1,085,610, including the credit for the removal of the existing retail uses. Traffic Impact Analysis Solera Mixed-Use October 2018 23 Findings and Recommendations This traffic impact analysis summarizes the project traffic impacts of the proposed Solera Mixed-Use development. General findings and recommendations include: The proposed project would construct up to 673 residential units as well as approximately 14,000 square-feet (sf) of retail space and a 11,800 sf daycare. The existing on-site retail (approximately 102,100 sf) would be removed with the development of the project. Access is proposed to the site along NE Sunset Boulevard, NE 10th Street, NE 12th Street, and Harrington Place NE. The proposed project is anticipated to result in a reduction in net new daily trips in the area with approximately 534 fewer daily trips. During the weekday AM and PM peak hours, the project would generate approximately 196 and 29 net new trips, respectively. An increase in traffic is estimated up to approximately 7 percent during the AM peak hour and less than 3 percent during the PM peak hour. All study intersections are forecast to operate at LOS C or better with the addition of project traffic. The site access driveways are forecast to operate at LOS B or better. The developer will be required to pay a transportation impact fee to be determined by the City at the time of building permit issuance. The transportation impact fee was estimated to be approximately $1,085,610 or $1,158,705 depending if the existing U.S. Bank building is removed or not. Appendix A: Percent Increase Percent Increase west of Project Site along NE 12th Street Solera Mixed-Use APPENDIX A Oct 10, 2018 - 2:14pm jonathans M:\17\1.17460.00 - Renton Highlands Mixed-Use\Graphics\Graphics_17460.dwg Layout: A Harrington Pl NE NE 12th St (237) 282 (16) 12 (13) 4 (5) 5 (5) 5 (259) 299 A A Harrington Pl NE NE 12th St (235) 285 (15) 10 (5)5 (5) 5 (5) 5 (250) 305 A WITHOUT-PROJECT WITH-PROJECT X Weekday PM Peak Hour Traffic Volumes LEGEND (X)Weekday AM Peak Hour Traffic Volumes X Site Access LINK VOLUMES AM Peak Hour PM Peak Hour WITHOUT PROJECT 505 605 WITH PROJECT 525 597 PERCENT INCREASE 4.0%-1.3%NE SUNSET BLVDNE 12TH ST JEFFERSON AVE NEKIRKLAND AVE NEN E 1 0 T H S THARRINGTON PL NEHARRINGTON AVE NETURNING MOVEMENT VOLUMES Appendix B: Traffic Counts www.idaxdata.com 1 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 3 9 0 0 4 5 4 25 12 Peak Hour WB 2.1%0.80 NB 0.0%0.63 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 1.3%0.64 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM UT LT TH RT Interval Start NE 12TH ST NE 12TH ST HARRINGTON PL NE 0 15-min TotalUTLTTHRT SB -- TOTAL 1.7%0.81 TH RT 7:00 AM 0 0 84 4 0 2 53 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 2 70 0 0 0 0 0 0 144 0 7:15 AM 0 0 23 5 0 0 1 0 0 0 0 0 0 126 0 7:45 AM 0 0 56 4 0 0 1 0 1 0 101 0 7:30 AM 0 0 50 1 0 0 73 0 1 0 0 0 0 96 467 8:00 AM 0 0 33 2 0 2 26 0 0 0 0 0 00035001 0 2 28 0 0 2 0 0 0 63 386 8:15 AM 0 0 32 5 0 0 0 0 0 0 0 0 0 83 313 8:45 AM 0 0 32 1 0 0 1 0 1 0 71 356 8:30 AM 0 0 37 0 0 0 44 0 2 0 0 0 0 63 2800000000029001 0 4 231 0 0 Count Total 0 0 347 22 0 8 358 0 0 0 747 0 0 0 0 0 0 0 West North South 7:00 AM 1 0 0 0 0 213 0 0 7 0 5 0 0 467 030200014 0 1 0 EB WB NB SB Total East 7:45 AM 0 1 0 0 1 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 0 2 1 0 8 3 7:30 AM 2 2 0 0 4 0 0 0 0 0 0 0 0 000200 0 0 8:15 AM 1 2 3 0 6 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 4 2 0 0 6 0 0 0 0 0 0 0 8:45 AM 2 1 0 0 3 0 0 0 0 0 5 3 8:30 AM 5 6 1 0 12 0 0 0 0 0 0 0 1 0 0 0 4000000 0 23 Peak Hr 3 5 0 0 8 0 0 0 0 0 0 0 2Count Total 15 16 4 0 35 0 11000010 0 00 0 111 0N HARRINGTON PL NE NE 12TH ST NE 12TH ST HARRINGTON PL NE NE 12TH ST 467TEV: 0.81PHF: 231 4 235 215 0 23518014 213227 234 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 2 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 2 4 2 2 3 2 18 9 0 232 6 0 10 344 0 0 0 355 0000018 15 0 Peak Hr 3 7 0 3 13 0 0 0 0 0 0 1 2Count Total 16 20 0 7 43 0 0 2 00000008:45 AM 2 1 0 1 4 0 0 1 0 2 0 0 8:30 AM 5 7 0 3 15 0 0 0 0 0 0 0 0 2 1 0 8:15 AM 2 3 0 0 5 0 0 0 0 0 0 0 1 1 3 0 8:00 AM 4 2 0 0 6 0 0 0 0 0 0 07:45 AM 0 1 0 1 2 0 0 0 0 2 0 0 7:30 AM 2 3 0 2 7 0 0 0 0 0 0 0 0 2 1 0 7:15 AM 0 3 0 0 3 0 0 0 0 0 0 0 0 West North South 7:00 AM 1 0 0 0 1 0 EB WB NB SB Total East Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 4 208 19 0 0 0 0 0 6 468 0Peak Hour 0 0 0 0 11 000 Count Total 1 24 0 12 765 0 72 2970004010029500 6 0 1 89 321 8:45 AM 0 2 31 0 2 0 0 0 0 0 69 364 8:30 AM 0 2 36 0 0 0 42 0 0 0 1 0 20026400 2 0 2 67 394 8:15 AM 0 1 35 0 2 0 0 0 0 0 96 468 8:00 AM 0 1 34 0 0 0 26 0 0 0 4 0 00035100 2 0 1 132 0 7:45 AM 0 1 55 0 2 0 0 0 0 0 99 0 7:30 AM 0 2 51 0 0 0 74 0 0 0 4 0 30071200 1 0 2 141 0 7:15 AM 0 0 19 0 1 0 0 0 0 07:00 AM 1 1 83 0 0 0 52 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 12TH ST NE 12TH ST 0 JEFFERSON AVE NE 15-min TotalUTLTTHRT SB 17.6%0.61 TOTAL 2.8%0.83 TH RTUTLTTHRTUTLT WB 2.9%0.78 NB -- Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 1.4%0.63 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM 0 008 01 0N JEFFERSON AVE NE NE 12TH ST NE 12TH STJEFFERSON AVE NENE 12TH ST 468TEV: 0.83PHF:611171006 232 238 219 0 208 4213 239 1 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 3 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 4 11 4 8 17 7 9 60 1910000414 10 35 Peak Hour 6 13 6 5 30 0 0 0 0 0 0 12 3Count Total 20 30 10 9 69 0 0 0 50000048:45 AM 3 1 0 1 5 0 0 2 0 2 3 14 8:30 AM 6 9 1 2 18 0 0 0 0 0 0 1 0 2 2 3 8:15 AM 1 3 1 1 6 0 0 0 0 0 0 1 2 0 1 2 8:00 AM 4 4 2 0 10 0 0 0 0 0 0 1 0 2 7 1 7:30 AM 4 7 2 2 15 0 0 0 0 0 0 1 1 110600 1 4 0 EB WB NB SB Total East 7:45 AM 1 0 2 2 5 0 0 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 0 5 0 0 0 0 0 0 West North South 7:00 AM 1 1 1 0 7 195 68 0 46 43 6 0 13 619 029292055321701200390 Count Total 0 12 332 27 0 4 311 98 64 22 1,033 0 102 414310108101271103 10 12 2 120 461 8:45 AM 0 0 34 3 8 0 5 2 1 0 94 528 8:30 AM 0 2 38 0 0 2 38 3 1 0 13 4 30022504 10 8 3 98 560 8:15 AM 0 3 31 5 5 0 5 6 1 0 149 619 8:00 AM 0 0 34 2 0 0 24 11 0 0 21 7 40131904 23 12 4 187 0 7:45 AM 0 2 57 2 19 0 7 8 0 0 126 0 7:30 AM 0 4 41 6 0 0 63 6 0 0 5 8 4 0 7:15 AM 0 0 21 3 4 0 5 4 2 07:00 AM 0 1 76 6 0 0 47 Interval Start NE 12TH ST NE 12TH ST KIRKLAND AVE NE KIRKLAND AVE NE 15-min TotalUTLTTHRT 0 0 59 7 0 13 6 5 1 157 0.66 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 5.0%0.64 TOTAL 4.8%0.83 TH RT WB 5.4%0.73 NB 10.0%0.79 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 2.7% 0 0004 101 4N KIRKLAND AVE NE NE 12TH ST NE 12TH ST KIRKLAND AVE NENE 12TH STKIRKLAND AVE NE619TEV: 0.83PHF:13325510075039 200 1 240 2520 229296050017 195 7 219 242 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 4 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 9 3 7 7 3 6 2 14 51 269000548 16 13 Peak Hour 9 11 22 14 56 0 0 0 0 0 0 11 11Count Total 22 20 49 46 137 0 5 4 10000048:45 AM 3 2 7 7 19 0 0 0 1 0 1 1 8:30 AM 6 4 4 8 22 0 0 0 0 0 0 1 0 4 0 1 8:15 AM 1 1 6 11 19 0 0 0 0 0 0 1 1 0 4 1 8:00 AM 3 2 10 6 21 0 0 0 0 0 0 2 1 0 6 2 7:30 AM 4 3 5 3 15 0 0 0 0 0 0 0 0 1551600 2 10 0 EB WB NB SB Total East 7:45 AM 3 1 7 4 15 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3 0 7:15 AM 0 6 0 0 0 0 3 3 West North South 7:00 AM 2 1 5 0 134 114 57 0 18 971 48 0 100 1,833 0943327087755076127250 Count Total 0 242 182 15 0 139 182 23 1,481 181 3,539 0 421 1,70612870617221013161003 1 146 24 427 1,765 8:45 AM 0 20 22 3 9 0 1 160 4 0 444 1,817 8:30 AM 0 29 18 2 0 11 22 132 4 0 4 203 180179901 4 185 18 414 1,801 8:15 AM 0 34 11 2 4 0 4 118 6 0 480 1,833 8:00 AM 0 25 17 3 0 22 8 127 4 0 5 199 1601421704 1 193 27 479 0 7:45 AM 0 32 48 3 1 0 2 110 11 0 428 0 7:30 AM 0 30 30 1 0 20 53 99 8 0 0 204 29 0 7:15 AM 0 12 11 1 11 0 1 97 4 07:00 AM 0 60 25 0 0 17 22 Interval Start NE 12TH ST NE 12TH ST NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 25 31 6 0 2 2 179 28 446 0.74 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.6%0.95 TOTAL 3.1%0.95 TH RT WB 4.8%0.77 NB 4.7%0.87 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 3.6% 0 0008 94 5N NE SUNSET BLVD NE 12TH ST NE 12TH ST NE SUNSET BLVDNE 12TH STNE SUNSET BLVD1,833TEV: 0.95PHF:1007758883592025 127 76 228 1490 27433946985605 114 134 253 236 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 5 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 4 0 2 3 2 3 2 18 92000520 1 2 Peak Hour 0 2 33 16 51 0 0 0 0 0 0 7 8Count Total 5 3 57 36 101 0 2 0 00000008:45 AM 1 0 8 5 14 0 0 1 2 0 0 0 8:30 AM 1 1 4 5 11 0 0 0 0 0 0 1 0 1 0 1 8:15 AM 3 0 7 8 18 0 0 0 0 0 0 2 0 1 0 0 8:00 AM 0 1 9 6 16 0 0 0 0 0 0 1 0 0 0 1 7:30 AM 0 1 6 1 8 0 0 0 0 0 0 2 1 0661200 2 7 0 EB WB NB SB Total East 7:45 AM 0 0 12 3 15 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 0 0 0 0 0 0 0 2 West North South 7:00 AM 0 0 5 0 0 4 54 0 72 999 11 0 0 1,492 0464769025846470410250 Count Total 0 2 8 90 0 6 14 35 1,570 3 2,864 0 343 1,42713800416720021006 2 167 1 356 1,458 8:45 AM 0 0 1 13 10 0 7 155 1 0 369 1,480 8:30 AM 0 0 0 12 0 0 1 132 1 0 3 210 0010506 4 205 0 359 1,492 8:15 AM 0 2 3 6 5 0 9 122 1 0 374 1,437 8:00 AM 0 0 1 9 0 1 2 127 3 0 5 209 00038010 5 207 0 378 0 7:45 AM 0 0 2 7 5 0 13 122 1 0 381 0 7:30 AM 0 0 1 21 0 1 2 105 4 0 11 225 0 0 7:15 AM 0 0 0 10 4 0 7 98 0 07:00 AM 0 0 0 12 0 1 1 Interval Start KIRKLAND AVE NE KIRKLAND AVE NE NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 2 3 7 0 14 1 180 0 304 0.58 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.8%0.92 TOTAL 3.4%0.98 TH RT WB 5.1%0.81 NB 6.2%0.95 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 0.0% 0 0000 22 5N NE SUNSET BLVD KIRKLAND AVE NE KIRKLAND AVE NE NE SUNSET BLVDKIRKLAND AVE NENE SUNSET BLVD1,492TEV: 0.98PHF:084625871501025 10 4 39 380 947646531897047 4 0 51 56 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 6 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 9 3 3 3 4 0 8 32 131000552 8 5 Peak Hour 0 5 35 19 59 0 0 0 0 0 0 7 12Count Total 0 10 58 40 108 0 4 4 00000008:45 AM 0 2 8 7 17 0 0 0 0 0 0 1 8:30 AM 0 1 4 5 10 0 0 0 0 0 0 1 1 1 1 0 8:15 AM 0 3 7 9 19 0 0 0 0 0 0 2 0 2 0 0 8:00 AM 0 1 7 5 13 0 0 0 0 0 0 1 2 0 0 4 7:30 AM 0 1 10 1 12 0 0 0 0 0 0 1 3 1561200 3 10 0 EB WB NB SB Total East 7:45 AM 0 0 11 4 15 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 0 7:15 AM 0 1 0 0 0 0 1 0 West North South 7:00 AM 0 1 6 0 1 1 68 0 0 1,054 98 0 0 1,638 0052147012854201563410 Count Total 0 2 4 8 0 263 5 34 1,610 0 3,146 0 371 1,5421571501016500150800 7 165 0 380 1,589 8:45 AM 0 0 0 1 8 0 0 152 13 0 414 1,638 8:30 AM 0 1 3 2 0 29 0 140 4 0 2 205 004621400 2 208 0 377 1,617 8:15 AM 0 0 0 1 6 0 0 116 8 0 418 1,604 8:00 AM 0 0 0 0 0 37 0 141 19 0 3 221 00270600 5 220 0 429 0 7:45 AM 0 0 0 1 15 0 0 124 16 0 393 0 7:30 AM 0 1 1 0 0 46 1 117 9 0 2 221 0 0 7:15 AM 0 0 0 2 4 0 0 107 14 07:00 AM 0 0 0 1 0 29 1 Interval Start NE 10TH ST NE 10TH ST NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 34 1 7 0 0 3 205 0 364 0.50 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.2%0.96 TOTAL 3.6%0.95 TH RT WB 2.5%0.81 NB 6.2%0.89 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.0% 0 0002 15 5N NE SUNSET BLVD NE 10TH ST NE 10TH ST NE SUNSET BLVDNE 10TH STNE SUNSET BLVD1,638TEV: 0.95PHF:085412866563041 3 156 200 600 4752105681,01202 1 1 4 3 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 7 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 0 3 1 1 0 2 10 51011211 2 1 Peak Hour 1 3 33 22 59 0 0 0 0 1 1 6 1Count Total 1 4 63 45 113 0 0 1 00000018:45 AM 0 0 9 8 17 0 0 0 0 0 0 1 8:30 AM 0 1 7 5 13 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 6 12 19 0 0 0 0 0 0 1 0 1 1 0 8:00 AM 0 0 6 4 10 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 1 11 3 15 0 0 0 0 0 0 2 0 0761300 4 11 0 EB WB NB SB Total East 7:45 AM 1 1 10 3 15 1 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 0 0 0 0 0 0 1 0 West North South 7:00 AM 0 0 7 0 3 6 87 0 13 1,099 37 0 1 1,694 04546250181,00140444380 Count Total 0 3 7 11 0 94 7 34 1,864 4 3,260 0 388 1,592162504186101211401 1 192 1 385 1,637 8:45 AM 0 0 1 1 11 0 2 159 4 0 425 1,694 8:30 AM 0 0 0 4 0 10 1 133 4 0 4 254 001301202 6 242 0 394 1,680 8:15 AM 0 0 2 1 6 0 0 123 7 0 433 1,668 8:00 AM 0 0 0 1 0 9 0 153 9 0 6 244 0080900 2 261 1 442 0 7:45 AM 0 2 1 1 11 0 2 137 5 0 411 0 7:30 AM 0 1 3 1 0 14 4 123 2 0 5 251 0 0 7:15 AM 0 0 0 0 15 0 4 109 1 07:00 AM 0 0 0 2 0 9 1 Interval Start HARRINGTON AVE NE HARRINGTON AVE NE NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 19 0 9 0 2 6 234 1 382 0.65 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.2%0.97 TOTAL 3.5%0.96 TH RT WB 3.5%0.74 NB 5.7%0.89 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 7.7% 0 1001 11 2N NE SUNSET BLVD HARRINGTON AVE NE HARRINGTON AVE NE NE SUNSET BLVDHARRINGTON AVE NE NE SUNSET BLVD1,694TEV: 0.96PHF:11,001181,020587038 4 44 86 490 2554645751,04904 6 3 13 9 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 8 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 7 6 9 1 1 6 1 39 2340000145 12 4 Peak Hour 36 16 5 11 68 0 0 0 0 0 0 1 22Count Total 70 45 8 15 138 0 0 0 00000018:45 AM 10 7 0 1 18 0 0 0 4 2 0 0 8:30 AM 7 5 3 2 17 0 0 0 0 0 0 0 0 1 0 1 8:15 AM 9 12 0 0 21 0 0 0 0 0 0 0 0 4 2 3 8:00 AM 7 3 1 2 13 0 0 0 0 0 0 0 5 1 0 0 7:30 AM 12 3 2 3 20 0 0 0 0 0 0 0 5 2241800 1 14 0 EB WB NB SB Total East 7:45 AM 11 4 0 2 17 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 4 0 7:15 AM 6 6 0 0 0 0 0 4 West North South 7:00 AM 8 5 0 0 63 527 18 0 162 123 54 0 219 2,125 09779260847200131,015 11 0 Count Total 1 115 1,079 33 0 28 1,909 17 70 339 3,948 0 442 1,8429605921051874012 4 6 36 457 1,972 8:45 AM 0 16 166 2 1 0 13 12 9 0 489 2,100 8:30 AM 0 13 144 3 0 2 214 11 7 0 0 4 22052632017 1 7 32 454 2,125 8:15 AM 1 13 140 4 0 0 24 4 6 0 572 2,106 8:00 AM 0 10 119 5 0 4 242 14 11 0 4 19 79012621024 2 14 60 585 0 7:45 AM 0 6 146 5 5 0 20 46 5 0 514 0 7:30 AM 0 24 137 8 0 1 263 15 4 0 1 7 48 0 7:15 AM 0 23 125 2 0 0 23 12 6 07:00 AM 0 10 102 4 0 3 230 Interval Start NE SUNSET BLVD NE SUNSET BLVD EDMONDS AVE NE EDMONDS AVE NE 15-min TotalUTLTTHRT 0 7 248 5 0 29 0 4 41 435 0.90 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.0%0.67 TOTAL 3.2%0.91 TH RT WB 1.5%0.97 NB 2.5%0.71 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 5.9% 0 0005 414 0N EDMONDS AVE NE NE SUNSET BLVD NE SUNSET BLVD EDMONDS AVE NE NE SUNSET BLVDEDMONDS AVE NE 2,125TEV: 0.91PHF:219478274153011 1,015 13 1,039 5610 26799720280020 527 63 610 1,331 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 9 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 2 0 0 0 2 2 Peak Hour WB 2.0%0.89 NB 3.9%0.91 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 7.4%0.87 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM UT LT TH RT Interval Start NE PARK DRIVE NE SUNSET BLVD SUNSET BLVD NE 0 15-min TotalUTLTTHRT SB -- TOTAL 3.2%0.95 TH RT 7:00 AM 0 0 64 2 0 21 267 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 16 315 0 0 48 0 0 0 435 0 7:15 AM 0 0 60 1 0 0 42 0 39 0 0 0 0 519 0 7:45 AM 0 0 81 3 0 0 40 0 37 0 484 0 7:30 AM 0 0 93 5 0 27 317 0 44 0 0 0 0 516 1,954 8:00 AM 0 0 72 8 0 23 280 0 38 0 0 0 00253450024 0 16 291 0 0 38 0 0 0 449 1,968 8:15 AM 0 0 97 8 0 0 35 0 31 0 0 0 0 416 1,867 8:45 AM 0 0 98 5 0 0 21 0 41 0 486 1,970 8:30 AM 0 0 80 7 0 19 248 0 36 0 0 0 0 384 1,73504300000162050017 0 91 1,233 0 0 Count Total 0 0 645 39 0 163 2,268 0 0 0 3,689 0 0 0 0 0 0 0 West North South 7:00 AM 4 5 3 0 0 343 0 0 265 0 309 0 0 1,970 0137014200024 0 12 0 EB WB NB SB Total East 7:45 AM 10 6 1 0 17 0 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 3 10 0 0 0 0 7:30 AM 6 5 7 0 18 0 1 0 0 0 0 0 0 0201500 0 2 8:15 AM 7 10 2 0 19 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 4 5 1 0 10 0 0 0 0 0 0 0 8:45 AM 6 8 1 0 15 0 0 0 0 0 0 0 8:30 AM 2 5 5 0 12 0 0 0 0 0 0 0 0 0 0 0 0000000 0 2 Peak Hr 27 26 11 0 64 0 1 1 0 0 1 0 0Count Total 42 54 22 0 118 0 2001000 0 01 0 20 0N SUNSET BLVD NE NE PARK DRIVE NE SUNSET BLVD SUNSET BLVD NE NE PARK DRIVE 1,970TEV: 0.95PHF: 1,233 91 1324 4850 142137279115024 343367 1,370 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 1 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 0 0 1 2 1 5 2 13 3 Peak Hour WB 1.4%0.90 NB 11.1%0.56 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 1.8%0.86 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM UT LT TH RT Interval Start NE 12TH ST NE 12TH ST HARRINGTON PL NE 0 15-min TotalUTLTTHRT SB -- TOTAL 1.8%0.90 TH RT 4:00 PM 0 0 78 2 0 1 77 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 0 73 0 0 2 0 0 0 158 0 4:15 PM 0 0 65 2 0 0 0 0 0 0 0 0 0 140 0 4:45 PM 0 0 69 2 0 0 2 0 2 0 144 0 4:30 PM 0 0 51 6 0 2 77 0 2 0 0 0 0 126 568 5:00 PM 0 0 54 2 0 0 75 0 1 0 0 0 00054000 0 1 68 0 0 1 0 0 0 132 542 5:15 PM 0 0 65 0 0 0 0 0 1 0 0 0 0 138 532 5:45 PM 0 0 56 2 0 0 3 0 1 0 136 534 5:30 PM 0 0 60 1 0 1 72 0 1 0 0 0 0 127 5330100000167000 0 3 281 0 0 Count Total 0 0 498 17 0 6 563 0 0 0 1,101 0 0 0 0 0 0 0 West North South 4:00 PM 1 3 0 0 0 263 0 0 8 0 9 0 0 568 040500012 0 4 0 EB WB NB SB Total East 4:45 PM 2 0 0 0 2 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 2 4:15 PM 1 1 0 0 0 0 4:30 PM 1 0 1 0 2 0 0 0 0 0 0 0 0 000200 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 5:45 PM 1 0 0 0 1 0 0 0 1 0 4 1 5:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2100010 0 12 Peak Hr 5 4 1 0 10 0 0 0 0 0 1 0 1Count Total 8 4 1 0 13 1 3000000 0 00 0 30 0N HARRINGTON PL NE NE 12TH ST NE 12TH ST HARRINGTON PL NE NE 12TH ST 568TEV: 0.90PHF: 281 3 284 2680 54915012 263275 285 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 2 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 0 2 1 2 2 3 3 15 5 0 263 14 0 19 524 0 0 0 528 0000005 7 0 Peak Hr 7 7 0 4 18 0 0 0 0 0 1 4 4Count Total 9 7 0 4 20 1 1 0 01000125:45 PM 0 0 0 0 0 0 0 1 0 2 0 0 5:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 5:00 PM 1 0 0 0 1 0 0 0 0 0 0 04:45 PM 2 1 0 1 4 0 0 0 0 2 0 0 4:30 PM 2 1 0 0 3 0 0 0 0 0 0 0 0 0 2 0 4:15 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 West North South 4:00 PM 1 3 0 3 7 0 EB WB NB SB Total East Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 7 282 36 0 0 0 0 0 9 591 0Peak Hour 0 0 0 0 16 000 Count Total 0 28 0 14 1,149 0 133 5580002010064400 7 0 1 152 556 5:45 PM 0 4 58 0 6 0 0 0 0 0 141 539 5:30 PM 0 3 65 0 0 0 70 0 0 0 2 0 10063700 1 0 2 132 546 5:15 PM 0 2 66 0 5 0 0 0 0 0 131 591 5:00 PM 0 3 53 0 0 0 68 0 0 0 5 0 20049200 0 0 4 135 0 4:45 PM 0 3 70 0 3 0 0 0 0 0 148 0 4:30 PM 0 1 52 0 0 0 75 0 0 0 0 0 10068300 11 0 2 177 0 4:15 PM 0 2 74 0 6 0 0 0 0 04:00 PM 0 1 86 0 0 0 71 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 12TH ST NE 12TH ST 0 JEFFERSON AVE NE 15-min TotalUTLTTHRT SB 16.0%0.48 TOTAL 3.0%0.83 TH RTUTLTTHRTUTLT WB 2.5%0.89 NB -- Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 2.4%0.83 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM 0 005 00 0N JEFFERSON AVE NE NE 12TH ST NE 12TH STJEFFERSON AVE NENE 12TH ST 591TEV: 0.83PHF:9162521014 263 277 298 0 282 7289 272 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 3 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 4 5 2 7 4 2 4 30 133000145 10 9 Peak Hour 9 6 3 8 26 0 0 0 0 0 1 5 6Count Total 11 8 4 11 34 1 1 2 01000115:45 PM 0 0 1 1 2 0 0 0 0 2 0 3 5:30 PM 1 1 0 1 3 0 0 0 0 0 0 0 1 0 1 3 5:15 PM 0 0 0 1 1 0 0 0 0 0 0 3 0 0 2 0 5:00 PM 1 1 0 0 2 0 0 0 0 0 0 0 2 1 1 2 4:30 PM 2 1 0 0 3 0 0 0 0 0 0 0 2 012500 3 11 0 EB WB NB SB Total East 4:45 PM 3 0 1 3 7 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2 0 4:15 PM 1 1 0 0 0 0 0 0 West North South 4:00 PM 3 4 1 0 24 245 71 0 84 63 11 0 24 748 037293064313605216340 Count Total 0 47 444 74 0 13 436 103 66 45 1,457 0 161 709910455044810014 15 14 3 204 712 5:45 PM 0 4 47 10 9 0 11 10 3 0 179 664 5:30 PM 0 6 58 10 0 2 63 9 2 0 7 12 701548010 13 4 6 165 675 5:15 PM 0 6 55 8 10 0 12 6 2 0 164 748 5:00 PM 0 7 39 10 0 1 55 10 3 0 9 10 40239408 10 4 9 156 0 4:45 PM 0 11 56 8 9 0 8 2 0 0 190 0 4:30 PM 0 0 47 8 0 0 59 7 0 0 18 5 4 0 4:15 PM 0 6 62 10 14 0 7 10 0 04:00 PM 0 7 80 10 0 1 63 Interval Start NE 12TH ST NE 12TH ST KIRKLAND AVE NE KIRKLAND AVE NE 15-min TotalUTLTTHRT 0 2 55 7 0 14 27 12 7 238 0.79 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 6.7%0.65 TOTAL 3.5%0.79 TH RT WB 2.4%0.82 NB 4.3%0.82 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 3.0% 0 0005 34 1N KIRKLAND AVE NE NE 12TH ST NE 12TH ST KIRKLAND AVE NENE 12TH STKIRKLAND AVE NE748TEV: 0.79PHF:24316411987034 216 5 255 3120 329376972036 245 24 305 277 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 4 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 11 11 10 9 4 11 7 3 66 3160006109 19 17 Peak Hour 4 5 5 9 23 0 0 0 0 0 1 11 19Count Total 12 12 13 24 61 1 1 2 01000105:45 PM 0 0 3 1 4 0 0 2 3 1 1 4 5:30 PM 1 2 1 2 6 0 0 0 0 0 0 2 4 1 1 0 5:15 PM 0 0 2 0 2 0 0 0 0 0 0 0 3 0 6 1 5:00 PM 1 2 0 3 6 0 0 0 0 0 0 2 2 2 6 3 4:30 PM 2 2 0 1 5 0 0 0 0 0 0 4 2 2341200 9 17 0 EB WB NB SB Total East 4:45 PM 2 1 2 4 9 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 4 2 4:15 PM 3 2 0 0 0 0 1 4 West North South 4:00 PM 3 3 2 0 144 121 106 0 48 1,770 176 0 147 2,518 024959830467771707375520 Count Total 0 309 258 30 0 140 175 78 1,613 296 4,999 0 578 2,500205220520241012171103 9 199 49 639 2,518 5:45 PM 0 35 23 2 7 0 5 230 28 0 632 2,478 5:30 PM 0 42 30 4 0 19 17 259 29 0 7 177 34016161706 16 208 38 651 2,489 5:15 PM 0 32 32 7 15 0 9 250 12 0 596 2,499 5:00 PM 0 30 23 4 0 23 23 220 14 0 14 193 26015191304 12 193 36 599 0 4:45 PM 0 40 36 2 22 0 3 206 24 0 643 0 4:30 PM 0 28 23 7 0 15 30 202 28 0 8 224 33 0 4:15 PM 0 49 40 2 9 0 11 198 19 04:00 PM 0 53 51 2 0 21 34 Interval Start NE 12TH ST NE 12TH ST NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 19 19 12 0 7 7 217 39 661 0.90 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.9%0.93 TOTAL 0.9%0.97 TH RT WB 2.5%0.82 NB 0.5%0.91 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 1.4% 0 0009 610 6N NE SUNSET BLVD NE 12TH ST NE 12TH ST NE SUNSET BLVDNE 12TH STNE SUNSET BLVD2,518TEV: 0.97PHF:147777469701,155052 75 73 200 2500 83959241,066867017 121 144 282 246 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 5 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 8 6 6 3 3 7 5 41 191000693 3 1 Peak Hour 5 0 6 15 26 0 0 0 0 0 0 15 22Count Total 9 1 19 34 63 0 4 0 00000015:45 PM 1 0 3 1 5 0 0 1 5 1 0 0 5:30 PM 1 0 2 5 8 0 0 0 0 0 0 2 1 0 0 1 5:15 PM 1 0 2 0 3 0 0 0 0 0 0 1 1 2 2 0 5:00 PM 0 0 0 4 4 0 0 0 0 0 0 2 4 0 0 0 4:30 PM 0 0 2 2 4 0 0 0 0 0 0 5 3 0461100 10 17 0 EB WB NB SB Total East 4:45 PM 3 0 2 6 11 0 0 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 4:15 PM 1 0 0 0 0 0 1 2 West North South 4:00 PM 2 1 4 0 0 4 40 0 148 1,968 23 0 2 2,121 0761,051 11 0 19 84478075240 Count Total 0 3 10 149 0 10 8 45 1,728 3 4,135 0 483 2,10421940719710114026 6 215 2 534 2,121 5:45 PM 0 0 1 22 5 0 20 259 1 0 527 2,080 5:30 PM 0 0 1 24 0 0 1 273 4 0 3 198 00335018 5 239 0 560 2,068 5:15 PM 0 0 1 19 7 0 18 272 3 0 500 2,031 5:00 PM 0 0 0 15 0 1 0 247 3 0 5 192 00317020 7 214 0 493 0 4:45 PM 0 0 2 20 2 0 12 243 2 0 515 0 4:30 PM 0 2 2 9 0 0 0 230 4 0 8 229 0 0 4:15 PM 0 0 2 17 6 0 14 225 2 04:00 PM 0 1 1 23 0 2 1 Interval Start KIRKLAND AVE NE KIRKLAND AVE NE NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 0 1 4 0 20 4 244 0 523 0.82 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.7%0.89 TOTAL 1.2%0.95 TH RT WB 0.0%0.82 NB 0.5%0.96 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 6.1% 0 0003 19 6N NE SUNSET BLVD KIRKLAND AVE NE KIRKLAND AVE NE NE SUNSET BLVDKIRKLAND AVE NENE SUNSET BLVD2,121TEV: 0.95PHF:2844198651,075024 5 7 36 340 111,051761,138929078 4 0 82 83 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 6 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 19 19 16 26 9 20 20 18 147 751400034711 27 22 Peak Hour 0 2 10 15 27 0 0 0 0 0 0 8 90Count Total 0 3 21 40 64 0 11 3 40000005:45 PM 0 0 3 3 6 0 0 0 12 4 4 3 5:30 PM 0 1 5 4 10 0 0 0 0 0 0 1 14 2 3 1 5:15 PM 0 0 2 2 4 0 0 0 0 0 0 2 3 18 2 6 5:00 PM 0 1 1 4 6 0 0 0 0 0 0 0 11 2 2 2 4:30 PM 0 0 1 2 3 0 0 0 0 0 0 1 11 5471100 13 17 0 EB WB NB SB Total East 4:45 PM 0 0 2 5 7 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6 0 4:15 PM 0 0 0 0 0 0 3 10 West North South 4:00 PM 0 1 3 0 1 3 87 1 2 2,100 313 0 0 2,336 021,118 162 0 71 802401202501 Count Total 0 2 12 13 0 243 3 139 1,610 0 4,525 0 551 2,3192564702118600241900 15 194 0 569 2,336 5:45 PM 0 0 4 3 12 0 0 260 52 0 621 2,281 5:30 PM 0 0 2 0 0 34 0 312 31 0 26 216 00241800 8 200 0 578 2,241 5:15 PM 0 0 1 2 18 1 2 281 30 0 568 2,206 5:00 PM 0 0 0 1 0 36 1 265 49 0 22 192 002601200 16 183 0 514 0 4:45 PM 0 1 0 1 9 0 0 236 30 0 581 0 4:30 PM 0 0 0 2 0 38 0 261 43 0 17 221 0 0 4:15 PM 0 1 3 2 8 0 0 229 31 04:00 PM 0 0 2 2 0 39 0 Interval Start NE 10TH ST NE 10TH ST NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 22 0 11 0 0 14 218 0 543 0.67 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.7%0.90 TOTAL 1.2%0.94 TH RT WB 1.2%0.78 NB 0.8%0.94 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.0% 0 00011 1447 3N NE SUNSET BLVD NE 10TH ST NE 10TH ST NE SUNSET BLVDNE 10TH STNE SUNSET BLVD2,336TEV: 0.94PHF:0802718731,169050 2 120 172 2360 1621,11821,28392714 3 1 8 4 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 7 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 0 2 4 4 4 4 4 26 167000513 8 7 Peak Hour 0 2 10 14 26 0 0 0 0 0 0 9 2Count Total 1 5 21 38 65 0 1 1 00000025:45 PM 0 0 3 3 6 0 0 1 0 2 1 2 5:30 PM 0 0 5 4 9 0 0 0 0 0 0 1 1 0 0 2 5:15 PM 0 0 2 1 3 0 0 0 0 0 0 2 0 0 1 2 5:00 PM 0 1 1 5 7 0 0 0 0 0 0 1 0 1 0 0 4:30 PM 0 1 1 2 4 0 0 0 0 0 0 0 0 0351000 14 19 0 EB WB NB SB Total East 4:45 PM 0 1 2 4 7 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3 0 4:15 PM 1 1 0 0 0 0 1 0 West North South 4:00 PM 0 1 4 0 25 12 97 3 31 2,338 160 0 30 2,471 0181,258 82 0 66 8372704810571 Count Total 0 53 19 41 0 93 18 119 1,695 60 4,727 0 573 2,4322913101419670701301 17 202 8 612 2,471 5:45 PM 0 9 4 0 12 0 6 316 20 0 651 2,378 5:30 PM 0 6 2 8 0 12 3 330 32 0 23 205 601021805 13 212 12 596 2,320 5:15 PM 0 9 5 6 17 1 2 288 14 0 612 2,295 5:00 PM 0 8 4 6 0 17 2 324 16 0 13 218 40931005 10 196 6 519 0 4:45 PM 0 2 1 7 9 2 6 249 21 0 593 0 4:30 PM 0 3 0 3 0 11 3 290 11 0 13 236 4 0 4:15 PM 0 6 3 6 8 0 4 250 15 04:00 PM 0 10 0 5 0 16 4 Interval Start HARRINGTON AVE NE HARRINGTON AVE NE NE SUNSET BLVD NE SUNSET BLVD 15-min TotalUTLTTHRT 0 11 1 10 0 2 16 230 13 571 0.80 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.5%0.98 TOTAL 1.1%0.95 TH RT WB 1.7%0.80 NB 0.7%0.93 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.0% 0 0003 71 5N NE SUNSET BLVD HARRINGTON AVE NE HARRINGTON AVE NE NE SUNSET BLVDHARRINGTON AVE NE NE SUNSET BLVD2,471TEV: 0.95PHF:30837669331,340057 10 48 115 1600 821,258181,359913127 12 25 64 58 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 8 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 9 0 4 11 4 1 2 5 36 1810000107 10 5 Peak Hour 14 16 1 3 34 0 0 0 0 0 0 0 21Count Total 30 40 5 16 91 0 2 0 30000005:45 PM 1 3 0 0 4 0 0 0 1 1 0 0 5:30 PM 8 4 0 0 12 0 0 0 0 0 0 0 1 0 1 1 5:15 PM 2 1 0 1 4 0 0 0 0 0 0 0 2 6 5 0 5:00 PM 1 6 0 1 8 0 0 0 0 0 0 0 2 1 1 0 4:30 PM 2 3 0 2 7 0 0 0 0 0 0 0 0 0282000 3 26 0 EB WB NB SB Total East 4:45 PM 3 5 1 1 10 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2 0 4:15 PM 5 5 0 0 0 0 0 7 West North South 4:00 PM 8 13 2 0 137 1,307 30 0 63 63 57 0 150 2,714 04327340194458043837150 Count Total 0 259 2,433 111 1 77 1,663 39 100 299 5,195 0 595 2,6642107164016169206 10 10 76 758 2,714 5:45 PM 0 35 292 18 2 0 18 5 15 0 654 2,564 5:30 PM 0 39 336 21 0 24 202 8 6 0 3 11 1907196108 4 9 30 657 2,557 5:15 PM 0 32 349 14 3 0 10 7 7 0 645 2,531 5:00 PM 0 36 302 12 0 7 230 7 6 0 2 14 2505209907 4 9 34 608 0 4:45 PM 0 30 320 11 4 0 5 10 5 0 647 0 4:30 PM 0 32 288 8 0 3 206 12 6 0 1 13 37 0 4:15 PM 0 22 289 15 6 0 5 12 11 04:00 PM 0 33 257 12 0 18 213 Interval Start NE SUNSET BLVD NE SUNSET BLVD EDMONDS AVE NE EDMONDS AVE NE 15-min TotalUTLTTHRT 0 7 238 3 0 4 8 18 38 631 0.95 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.4%0.55 TOTAL 1.3%0.90 TH RT WB 1.8%0.93 NB 1.0%0.68 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.9% 0 0007 110 0N EDMONDS AVE NE NE SUNSET BLVD NE SUNSET BLVD EDMONDS AVE NE NE SUNSET BLVDEDMONDS AVE NE 2,714TEV: 0.9PHF:1504419213179015 837 43 895 1,3600 342743104145058 1,307 137 1,502 1,030 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 9 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 0 0 0 0 Peak Hour WB 1.8%0.87 NB 1.0%0.85 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.9%0.91 Date: Tue, Jan 30, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM UT LT TH RT Interval Start NE PARK DRIVE NE SUNSET BLVD SUNSET BLVD NE 0 15-min TotalUTLTTHRT SB -- TOTAL 1.3%0.90 TH RT 4:00 PM 0 0 266 24 0 35 239 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 35 246 0 0 13 0 0 0 620 0 4:15 PM 0 0 264 15 0 0 13 0 43 0 0 0 0 622 0 4:45 PM 0 0 317 34 0 0 12 0 36 0 612 0 4:30 PM 0 0 301 21 0 31 221 0 39 0 0 0 0 642 2,496 5:00 PM 0 0 315 16 0 31 241 0 35 0 0 0 00322110013 0 37 188 0 0 9 0 0 0 650 2,526 5:15 PM 0 0 319 29 0 0 9 0 38 0 0 0 0 738 2,663 5:45 PM 0 0 286 23 0 0 9 0 39 0 633 2,547 5:30 PM 0 0 368 22 0 42 258 0 51 0 0 0 0 578 2,59903900000471690014 0 142 898 0 0 Count Total 0 0 2,436 184 0 290 1,773 0 0 0 5,095 0 0 0 0 0 0 0 West North South 4:00 PM 9 14 0 0 0 1,319 0 0 92 0 320 0 0 2,663 0400163000101 0 23 0 EB WB NB SB Total East 4:45 PM 2 6 1 0 9 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 4:15 PM 2 12 0 0 0 0 4:30 PM 2 5 0 0 7 0 0 0 0 0 0 0 0 0201600 0 0 5:15 PM 1 2 0 0 3 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 3 8 0 0 11 0 0 0 0 0 0 0 5:45 PM 1 3 1 0 5 0 0 0 0 0 0 0 5:30 PM 7 3 1 0 11 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hr 13 19 2 0 34 0 0 0 0 0 0 0 0Count Total 27 53 5 0 85 0 0000000 0 00 0 00 0N SUNSET BLVD NE NE PARK DRIVE NE SUNSET BLVD SUNSET BLVD NE NE PARK DRIVE 2,663TEV: 0.90PHF: 898 142 1040 1,4820 163402032430101 1,3191420 938 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Appendix C: LOS Definitions Highway Capacity Manual 2010 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 (Transportation Research Board, 2010). 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, Transportation Research Board, 2010. 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, Transportation Research Board, 2010. 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. Appendix D: LOS Worksheets HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Existing (2018) AM Peak Hour Transpo Group Synchro 9 Report Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 195 15 5 200 40 30 30 5 55 30 15 Future Vol, veh/h 5 195 15 5 200 40 30 30 5 55 30 15 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %333555101010555 Mvmt Flow 6 235 18 6 241 48 36 36 6 66 36 18 Number of Lanes 020020010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 9.4 9.6 9.5 9.7 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 46% 5% 0% 5% 0% 55% Vol Thru, % 46% 95% 87% 95% 71% 30% Vol Right, % 8% 0% 13% 0% 29% 15% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 103 113 105 140 100 LT Vol 30505055 Through Vol 30 98 98 100 100 30 RT Vol 5 0 15 0 40 15 Lane Flow Rate 78 123 136 127 169 120 Geometry Grp 277772 Degree of Util (X) 0.122 0.186 0.2 0.19 0.243 0.181 Departure Headway (Hd) 5.588 5.42 5.301 5.418 5.193 5.406 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 635 657 671 657 687 658 Service Time 3.677 3.197 3.078 3.194 2.968 3.488 HCM Lane V/C Ratio 0.123 0.187 0.203 0.193 0.246 0.182 HCM Control Delay 9.5 9.4 9.4 9.5 9.7 9.7 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.4 0.7 0.7 0.7 0.9 0.7 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Existing (2018) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 115 5 75 125 25 10 435 25 10 775 100 Future Volume (veh/h) 135 115 5 75 125 25 10 435 25 10 775 100 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1810 1900 1810 1810 1900 1863 1863 1900 Adj Flow Rate, veh/h 142 121 0 79 132 0 11 458 26 11 816 105 Adj No. of Lanes 0 20020120120 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 44555555222 Cap, veh/h 205 205 0 124 226 0 23 1807 102 23 1723 222 Arrive On Green 0.12 0.12 0.00 0.10 0.10 0.00 0.01 0.55 0.55 0.01 0.55 0.55 Sat Flow, veh/h 1740 1827 0 1228 2330 0 1723 3308 187 1774 3154 406 Grp Volume(v), veh/h 142 121 0 112 99 0 11 237 247 11 458 463 Grp Sat Flow(s),veh/h/ln1740 1736 0 1748 1719 0 1723 1719 1776 1774 1770 1790 Q Serve(g_s), s 7.8 6.6 0.0 6.2 5.5 0.0 0.6 7.3 7.3 0.6 15.8 15.8 Cycle Q Clear(g_c), s 7.8 6.6 0.0 6.2 5.5 0.0 0.6 7.3 7.3 0.6 15.8 15.8 Prop In Lane 1.00 0.00 0.70 0.00 1.00 0.11 1.00 0.23 Lane Grp Cap(c), veh/h 205 205 0 176 173 0 23 939 970 23 967 978 V/C Ratio(X) 0.69 0.59 0.00 0.64 0.57 0.00 0.48 0.25 0.25 0.47 0.47 0.47 Avail Cap(c_a), veh/h 329 328 0 323 318 0 159 939 970 163 967 978 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh42.4 41.8 0.0 43.2 42.9 0.0 49.0 11.9 12.0 49.0 13.9 13.9 Incr Delay (d2), s/veh 4.2 2.7 0.0 3.8 2.9 0.0 15.1 0.6 0.6 14.0 1.7 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 3.3 0.0 3.2 2.7 0.0 0.4 3.6 3.7 0.4 8.1 8.2 LnGrp Delay(d),s/veh 46.5 44.5 0.0 47.0 45.8 0.0 64.2 12.6 12.6 63.0 15.5 15.5 LnGrp LOS D D D D EBBEBB Approach Vol, veh/h 263 211 495 932 Approach Delay, s/veh 45.6 46.5 13.7 16.1 Approach LOS D D B B Timer 1 2345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.1 60.4 16.9 7.1 60.4 15.6 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s9.2 31.2 18.9 9.2 31.2 18.5 Max Q Clear Time (g_c+I1), s2.6 17.8 9.8 2.6 9.3 8.2 Green Ext Time (p_c), s 0.0 7.0 1.0 0.0 9.2 0.8 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Existing (2018) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 45 5 10 25 45 475 10 25 845 0 Future Vol, veh/h 0 5 45 5 10 25 45 475 10 25 845 0 Conflicting Peds, #/hr 2 04705407502 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 00555666222 Mvmt Flow 0 5 46 5 10 26 46 485 10 26 862 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1261 1511 442 1081 1506 259 866 0 0 502 0 0 Stage 1 917 917 - 589 589 ------- Stage 2 344 594 - 492 917 ------- Critical Hdwy 7.5 6.5 6.9 7.6 6.6 7 4.22 - - 4.14 - - Critical Hdwy Stg 1 6.5 5.5 - 6.6 5.6 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.6 5.6 ------- Follow-up Hdwy 3.5 4 3.3 3.55 4.05 3.35 2.26 - - 2.22 - - Pot Cap-1 Maneuver 129 121 569 168 117 731 748 - - 1059 - - Stage 1 297 354 - 454 486 ------- Stage 2 650 496 - 519 342 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 111 110 563 140 106 723 743 - - 1054 - - Mov Cap-2 Maneuver 211 225 - 254 205 ------- Stage 1 278 344 - 423 453 ------- Stage 2 572 462 - 455 332 ------- Approach EB WB NB SB HCM Control Delay, s 13.2 15.4 0.9 0.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 743 - - 489 388 1054 - - HCM Lane V/C Ratio 0.062 - - 0.104 0.105 0.024 - - HCM Control Delay (s) 10.2 - - 13.2 15.4 8.5 - - HCM Lane LOS B - - B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.3 0.4 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Existing (2018) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 15 15 110 25 30 10 735 40 25 815 5 Future Volume (veh/h) 5 15 15 110 25 30 10 735 40 25 815 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.98 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1827 1900 1792 1792 1900 1845 1845 1900 Adj Flow Rate, veh/h 5 16 16 120 27 33 11 799 43 27 886 5 Adj No. of Lanes 010010120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %444444666333 Cap, veh/h 60 150 129 223 49 48 18 2118 114 37 2341 13 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.01 0.64 0.64 0.02 0.66 0.66 Sat Flow, veh/h 107 841 722 912 274 266 1707 3286 177 1757 3573 20 Grp Volume(v), veh/h 37 0 0 180 0 0 11 414 428 27 435 456 Grp Sat Flow(s),veh/h/ln 1670 0 0 1453 0 0 1707 1703 1760 1757 1752 1841 Q Serve(g_s), s 0.0 0.0 0.0 9.6 0.0 0.0 0.6 11.4 11.4 1.5 11.4 11.4 Cycle Q Clear(g_c), s 1.8 0.0 0.0 11.4 0.0 0.0 0.6 11.4 11.4 1.5 11.4 11.4 Prop In Lane 0.14 0.43 0.67 0.18 1.00 0.10 1.00 0.01 Lane Grp Cap(c), veh/h 339 0 0 319 0 0 18 1097 1135 37 1148 1206 V/C Ratio(X) 0.11 0.00 0.00 0.56 0.00 0.00 0.61 0.38 0.38 0.73 0.38 0.38 Avail Cap(c_a), veh/h 540 0 0 497 0 0 128 1097 1135 132 1148 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.5 0.0 0.0 38.3 0.0 0.0 49.3 8.3 8.3 48.7 7.9 7.9 Incr Delay (d2), s/veh 0.1 0.0 0.0 1.6 0.0 0.0 29.2 1.0 1.0 23.6 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 4.8 0.0 0.0 0.4 5.6 5.8 1.0 5.7 6.0 LnGrp Delay(d),s/veh 34.7 0.0 0.0 39.9 0.0 0.0 78.5 9.3 9.3 72.2 8.9 8.8 LnGrp LOS C D EAAEAA Approach Vol, veh/h 37 180 853 918 Approach Delay, s/veh 34.7 39.9 10.2 10.7 Approach LOS C D B B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 70.0 22.4 6.6 71.0 22.4 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 7.5 46.5 30.4 7.5 46.5 30.4 Max Q Clear Time (g_c+I1), s 3.5 13.4 3.8 2.6 13.4 13.4 Green Ext Time (p_c), s 0.0 20.1 1.3 0.0 20.1 1.1 Intersection Summary HCM 2010 Ctrl Delay 13.6 HCM 2010 LOS B HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Existing (2018) Weekday PM Peak Hour Existing (2018) Weekday PM Peak Hour Synchro 9 Report Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 245 35 5 215 35 35 30 5 65 30 25 Future Vol, veh/h 25 245 35 5 215 35 35 30 5 65 30 25 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 2 2 2 4 4 4 7 7 7 Mvmt Flow 32 310 44 6 272 44 44 38 6 82 38 32 Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 10.8 10.4 10.2 10.9 HCM LOS B B B B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 50% 17% 0% 4% 0% 54% Vol Thru, % 43% 83% 78% 96% 75% 25% Vol Right, % 7% 0% 22% 0% 25% 21% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 70 148 158 113 143 120 LT Vol 35 25 0 5 0 65 Through Vol 30 123 123 108 108 30 RT Vol 5 0 35 0 35 25 Lane Flow Rate 89 187 199 142 180 152 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.149 0.3 0.307 0.229 0.28 0.248 Departure Headway (Hd) 6.054 5.794 5.551 5.794 5.597 5.885 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 592 622 648 621 642 611 Service Time 4.092 3.522 3.279 3.523 3.326 3.921 HCM Lane V/C Ratio 0.15 0.301 0.307 0.229 0.28 0.249 HCM Control Delay 10.2 11 10.7 10.2 10.5 10.9 HCM Lane LOS B B B B B B HCM 95th-tile Q 0.5 1.3 1.3 0.9 1.1 1 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Existing (2018) Weekday PM Peak Hour Existing (2018) Weekday PM Peak Hour Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 120 15 75 75 50 25 960 85 45 775 145 Future Volume (veh/h) 145 120 15 75 75 50 25 960 85 45 775 145 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1845 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 149 124 0 77 77 0 26 990 88 46 799 149 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 3 3 3 1 1 1 1 1 1 Cap, veh/h 212 212 0 134 151 0 43 1933 172 59 1778 332 Arrive On Green 0.12 0.12 0.00 0.08 0.08 0.00 0.02 0.58 0.58 0.03 0.59 0.59 Sat Flow, veh/h 1792 1881 0 1653 1954 0 1792 3319 295 1792 3006 560 Grp Volume(v), veh/h 149 124 0 82 72 0 26 533 545 46 475 473 Grp Sat Flow(s),veh/h/ln 1792 1787 0 1762 1752 0 1792 1787 1827 1792 1787 1779 Q Serve(g_s), s 9.6 7.9 0.0 5.4 4.7 0.0 1.7 21.3 21.3 3.1 17.8 17.8 Cycle Q Clear(g_c), s 9.6 7.9 0.0 5.4 4.7 0.0 1.7 21.3 21.3 3.1 17.8 17.8 Prop In Lane 1.00 0.00 0.94 0.00 1.00 0.16 1.00 0.32 Lane Grp Cap(c), veh/h 212 212 0 143 142 0 43 1041 1064 59 1057 1052 V/C Ratio(X) 0.70 0.59 0.00 0.58 0.51 0.00 0.60 0.51 0.51 0.77 0.45 0.45 Avail Cap(c_a), veh/h 342 341 0 301 299 0 122 1041 1064 122 1057 1052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 50.1 0.0 53.2 52.8 0.0 58.0 14.9 14.9 57.6 13.6 13.6 Incr Delay (d2), s/veh 4.2 2.6 0.0 3.6 2.8 0.0 12.6 1.8 1.8 18.9 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 4.0 0.0 2.8 2.4 0.0 1.0 11.0 11.3 1.8 9.1 9.1 LnGrp Delay(d),s/veh 55.1 52.7 0.0 56.8 55.6 0.0 70.6 16.7 16.7 76.5 15.0 15.0 LnGrp LOS E D E E E B B E B B Approach Vol, veh/h 273 154 1104 994 Approach Delay, s/veh 54.0 56.2 18.0 17.9 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 76.8 19.3 9.8 75.7 15.2 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s 8.2 46.2 22.9 8.2 46.2 20.5 Max Q Clear Time (g_c+I1), s 3.7 19.8 11.6 5.1 23.3 7.4 Green Ext Time (p_c), s 0.0 15.7 1.2 0.0 14.3 0.6 Intersection Summary HCM 2010 Ctrl Delay 24.2 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Existing (2018) Weekday PM Peak Hour Existing (2018) Weekday PM Peak Hour Synchro 9 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 80 5 5 25 75 1050 10 20 845 5 Future Vol, veh/h 0 5 80 5 5 25 75 1050 10 20 845 5 Conflicting Peds, #/hr 12 0 10 7 0 9 10 0 7 9 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 100 - - 100 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 6 6 6 0 0 0 1 1 1 2 2 2 Mvmt Flow 0 5 84 5 5 26 79 1105 11 21 889 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1671 2229 469 1776 2226 579 907 0 0 1125 0 0 Stage 1 946 946 - 1277 1277 - - - - - - - Stage 2 725 1283 - 499 949 - - - - - - - Critical Hdwy 7.62 6.62 7.02 7.5 6.5 6.9 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.62 5.62 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.62 5.62 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.56 4.06 3.36 3.5 4 3.3 2.21 - - 2.22 - - Pot Cap-1 Maneuver 60 40 530 53 44 463 752 - - 617 - - Stage 1 273 329 - 179 239 - - - - - - - Stage 2 373 226 - 527 342 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 48 34 519 38 37 454 745 - - 610 - - Mov Cap-2 Maneuver 140 118 - 113 121 - - - - - - - Stage 1 241 314 - 159 212 - - - - - - - Stage 2 303 200 - 415 326 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.5 22 0.7 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 745 - - 433 249 610 - - HCM Lane V/C Ratio 0.106 - - 0.207 0.148 0.035 - - HCM Control Delay (s) 10.4 - - 15.5 22 11.1 - - HCM Lane LOS B - - C C B - - HCM 95th %tile Q(veh) 0.4 - - 0.8 0.5 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Existing (2018) Weekday PM Peak Hour Existing (2018) Weekday PM Peak Hour Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 55 40 105 50 45 40 1100 130 70 1005 15 Future Volume (veh/h) 25 55 40 105 50 45 40 1100 130 70 1005 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1900 1900 1881 1881 1900 1845 1845 1900 Adj Flow Rate, veh/h 27 59 43 113 54 48 43 1183 140 75 1081 16 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 0 0 0 1 1 1 3 3 3 Cap, veh/h 83 170 108 186 81 64 56 1999 236 96 2280 34 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.03 0.62 0.62 0.05 0.64 0.64 Sat Flow, veh/h 239 878 559 723 419 328 1792 3217 380 1757 3535 52 Grp Volume(v), veh/h 129 0 0 215 0 0 43 656 667 75 536 561 Grp Sat Flow(s),veh/h/ln 1676 0 0 1470 0 0 1792 1787 1809 1757 1752 1835 Q Serve(g_s), s 0.0 0.0 0.0 8.9 0.0 0.0 2.9 26.3 26.5 5.1 18.8 18.8 Cycle Q Clear(g_c), s 7.7 0.0 0.0 16.6 0.0 0.0 2.9 26.3 26.5 5.1 18.8 18.8 Prop In Lane 0.21 0.33 0.53 0.22 1.00 0.21 1.00 0.03 Lane Grp Cap(c), veh/h 361 0 0 331 0 0 56 1111 1125 96 1130 1183 V/C Ratio(X) 0.36 0.00 0.00 0.65 0.00 0.00 0.77 0.59 0.59 0.78 0.47 0.47 Avail Cap(c_a), veh/h 498 0 0 455 0 0 246 1111 1125 212 1130 1183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 0.0 0.0 45.6 0.0 0.0 57.7 13.6 13.6 56.0 10.9 10.9 Incr Delay (d2), s/veh 0.6 0.0 0.0 2.2 0.0 0.0 19.7 2.3 2.3 12.9 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 0.0 6.9 0.0 0.0 1.7 13.6 13.9 2.8 9.5 10.0 LnGrp Delay(d),s/veh 42.7 0.0 0.0 47.8 0.0 0.0 77.4 15.9 15.9 68.9 12.3 12.3 LnGrp LOS D D E B B E B B Approach Vol, veh/h 129 215 1366 1172 Approach Delay, s/veh 42.7 47.8 17.8 15.9 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.0 80.1 27.9 9.2 82.9 27.9 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 14.5 56.5 33.4 16.5 54.5 33.4 Max Q Clear Time (g_c+I1), s 7.1 28.5 9.7 4.9 20.8 18.6 Green Ext Time (p_c), s 0.1 24.0 2.2 0.0 28.2 1.8 Intersection Summary HCM 2010 Ctrl Delay 20.4 HCM 2010 LOS C HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Baseline (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 210 15 5 215 45 30 30 5 60 30 15 Future Vol, veh/h 5 210 15 5 215 45 30 30 5 60 30 15 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %333555101010555 Mvmt Flow 6 253 18 6 259 54 36 36 6 72 36 18 Number of Lanes 020020010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 9.6 9.8 9.6 9.9 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 46% 5% 0% 4% 0% 57% Vol Thru, % 46% 95% 88% 96% 70% 29% Vol Right, % 8% 0% 12% 0% 30% 14% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 110 120 113 153 105 LT Vol 30505060 Through Vol 30 105 105 108 108 30 RT Vol 5 0 15 0 45 15 Lane Flow Rate 78 133 145 136 184 127 Geometry Grp 277772 Degree of Util (X) 0.126 0.201 0.215 0.206 0.267 0.193 Departure Headway (Hd) 5.795 5.471 5.36 5.463 5.233 5.504 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 623 649 662 651 680 645 Service Time 3.795 3.261 3.15 3.25 3.019 3.6 HCM Lane V/C Ratio 0.125 0.205 0.219 0.209 0.271 0.197 HCM Control Delay 9.6 9.7 9.6 9.7 9.9 9.9 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.4 0.7 0.8 0.8 1.1 0.7 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Baseline (2022) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 125 5 80 135 25 10 470 25 10 840 110 Future Volume (veh/h) 145 125 5 80 135 25 10 470 25 10 840 110 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1810 1900 1810 1810 1900 1863 1863 1900 Adj Flow Rate, veh/h 153 132 0 84 142 0 11 495 26 11 884 116 Adj No. of Lanes 0 20020120120 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 44555555222 Cap, veh/h 215 215 0 128 236 0 23 1781 93 23 1686 221 Arrive On Green 0.12 0.12 0.00 0.11 0.11 0.00 0.01 0.54 0.54 0.01 0.54 0.54 Sat Flow, veh/h 1740 1827 0 1220 2338 0 1723 3323 174 1774 3145 413 Grp Volume(v), veh/h 153 132 0 120 106 0 11 256 265 11 497 503 Grp Sat Flow(s),veh/h/ln1740 1736 0 1749 1719 0 1723 1719 1778 1774 1770 1789 Q Serve(g_s), s 8.4 7.2 0.0 6.6 5.9 0.0 0.6 8.1 8.1 0.6 18.1 18.1 Cycle Q Clear(g_c), s 8.4 7.2 0.0 6.6 5.9 0.0 0.6 8.1 8.1 0.6 18.1 18.1 Prop In Lane 1.00 0.00 0.70 0.00 1.00 0.10 1.00 0.23 Lane Grp Cap(c), veh/h 215 215 0 184 181 0 23 922 953 23 949 959 V/C Ratio(X) 0.71 0.61 0.00 0.66 0.58 0.00 0.48 0.28 0.28 0.47 0.52 0.52 Avail Cap(c_a), veh/h 329 328 0 323 318 0 159 922 953 163 949 959 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh42.1 41.6 0.0 43.0 42.7 0.0 49.0 12.6 12.6 49.0 15.0 15.0 Incr Delay (d2), s/veh 4.3 2.8 0.0 3.9 3.0 0.0 15.1 0.7 0.7 14.0 2.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 3.6 0.0 3.4 2.9 0.0 0.4 4.0 4.2 0.4 9.4 9.5 LnGrp Delay(d),s/veh 46.4 44.4 0.0 46.9 45.7 0.0 64.2 13.4 13.4 63.0 17.0 17.0 LnGrp LOS D D D D EBBEBB Approach Vol, veh/h 285 226 532 1011 Approach Delay, s/veh 45.5 46.3 14.4 17.5 Approach LOS D D B B Timer 1 2345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.1 59.4 17.5 7.1 59.4 16.0 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s9.2 31.2 18.9 9.2 31.2 18.5 Max Q Clear Time (g_c+I1), s2.6 20.1 10.4 2.6 10.1 8.6 Green Ext Time (p_c), s 0.0 6.7 1.0 0.0 10.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 23.8 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Baseline (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 50 5 10 25 50 515 10 25 915 0 Future Vol, veh/h 0 5 50 5 10 25 50 515 10 25 915 0 Conflicting Peds, #/hr 2 04705407502 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 00555666222 Mvmt Flow 0 5 51 5 10 26 51 526 10 26 934 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1364 1634 478 1167 1629 280 938 0 0 543 0 0 Stage 1 989 989 - 640 640 ------- Stage 2 375 645 - 527 989 ------- Critical Hdwy 7.5 6.5 6.9 7.6 6.6 7 4.22 - - 4.14 - - Critical Hdwy Stg 1 6.5 5.5 - 6.6 5.6 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.6 5.6 ------- Follow-up Hdwy 3.5 4 3.3 3.55 4.05 3.35 2.26 - - 2.22 - - Pot Cap-1 Maneuver 108 102 539 145 98 708 702 - - 1022 - - Stage 1 268 327 - 423 461 ------- Stage 2 624 471 - 495 316 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 92 91 533 118 88 700 697 - - 1017 - - Mov Cap-2 Maneuver 188 203 - 228 183 ------- Stage 1 247 317 - 389 424 ------- Stage 2 541 434 - 426 307 ------- Approach EB WB NB SB HCM Control Delay, s 13.8 16.4 0.9 0.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 697 - - 464 356 1017 - - HCM Lane V/C Ratio 0.073 - - 0.121 0.115 0.025 - - HCM Control Delay (s) 10.6 - - 13.8 16.4 8.6 - - HCM Lane LOS B - - B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.4 0.4 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Baseline (2022) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 15 15 120 25 30 10 795 45 25 880 5 Future Volume (veh/h) 5 15 15 120 25 30 10 795 45 25 880 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1827 1900 1792 1792 1900 1845 1845 1900 Adj Flow Rate, veh/h 5 16 16 130 27 33 11 864 49 27 957 5 Adj No. of Lanes 010010120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %444444666333 Cap, veh/h 61 155 133 235 46 46 18 2092 119 37 2321 12 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.01 0.64 0.64 0.02 0.65 0.65 Sat Flow, veh/h 110 841 725 946 250 251 1707 3276 186 1757 3575 19 Grp Volume(v), veh/h 37 0 0 190 0 0 11 449 464 27 469 493 Grp Sat Flow(s),veh/h/ln 1676 0 0 1447 0 0 1707 1703 1759 1757 1752 1841 Q Serve(g_s), s 0.0 0.0 0.0 10.3 0.0 0.0 0.6 12.9 12.9 1.5 12.8 12.8 Cycle Q Clear(g_c), s 1.8 0.0 0.0 12.2 0.0 0.0 0.6 12.9 12.9 1.5 12.8 12.8 Prop In Lane 0.14 0.43 0.68 0.17 1.00 0.11 1.00 0.01 Lane Grp Cap(c), veh/h 349 0 0 327 0 0 18 1088 1123 37 1138 1196 V/C Ratio(X) 0.11 0.00 0.00 0.58 0.00 0.00 0.61 0.41 0.41 0.73 0.41 0.41 Avail Cap(c_a), veh/h 542 0 0 496 0 0 128 1088 1123 132 1138 1196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 0.0 0.0 38.1 0.0 0.0 49.3 8.9 8.9 48.7 8.4 8.4 Incr Delay (d2), s/veh 0.1 0.0 0.0 1.6 0.0 0.0 29.2 1.2 1.1 23.6 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 5.1 0.0 0.0 0.4 6.3 6.5 1.0 6.5 6.8 LnGrp Delay(d),s/veh 34.2 0.0 0.0 39.7 0.0 0.0 78.5 10.0 10.0 72.2 9.5 9.4 LnGrp LOS C D EBAEAA Approach Vol, veh/h 37 190 924 989 Approach Delay, s/veh 34.2 39.7 10.8 11.2 Approach LOS C D B B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 69.4 23.0 6.6 70.4 23.0 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 7.5 46.5 30.4 7.5 46.5 30.4 Max Q Clear Time (g_c+I1), s 3.5 14.9 3.8 2.6 14.8 14.2 Green Ext Time (p_c), s 0.0 21.2 1.4 0.0 21.3 1.1 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Baseline (2022) Weekday PM Peak Hour Transpo Group Synchro 9 Report Intersection Intersection Delay, s/veh 11.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 265 40 5 235 40 40 30 5 70 30 25 Future Vol, veh/h 25 265 40 5 235 40 40 30 5 70 30 25 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 2 2 2 4 4 4 7 7 7 Mvmt Flow 32 335 51 6 297 51 51 38 6 89 38 32 Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 11.4 10.9 10.5 11.3 HCM LOS B B B B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 53% 16% 0% 4% 0% 56% Vol Thru, % 40% 84% 77% 96% 75% 24% Vol Right, % 7% 0% 23% 0% 25% 20% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 75 158 173 123 158 125 LT Vol 40 25 0 5 0 70 Through Vol 30 133 133 118 118 30 RT Vol 5 0 40 0 40 25 Lane Flow Rate 95 199 218 155 199 158 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.165 0.327 0.343 0.255 0.316 0.267 Departure Headway (Hd) 6.244 5.906 5.661 5.911 5.71 6.064 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 573 608 635 608 630 592 Service Time 4.294 3.644 3.399 3.65 3.449 4.109 HCM Lane V/C Ratio 0.166 0.327 0.343 0.255 0.316 0.267 HCM Control Delay 10.5 11.5 11.3 10.7 11.1 11.3 HCM Lane LOS B B B B B B HCM 95th-tile Q 0.6 1.4 1.5 1 1.4 1.1 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Baseline (2022) Weekday PM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 130 15 80 80 55 25 1040 90 50 840 155 Future Volume (veh/h) 155 130 15 80 80 55 25 1040 90 50 840 155 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1845 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 160 134 0 82 82 0 26 1072 93 52 866 160 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 3 3 3 1 1 1 1 1 1 Cap, veh/h 222 222 0 139 156 0 43 1895 164 67 1755 324 Arrive On Green 0.12 0.12 0.00 0.08 0.08 0.00 0.02 0.57 0.57 0.04 0.58 0.58 Sat Flow, veh/h 1792 1881 0 1654 1953 0 1792 3327 288 1792 3011 556 Grp Volume(v), veh/h 160 134 0 87 77 0 26 576 589 52 514 512 Grp Sat Flow(s),veh/h/ln 1792 1787 0 1762 1752 0 1792 1787 1828 1792 1787 1780 Q Serve(g_s), s 10.3 8.5 0.0 5.7 5.0 0.0 1.7 24.5 24.6 3.5 20.2 20.2 Cycle Q Clear(g_c), s 10.3 8.5 0.0 5.7 5.0 0.0 1.7 24.5 24.6 3.5 20.2 20.2 Prop In Lane 1.00 0.00 0.94 0.00 1.00 0.16 1.00 0.31 Lane Grp Cap(c), veh/h 222 222 0 148 147 0 43 1018 1042 67 1042 1038 V/C Ratio(X) 0.72 0.60 0.00 0.59 0.52 0.00 0.60 0.57 0.57 0.77 0.49 0.49 Avail Cap(c_a), veh/h 342 341 0 301 299 0 122 1018 1042 122 1042 1038 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.6 49.8 0.0 53.0 52.7 0.0 58.0 16.4 16.4 57.2 14.6 14.6 Incr Delay (d2), s/veh 4.4 2.6 0.0 3.7 2.8 0.0 12.6 2.3 2.2 16.9 1.7 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 4.4 0.0 2.9 2.5 0.0 1.0 12.6 12.9 2.0 10.3 10.3 LnGrp Delay(d),s/veh 54.9 52.4 0.0 56.7 55.5 0.0 70.6 18.7 18.6 74.2 16.3 16.3 LnGrp LOS D D E E E B B E B B Approach Vol, veh/h 294 164 1191 1078 Approach Delay, s/veh 53.8 56.2 19.8 19.1 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 75.8 20.0 10.3 74.2 15.6 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s 8.2 46.2 22.9 8.2 46.2 20.5 Max Q Clear Time (g_c+I1), s 3.7 22.2 12.3 5.5 26.6 7.7 Green Ext Time (p_c), s 0.0 16.1 1.2 0.0 13.9 0.6 Intersection Summary HCM 2010 Ctrl Delay 25.4 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Baseline (2022) Weekday PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 85 5 5 25 80 1135 10 20 915 5 Future Vol, veh/h 0 5 85 5 5 25 80 1135 10 20 915 5 Conflicting Peds, #/hr 12 0 10 7 0 9 10 0 7 9 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 100 - - 100 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 6 6 6 0 0 0 1 1 1 2 2 2 Mvmt Flow 0 5 89 5 5 26 84 1195 11 21 963 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1800 2403 506 1913 2400 624 980 0 0 1214 0 0 Stage 1 1020 1020 - 1377 1377 - - - - - - - Stage 2 780 1383 - 536 1023 - - - - - - - Critical Hdwy 7.62 6.62 7.02 7.5 6.5 6.9 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.62 5.62 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.62 5.62 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.56 4.06 3.36 3.5 4 3.3 2.21 - - 2.22 - - Pot Cap-1 Maneuver 48 31 501 42 34 433 706 - - 570 - - Stage 1 246 304 - 155 214 - - - - - - - Stage 2 346 202 - 501 316 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 37 26 491 29 28 424 699 - - 563 - - Mov Cap-2 Maneuver 123 103 - 96 104 - - - - - - - Stage 1 214 289 - 135 187 - - - - - - - Stage 2 274 176 - 384 301 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.5 24.6 0.7 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 699 - - 406 220 563 - - HCM Lane V/C Ratio 0.12 - - 0.233 0.167 0.037 - - HCM Control Delay (s) 10.9 - - 16.5 24.6 11.6 - - HCM Lane LOS B - - C C B - - HCM 95th %tile Q(veh) 0.4 - - 0.9 0.6 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Baseline (2022) Weekday PM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 60 45 115 55 50 45 1190 140 75 1090 15 Future Volume (veh/h) 25 60 45 115 55 50 45 1190 140 75 1090 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1900 1900 1881 1881 1900 1845 1845 1900 Adj Flow Rate, veh/h 27 65 48 124 59 54 48 1280 151 81 1172 16 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 0 0 0 1 1 1 3 3 3 Cap, veh/h 81 183 119 193 82 68 62 1947 229 103 2225 30 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.03 0.60 0.60 0.06 0.63 0.63 Sat Flow, veh/h 217 885 575 712 397 327 1792 3219 378 1757 3540 48 Grp Volume(v), veh/h 140 0 0 237 0 0 48 708 723 81 580 608 Grp Sat Flow(s),veh/h/ln 1676 0 0 1436 0 0 1792 1787 1810 1757 1752 1836 Q Serve(g_s), s 0.0 0.0 0.0 10.7 0.0 0.0 3.2 31.1 31.5 5.5 22.1 22.1 Cycle Q Clear(g_c), s 8.3 0.0 0.0 19.0 0.0 0.0 3.2 31.1 31.5 5.5 22.1 22.1 Prop In Lane 0.19 0.34 0.52 0.23 1.00 0.21 1.00 0.03 Lane Grp Cap(c), veh/h 382 0 0 342 0 0 62 1081 1095 103 1102 1154 V/C Ratio(X) 0.37 0.00 0.00 0.69 0.00 0.00 0.77 0.65 0.66 0.79 0.53 0.53 Avail Cap(c_a), veh/h 498 0 0 447 0 0 246 1081 1095 212 1102 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.1 0.0 0.0 45.4 0.0 0.0 57.4 15.5 15.6 55.7 12.4 12.4 Incr Delay (d2), s/veh 0.6 0.0 0.0 3.0 0.0 0.0 17.7 3.1 3.1 12.3 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 0.0 7.8 0.0 0.0 1.9 16.3 16.6 3.0 11.2 11.7 LnGrp Delay(d),s/veh 41.6 0.0 0.0 48.4 0.0 0.0 75.1 18.6 18.7 68.1 14.2 14.1 LnGrp LOS D D E B B E B B Approach Vol, veh/h 140 237 1479 1269 Approach Delay, s/veh 41.6 48.4 20.5 17.6 Approach LOS D D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.5 78.1 29.4 9.7 80.9 29.4 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 14.5 56.5 33.4 16.5 54.5 33.4 Max Q Clear Time (g_c+I1), s 7.5 33.5 10.3 5.2 24.1 21.0 Green Ext Time (p_c), s 0.1 20.9 2.4 0.1 27.1 1.9 Intersection Summary HCM 2010 Ctrl Delay 22.4 HCM 2010 LOS C HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 252 1 5 215 45 24 28 5 60 25 18 Future Vol, veh/h 8 252 1 5 215 45 24 28 5 60 25 18 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 3 3 5 5 5 10 10 10 5 5 5 Mvmt Flow 10 304 1 6 259 54 29 34 6 72 30 22 Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.9 9.9 9.6 10 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 42% 6% 0% 4% 0% 58% Vol Thru, % 49% 94% 99% 96% 70% 24% Vol Right, % 9% 0% 1% 0% 30% 17% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 134 127 113 153 103 LT Vol 24 8 0 5 0 60 Through Vol 28 126 126 108 108 25 RT Vol 5 0 1 0 45 18 Lane Flow Rate 69 161 153 136 184 124 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.112 0.244 0.23 0.206 0.267 0.191 Departure Headway (Hd) 5.859 5.444 5.408 5.472 5.241 5.546 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 615 652 656 649 678 639 Service Time 3.859 3.234 3.199 3.262 3.031 3.644 HCM Lane V/C Ratio 0.112 0.247 0.233 0.21 0.271 0.194 HCM Control Delay 9.6 10 9.8 9.7 10 10 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.4 1 0.9 0.8 1.1 0.7 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 175 138 5 79 135 25 10 463 18 10 847 110 Future Volume (veh/h) 175 138 5 79 135 25 10 463 18 10 847 110 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1810 1900 1810 1810 1900 1863 1863 1900 Adj Flow Rate, veh/h 184 145 0 83 142 0 11 487 19 11 892 116 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 4 4 5 5 5 5 5 5 2 2 2 Cap, veh/h 242 241 0 127 236 0 23 1757 68 23 1641 213 Arrive On Green 0.14 0.14 0.00 0.10 0.10 0.00 0.01 0.52 0.52 0.01 0.52 0.52 Sat Flow, veh/h 1740 1827 0 1211 2348 0 1723 3374 131 1774 3149 410 Grp Volume(v), veh/h 184 145 0 120 105 0 11 248 258 11 501 507 Grp Sat Flow(s),veh/h/ln1740 1736 0 1749 1719 0 1723 1719 1786 1774 1770 1789 Q Serve(g_s), s 10.2 7.8 0.0 6.6 5.8 0.0 0.6 8.1 8.1 0.6 18.9 18.9 Cycle Q Clear(g_c), s 10.2 7.8 0.0 6.6 5.8 0.0 0.6 8.1 8.1 0.6 18.9 18.9 Prop In Lane 1.00 0.00 0.69 0.00 1.00 0.07 1.00 0.23 Lane Grp Cap(c), veh/h 242 241 0 183 180 0 23 896 930 23 922 932 V/C Ratio(X) 0.76 0.60 0.00 0.65 0.58 0.00 0.48 0.28 0.28 0.47 0.54 0.54 Avail Cap(c_a), veh/h 329 328 0 324 318 0 159 896 930 163 922 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.4 40.4 0.0 43.0 42.7 0.0 49.0 13.4 13.4 49.0 16.0 16.0 Incr Delay (d2), s/veh 6.9 2.4 0.0 3.9 3.0 0.0 15.1 0.8 0.7 14.0 2.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 3.9 0.0 3.4 2.9 0.0 0.4 4.0 4.1 0.4 9.8 9.9 LnGrp Delay(d),s/veh 48.3 42.8 0.0 46.9 45.7 0.0 64.2 14.2 14.2 63.0 18.3 18.3 LnGrp LOS D D D D E B B E B B Approach Vol, veh/h 329 225 517 1019 Approach Delay, s/veh 45.9 46.3 15.2 18.8 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.1 57.9 19.0 7.1 57.9 16.0 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s9.2 31.2 18.9 9.2 31.2 18.5 Max Q Clear Time (g_c+I1), s2.6 20.9 12.2 2.6 10.1 8.6 Green Ext Time (p_c), s 0.0 6.3 1.1 0.0 9.9 0.8 Intersection Summary HCM 2010 Ctrl Delay 25.1 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 37 5 10 25 42 511 10 25 941 0 Future Vol, veh/h 0 5 37 5 10 25 42 511 10 25 941 0 Conflicting Peds, #/hr 2 0 4 7 0 5 4 0 7 5 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 100 - - 100 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 0 0 5 5 5 6 6 6 2 2 2 Mvmt Flow 0 5 38 5 10 26 43 521 10 26 960 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1372 1639 491 1160 1634 278 964 0 0 539 0 0 Stage 1 1015 1015 - 619 619 - - - - - - - Stage 2 357 624 - 541 1015 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.6 6.6 7 4.22 - - 4.14 - - Critical Hdwy Stg 1 6.5 5.5 - 6.6 5.6 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.6 5.6 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.55 4.05 3.35 2.26 - - 2.22 - - Pot Cap-1 Maneuver 107 101 529 147 97 710 686 - - 1025 - - Stage 1 259 318 - 436 471 - - - - - - - Stage 2 639 481 - 485 307 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 91 91 523 123 88 702 681 - - 1020 - - Mov Cap-2 Maneuver 186 203 - 236 184 - - - - - - - Stage 1 242 309 - 406 438 - - - - - - - Stage 2 561 448 - 428 298 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.1 16.3 0.8 0.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 681 - - 440 360 1020 - - HCM Lane V/C Ratio 0.063 - - 0.097 0.113 0.025 - - HCM Control Delay (s) 10.6 - - 14.1 16.3 8.6 - - HCM Lane LOS B - - B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.3 0.4 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 23 81 120 32 21 55 782 45 23 910 5 Future Volume (veh/h) 5 23 81 120 32 21 55 782 45 23 910 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 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 Adj Sat Flow, veh/h/ln 1900 1827 1900 1900 1827 1900 1792 1792 1900 1845 1845 1900 Adj Flow Rate, veh/h 5 25 88 130 35 23 60 850 49 25 989 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 4 4 4 6 6 6 3 3 3 Cap, veh/h 42 74 229 233 59 32 76 2062 119 35 2166 11 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.04 0.63 0.63 0.01 0.20 0.20 Sat Flow, veh/h 22 382 1184 887 305 166 1707 3272 189 1757 3576 18 Grp Volume(v), veh/h 118 0 0 188 0 0 60 442 457 25 485 509 Grp Sat Flow(s),veh/h/ln 1587 0 0 1358 0 0 1707 1703 1758 1757 1752 1841 Q Serve(g_s), s 0.0 0.0 0.0 6.5 0.0 0.0 3.5 13.0 13.0 1.4 24.4 24.4 Cycle Q Clear(g_c), s 6.4 0.0 0.0 12.9 0.0 0.0 3.5 13.0 13.0 1.4 24.4 24.4 Prop In Lane 0.04 0.75 0.69 0.12 1.00 0.11 1.00 0.01 Lane Grp Cap(c), veh/h 345 0 0 324 0 0 76 1073 1108 35 1061 1115 V/C Ratio(X) 0.34 0.00 0.00 0.58 0.00 0.00 0.79 0.41 0.41 0.71 0.46 0.46 Avail Cap(c_a), veh/h 518 0 0 473 0 0 128 1073 1108 132 1061 1115 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 0.0 0.0 37.6 0.0 0.0 47.3 9.2 9.2 49.4 25.5 25.5 Incr Delay (d2), s/veh 0.6 0.0 0.0 1.6 0.0 0.0 16.3 1.2 1.1 23.1 1.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 0.0 5.0 0.0 0.0 2.0 6.4 6.6 0.9 12.3 12.9 LnGrp Delay(d),s/veh 35.7 0.0 0.0 39.3 0.0 0.0 63.6 10.4 10.4 72.4 26.9 26.9 LnGrp LOS D D E B B E C C Approach Vol, veh/h 118 188 959 1019 Approach Delay, s/veh 35.7 39.3 13.7 28.0 Approach LOS D D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 68.5 24.0 10.0 66.1 24.0 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 7.5 46.5 30.4 7.5 46.5 30.4 Max Q Clear Time (g_c+I1), s 3.4 15.0 8.4 5.5 26.4 14.9 Green Ext Time (p_c), s 0.0 21.4 1.9 0.0 15.3 1.6 Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C HCM 2010 TWSC Renton Highlands 5: Harrington Pl & 12th St Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 237 16 5 259 13 5 Future Vol, veh/h 237 16 5 259 13 5 Conflicting Peds, #/hr 0 12 11 0 12 11 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 1 1 2 2 0 0 Mvmt Flow 293 20 6 320 16 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 324 0 658 179 Stage 1 - - - - 314 - Stage 2 - - - - 344 - Critical Hdwy - - 4.13 - 6.6 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.219 - 3.5 3.3 Pot Cap-1 Maneuver - - 1234 - 417 839 Stage 1 - - - - 720 - Stage 2 - - - - 722 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1221 - 405 821 Mov Cap-2 Maneuver - - - - 405 - Stage 1 - - - - 712 - Stage 2 - - - - 709 - Approach EB WB NB HCM Control Delay, s 0 0.2 13 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 471 - - 1221 - HCM Lane V/C Ratio 0.047 - - 0.005 - HCM Control Delay (s) 13 - - 8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Renton Highlands 6: 12th St & Jefferson Ave Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 216 11 3 246 3 13 3 45 5 3 5 Future Vol, veh/h 10 216 11 3 246 3 13 3 45 5 3 5 Conflicting Peds, #/hr 9 0 1 0 0 8 1 0 0 8 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 1 1 1 3 3 3 0 0 0 18 18 18 Mvmt Flow 12 260 13 4 296 4 16 4 54 6 4 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 305 0 0 274 0 0 609 605 146 477 612 314 Stage 1 - - - - - - 292 292 - 313 313 - Stage 2 - - - - - - 317 313 - 164 299 - Critical Hdwy 4.115 - - 4.145 - - 7.3 6.5 6.9 7.57 6.77 6.47 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.37 5.77 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.77 5.77 - Follow-up Hdwy 2.2095 - -2.2285 - - 3.5 4 3.3 3.671 4.171 3.471 Pot Cap-1 Maneuver 1261 - - 1281 - - 396 415 881 454 381 684 Stage 1 - - - - - - 697 675 - 658 623 - Stage 2 - - - - - - 698 661 - 782 632 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1250 - - 1271 - - 381 405 873 411 372 672 Mov Cap-2 Maneuver - - - - - - 381 405 - 411 372 - Stage 1 - - - - - - 689 667 - 645 615 - Stage 2 - - - - - - 679 653 - 716 624 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 11.2 12.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 655 1250 - - 1271 - - 470 HCM Lane V/C Ratio 0.112 0.01 - - 0.003 - - 0.033 HCM Control Delay (s) 11.2 7.9 0 - 7.8 0 - 12.9 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.1 HCM 2010 TWSC Renton Highlands 7: Sunset Blvd & NE 11th ST (Site Access)Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 38 0 795 970 32 Future Vol, veh/h 0 38 0 795 970 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 41 0 864 1054 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 545 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 482 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 482 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 13.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 482 - - HCM Lane V/C Ratio - 0.086 - - HCM Control Delay (s) - 13.2 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.3 - - HCM 2010 TWSC Renton Highlands 8: 10th St & Site Access Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 35 43 66 81 11 Future Vol, veh/h 7 35 43 66 81 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 4 4 4 0 0 Mvmt Flow 8 38 47 72 88 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 118 0 - 0 136 83 Stage 1 - - - - 83 - Stage 2 - - - - 53 - Critical Hdwy 4.14 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.236 - - - 3.5 3.3 Pot Cap-1 Maneuver 1458 - - - 862 982 Stage 1 - - - - 945 - Stage 2 - - - - 975 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1458 - - - 857 982 Mov Cap-2 Maneuver - - - - 857 - Stage 1 - - - - 945 - Stage 2 - - - - 969 - Approach EB WB SB HCM Control Delay, s 1.2 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1458 - - - 870 HCM Lane V/C Ratio 0.005 - - - 0.115 HCM Control Delay (s) 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.4 HCM 2010 TWSC Renton Highlands 9: Sunset Blvd & Site Access North Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 795 1002 2 Future Vol, veh/h 0 0 0 795 1002 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 864 1089 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 546 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 482 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 482 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - 0 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - - - - HCM 2010 TWSC Renton Highlands 10: Sunset Blvd & Site Access South Future (2022) AM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 0 820 933 0 Future Vol, veh/h 0 2 0 820 933 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2 0 891 1014 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 507 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 511 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 511 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 511 - - HCM Lane V/C Ratio - 0.004 - - HCM Control Delay (s) - 12.1 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0 - - HCM 2010 AWSC Renton Highlands 1: Kirkland Ave & 12th St Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 315 14 5 235 40 7 19 5 70 23 28 Future Vol, veh/h 30 315 14 5 235 40 7 19 5 70 23 28 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 2 2 2 4 4 4 7 7 7 Mvmt Flow 38 399 18 6 297 51 9 24 6 89 29 35 Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 11.4 10.5 9.6 11 HCM LOS B B A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 23% 16% 0% 4% 0% 58% Vol Thru, % 61% 84% 92% 96% 75% 19% Vol Right, % 16% 0% 8% 0% 25% 23% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 31 188 172 123 158 121 LT Vol 7 30 0 5 0 70 Through Vol 19 158 158 118 118 23 RT Vol 5 0 14 0 40 28 Lane Flow Rate 39 237 217 155 199 153 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.067 0.373 0.333 0.246 0.305 0.252 Departure Headway (Hd) 6.13 5.662 5.523 5.708 5.507 5.925 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 584 636 651 630 654 607 Service Time 4.168 3.386 3.248 3.434 3.234 3.956 HCM Lane V/C Ratio 0.067 0.373 0.333 0.246 0.304 0.252 HCM Control Delay 9.6 11.7 11 10.3 10.6 11 HCM Lane LOS A B B B B B HCM 95th-tile Q 0.2 1.7 1.5 1 1.3 1 HCM 2010 Signalized Intersection Summary Renton Highlands 2: Sunset Blvd & 12th St Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 149 15 69 80 55 25 1008 56 50 846 155 Future Volume (veh/h) 185 149 15 69 80 55 25 1008 56 50 846 155 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1845 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 191 154 0 71 82 0 26 1039 58 52 872 160 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 3 3 3 1 1 1 1 1 1 Cap, veh/h 249 248 0 124 160 0 43 1920 107 67 1722 316 Arrive On Green 0.14 0.14 0.00 0.08 0.08 0.00 0.02 0.56 0.56 0.04 0.57 0.57 Sat Flow, veh/h 1792 1881 0 1538 2074 0 1792 3441 192 1792 3014 553 Grp Volume(v), veh/h 191 154 0 82 71 0 26 540 557 52 517 515 Grp Sat Flow(s),veh/h/ln1792 1787 0 1768 1752 0 1792 1787 1846 1792 1787 1780 Q Serve(g_s), s 12.3 9.7 0.0 5.3 4.7 0.0 1.7 22.9 23.0 3.5 20.9 20.9 Cycle Q Clear(g_c), s 12.3 9.7 0.0 5.3 4.7 0.0 1.7 22.9 23.0 3.5 20.9 20.9 Prop In Lane 1.00 0.00 0.87 0.00 1.00 0.10 1.00 0.31 Lane Grp Cap(c), veh/h 249 248 0 142 141 0 43 997 1030 67 1021 1017 V/C Ratio(X) 0.77 0.62 0.00 0.57 0.51 0.00 0.60 0.54 0.54 0.77 0.51 0.51 Avail Cap(c_a), veh/h 342 341 0 302 299 0 122 997 1030 122 1021 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 48.7 0.0 53.2 52.9 0.0 58.0 16.8 16.8 57.2 15.5 15.5 Incr Delay (d2), s/veh 6.9 2.5 0.0 3.6 2.8 0.0 12.6 2.1 2.0 16.9 1.8 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.6 5.0 0.0 2.7 2.4 0.0 1.0 11.8 12.2 2.0 10.8 10.8 LnGrp Delay(d),s/veh 56.7 51.2 0.0 56.8 55.7 0.0 70.6 18.9 18.8 74.2 17.3 17.3 LnGrp LOS E D E E E B B E B B Approach Vol, veh/h 345 153 1123 1084 Approach Delay, s/veh 54.2 56.3 20.1 20.0 Approach LOS D E C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.7 74.4 21.8 10.3 72.8 15.2 Change Period (Y+Rc), s 5.8 5.8 5.1 5.8 5.8 5.5 Max Green Setting (Gmax), s8.2 46.2 22.9 8.2 46.2 20.5 Max Q Clear Time (g_c+I1), s3.7 22.9 14.3 5.5 25.0 7.3 Green Ext Time (p_c), s 0.0 15.2 1.3 0.0 14.3 0.6 Intersection Summary HCM 2010 Ctrl Delay 26.5 HCM 2010 LOS C Notes HCM 2010 TWSC Renton Highlands 3: Sunset Blvd & Kirkland Ave Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 52 5 5 25 36 1068 10 20 911 5 Future Vol, veh/h 0 5 52 5 5 25 36 1068 10 20 911 5 Conflicting Peds, #/hr 12 0 10 7 0 9 10 0 7 9 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 100 - - 100 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 6 6 6 0 0 0 1 1 1 2 2 2 Mvmt Flow 0 5 55 5 5 26 38 1124 11 21 959 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1669 2236 504 1748 2232 588 976 0 0 1144 0 0 Stage 1 1016 1016 - 1214 1214 - - - - - - - Stage 2 653 1220 - 534 1018 - - - - - - - Critical Hdwy 7.62 6.62 7.02 7.5 6.5 6.9 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.62 5.62 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.62 5.62 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.56 4.06 3.36 3.5 4 3.3 2.21 - - 2.22 - - Pot Cap-1 Maneuver 60 40 503 56 43 457 709 - - 606 - - Stage 1 247 305 - 196 257 - - - - - - - Stage 2 413 243 - 503 317 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 50 36 493 44 38 448 702 - - 599 - - Mov Cap-2 Maneuver 147 126 - 131 132 - - - - - - - Stage 1 231 291 - 184 241 - - - - - - - Stage 2 356 228 - 420 302 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.8 20.8 0.3 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 702 - - 393 265 599 - - HCM Lane V/C Ratio 0.054 - - 0.153 0.139 0.035 - - HCM Control Delay (s) 10.4 - - 15.8 20.8 11.2 - - HCM Lane LOS B - - C C B - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0.5 0.1 - - HCM 2010 Signalized Intersection Summary Renton Highlands 4: Sunset Blvd & 10th St Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 62 83 115 60 33 160 1143 140 58 1088 15 Future Volume (veh/h) 28 62 83 115 60 33 160 1143 140 58 1088 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1900 1900 1881 1881 1900 1845 1845 1900 Adj Flow Rate, veh/h 30 67 89 124 65 35 172 1229 151 62 1170 16 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 0 0 0 1 1 1 3 3 3 Cap, veh/h 73 151 173 190 90 43 200 1953 239 80 1925 26 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.11 0.61 0.61 0.02 0.18 0.18 Sat Flow, veh/h 176 702 806 670 421 202 1792 3202 392 1757 3539 48 Grp Volume(v), veh/h 186 0 0 224 0 0 172 684 696 62 579 607 Grp Sat Flow(s),veh/h/ln 1684 0 0 1292 0 0 1792 1787 1807 1757 1752 1835 Q Serve(g_s), s 0.0 0.0 0.0 9.0 0.0 0.0 11.3 29.0 29.4 4.2 36.5 36.5 Cycle Q Clear(g_c), s 11.5 0.0 0.0 20.4 0.0 0.0 11.3 29.0 29.4 4.2 36.5 36.5 Prop In Lane 0.16 0.48 0.55 0.16 1.00 0.22 1.00 0.03 Lane Grp Cap(c), veh/h 396 0 0 324 0 0 200 1090 1102 80 953 998 V/C Ratio(X) 0.47 0.00 0.00 0.69 0.00 0.00 0.86 0.63 0.63 0.77 0.61 0.61 Avail Cap(c_a), veh/h 499 0 0 415 0 0 246 1090 1102 212 953 998 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 0.0 0.0 45.5 0.0 0.0 52.4 14.8 14.9 58.5 37.5 37.5 Incr Delay (d2), s/veh 0.9 0.0 0.0 3.4 0.0 0.0 21.6 2.7 2.8 14.4 2.9 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 0.0 7.4 0.0 0.0 6.8 15.1 15.3 2.4 18.5 19.4 LnGrp Delay(d),s/veh 42.4 0.0 0.0 48.8 0.0 0.0 73.9 17.5 17.6 72.9 40.3 40.2 LnGrp LOS D D E B B E D D Approach Vol, veh/h 186 224 1552 1248 Approach Delay, s/veh 42.4 48.8 23.8 41.9 Approach LOS D D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 78.7 30.3 18.9 70.7 30.3 Change Period (Y+Rc), s 5.5 5.5 4.6 5.5 5.5 4.6 Max Green Setting (Gmax), s 14.5 56.5 33.4 16.5 54.5 33.4 Max Q Clear Time (g_c+I1), s 6.2 31.4 13.5 13.3 38.5 22.4 Green Ext Time (p_c), s 0.1 22.5 2.5 0.1 14.8 1.9 Intersection Summary HCM 2010 Ctrl Delay 33.7 HCM 2010 LOS C HCM 2010 TWSC Renton Highlands 5: Harrington Pl & 12th St Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 282 12 5 299 4 5 Future Vol, veh/h 282 12 5 299 4 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 1 1 11 11 Mvmt Flow 313 13 6 332 4 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 327 0 663 163 Stage 1 - - - - 320 - Stage 2 - - - - 343 - Critical Hdwy - - 4.115 - 6.765 7.065 Critical Hdwy Stg 1 - - - - 5.965 - Critical Hdwy Stg 2 - - - - 5.565 - Follow-up Hdwy - -2.2095 -3.60453.4045 Pot Cap-1 Maneuver - - 1237 - 393 829 Stage 1 - - - - 687 - Stage 2 - - - - 694 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1237 - 391 829 Mov Cap-2 Maneuver - - - - 391 - Stage 1 - - - - 687 - Stage 2 - - - - 690 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 553 - - 1237 - HCM Lane V/C Ratio 0.018 - - 0.004 - HCM Control Delay (s) 11.6 - - 7.9 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Renton Highlands 6: 12th St & Jefferson Ave Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 288 14 3 263 4 16 5 55 6 4 10 Future Vol, veh/h 5 288 14 3 263 4 16 5 55 6 4 10 Conflicting Peds, #/hr 5 0 0 0 0 5 0 0 0 5 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 2 2 2 3 3 3 0 0 0 16 16 16 Mvmt Flow 6 347 17 4 317 5 19 6 66 7 5 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 322 0 0 364 0 0 705 696 187 523 705 327 Stage 1 - - - - - - 367 367 - 329 329 - Stage 2 - - - - - - 338 329 - 194 376 - Critical Hdwy 4.13 - - 4.145 - - 7.3 6.5 6.9 7.54 6.74 6.44 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.34 5.74 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.74 5.74 - Follow-up Hdwy 2.219 - -2.2285 - - 3.5 4 3.3 3.652 4.152 3.452 Pot Cap-1 Maneuver 1236 - - 1187 - - 340 368 830 425 338 677 Stage 1 - - - - - - 630 626 - 650 617 - Stage 2 - - - - - - 681 650 - 755 587 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1230 - - 1181 - - 326 363 826 379 333 671 Mov Cap-2 Maneuver - - - - - - 326 363 - 379 333 - Stage 1 - - - - - - 626 622 - 643 612 - Stage 2 - - - - - - 658 644 - 680 583 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 12.3 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 587 1230 - - 1181 - - 468 HCM Lane V/C Ratio 0.156 0.005 - - 0.003 - - 0.051 HCM Control Delay (s) 12.3 7.9 0 - 8.1 0 - 13.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.2 HCM 2010 TWSC Renton Highlands 7: Sunset Blvd & NE 11th ST (Site Access)Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 43 0 1255 942 57 Future Vol, veh/h 0 43 0 1255 942 57 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 45 0 1321 992 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 526 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 496 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 496 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 13 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 496 - - HCM Lane V/C Ratio - 0.091 - - HCM Control Delay (s) - 13 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.3 - - HCM 2010 TWSC Renton Highlands 8: 10th St & Site Access Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 122 101 146 71 10 Future Vol, veh/h 11 122 101 146 71 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 1 1 0 0 0 0 Mvmt Flow 12 131 109 157 76 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 266 0 - 0 342 187 Stage 1 - - - - 187 - Stage 2 - - - - 155 - Critical Hdwy 4.11 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.3 Pot Cap-1 Maneuver 1304 - - - 658 860 Stage 1 - - - - 850 - Stage 2 - - - - 878 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1304 - - - 651 860 Mov Cap-2 Maneuver - - - - 651 - Stage 1 - - - - 850 - Stage 2 - - - - 869 - Approach EB WB SB HCM Control Delay, s 0.6 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1304 - - - 671 HCM Lane V/C Ratio 0.009 - - - 0.13 HCM Control Delay (s) 7.8 0 - - 11.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.4 HCM 2010 TWSC Renton Highlands 9: Sunset Blvd & Site Access North Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1255 998 14 Future Vol, veh/h 0 0 0 1255 998 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 1321 1051 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 533 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 491 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 491 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - 0 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - - - - HCM 2010 TWSC Renton Highlands 10: Sunset Blvd & Site Access South Future (2022) PM Peak Hour Transpo Group Synchro 9 Report Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 4 0 1200 1160 0 Future Vol, veh/h 0 4 0 1200 1160 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 4 0 1263 1221 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 611 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 437 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 437 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 13.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 437 - - HCM Lane V/C Ratio - 0.01 - - HCM Control Delay (s) - 13.3 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0 - - Appendix E: Detailed Trip Generation Appendix EDaily Trip GenerationLand Use Size Units Trip Rate1Reduction for Internal CaptureInternal Capture Rate SubtotalPass-by Rate2Reduction for Pass-by Total InOutProposedRetail (LU #820)14,000 1,000 gsf37.75 528282 53%246 34% 84 162 81 81Day Care Center (LU #565)11,800 1,000 gsf47.62 562172 31%390 0% 0 390 195 195Senior Housing (LU #252)225 1 du 3.70 83284 10%748 0 748 374 374Multifamily - Mid-Rise (LU #221)448 1 du EQN =5.45(X)-1.752,440250 10%2,190 0 2,190 1,095 1,095Subtotal4,362788 18%3,574 84 3,490 1,745 1,745ExistingRetail (LU #820)102,1001,000 gsfEQN =EXP(0.68*LN(X)+5.57)6,098 6,098 34% 2,074 4,024 2,012 2,012Total-1,7367880-2,524-1,990-534-267-2671. Average trip rates & regression equation from ITE Trip Generation Manual, 10th Edition (2017). Rate or equation used consistent with ITE Trip Generation Handbook, 3rd Edition (2017) methodologies.2. In/out percentages based on ITE Trip Generation Manual, 10th Edition (2017)3. Internal Capture methodology consistent with ITE Trip Generation Handbook, 3rd Edition (2017).4. Pass-by rates based on ITE Trip Generation Handbook, 3rd Edition (2017). Weekday AM Peak Hour Trip GenerationLand Use Size Units % IN2Subtotal TripsSubtotal INSubtotal OUTPass-by Rate4Pass-by TripsPass-by INPass-by OUT Total InOutProposedRetail (LU #820) 14,000 1,000 gsf 0.94 62% 13 8 5 2 1 1 15% 11 7 4 34% 4 2 2 7 5 2Day Care Center (LU #565) 11,800 1,000 gsf 11.00 53% 130 69 610000%130 69 61 0% 130 69 61Senior Housing (LU #252) 225 1 du EQN =0.20(X)-0.18 35% 45 16 290000%45 16 29 45 16 29Multifamily - Mid-Rise (LU #221) 448 1 du EQN =EXP(0.98*LN(X)-0.98)26% 149 39 110 2 1 1 1% 147 38 109000147 38 109Subtotal337 132 205 4 2 2 1% 333 130 203422329 128 201ExistingRetail (LU #820)102,1001,000 gsfEQN =0.50(X)+151.7862% 203 126 77000%203 126 77 34% 70 35 35 133 91 42Total1346 128 4 2 2 130 4 126 -66 -33 -33 196 37 1591. Average trip rates & regression equation from ITE Trip Generation Manual, 10th Edition (2017). Rate or equation used consistent with ITE Trip Generation Handbook, 3rd Edition (2017) methodologies.2. In/out percentages based on ITE Trip Generation Manual, 10th Edition (2017)3. Internal Capture methodology consistent with ITE Trip Generation Handbook, 3rd Edition (2017).4. Pass-by rates based on ITE Trip Generation Handbook, 3rd Edition (2017). Weekday PM Peak Hour Trip GenerationLand Use Size Units % IN2Subtotal TripsSubtotal INSubtotal OUTPass-by Rate4Pass-by TripsPass-by INPass-by OUT Total InOutProposedRetail (LU #820) 14,000 1,000 gsf 3.81 48% 53 25 28 10 3 7 19% 43 22 21 34% 14 7729 15 14Day Care Center (LU #565) 11,800 1,000 gsf 11.12 47% 131 62 690000%131 62 69 0% 131 62 69Senior Housing (LU #252) 225 1 du EQN =0.24(X)+2.26 55% 56 31 25 2 1 1 4% 5430 24 54 30 24Multifamily - Mid-Rise (LU #221) 448 1 du EQN =EXP(0.96*LN(X)-0.63)61% 187 114 73 8 6 2 4% 179 108 71000179 108 71Subtotal427 232 195 20 10 10 4.7% 407 222 18514 7 7393 215 178ExistingRetail (LU #820)102,1001,000 gsfEQN =EXP(0.74*LN(X)+2.89)48% 552 265 287 552 265 287 34% 188 94 94 364 171 193Total-125 -33 -92 20 10 10 -145 -43 -102 -174 -87 -87 29 44 -151. Average trip rates & regression equation from ITE Trip Generation Manual, 10th Edition (2017). Rate or equation used consistent with ITE Trip Generation Handbook, 3rd Edition (2017) methodologies.2. In/out percentages based on ITE Trip Generation Manual, 10th Edition (2017)3. Internal Capture methodology consistent with ITE Trip Generation Handbook, 3rd Edition (2017).4. Pass-by rates based on ITE Trip Generation Handbook, 3rd Edition (2017). New Daily Trips2Trip Generation Rate1Trip Generation Equation1(if used)Total Unadjusted Veh. TripsUnadjusted Veh. Trips INUnadjusted Veh. Trips OUTReduction for Internal Capture3Internal CaptureINInternal Capture OUTInternal Capture RateTotal Unadjusted Veh. TripsTrip Generation Equation1(if used)Net New Offsite AM Peak Trips2Internal CaptureINInternal Capture OUTInternal Capture RateSubtotal Driveway TripsNet New Offsite PM Peak Trips2Subtotal Driveway TripsReduction for Internal Capture3Trip Generation Rate1Trip Generation Equation1(if used)Total Unadjusted Veh. TripsUnadjusted Veh. Trips INUnadjusted Veh. Trips OUTM:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update10/10/20181:01 PM MULTI-USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARYSource: ITE Trip Generation Handbook, 2nd Edition (2004)PM Peak Hour Trip GenerationExit to ExternalEnter From External99 Size =14Rate =37.75BalancedSize = Rate =EQN1440% Enter =50%% Exit = 50%31%82 8212%196 % Enter =50%% Exit = 50%Total Internal ExternalTotal Internal ExternalEnter 264 116 148Enter 1636 196 1440Exit 264 165 9953%140 1409%147 Exit 1636 138 1498148 Total 528 281 247BalancedTotal 3272 334 2938 1498Enter From External% 100% 53% 47%% 100% 10% 90%Exit to External20%32753%140BalancedBalanced5653%14031%82 023%37631%50720%56Balanced Balanced9%0Balanced Balanced25 340031%8220%3279%2512%3402%03%056BalancedBalanced12%020%56Exit to ExternalEnter From External191 Size =11.800Rate =47.62BalancedSize = Rate = 0% Enter =50%% Exit = 50%20%56 020%0 % Enter = % Exit = 100%Total Internal ExternalTotal Internal ExternalEnter 281 81 200Enter 0 0 0Exit 281 90 19120%56 020%0 Exit 0 0 0200 Total 562 171 391BalancedTotal 0 0 0Enter From External% 100% 30% 70%% #DIV/0! #DIV/0! #DIV/0!Exit to External= Inputs from ITE Handbook for % Internal Capture= ITE Land Use & Trip Generation InputsRed = Inputs% Enter = 50% % Exit = 50%Total Internal ExternalEnter 2181 393 1788Exit 2181 393 1788Total 4362 786 3576% 100% 18% 82%ITE Land Use =Total DevelopmentAfter Internal Capture Reduction4362Total after internal capture 247 2938 391 0 3576Not including internal capture 528 3272 562 01788Enter 148 1440 200 0 1788Exit 99 1498 191 0Net External PM Peak Hour Trips for Multi-Use DevelopmentRetail (LU #820) Residentialay Care Center (LU #560 TotalITE Land Use =DemandDemandDemandDemandDemandDemandDemandITE Land Use =Day Care Center (LU #565Demand DemandDemand DemandDemandDemandDemandDemand Demand DemandDemand DemandDemandDemand DemandITE Land Use =Retail (LU #820)ITE Land Use =ResidentialDemandDemand Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 820 28,000 1,000 gsf 13 8 5 Restaurant 0 Cinema/Entertainment 0 Residential 221/252 673 dwelling units 194 55 139 Hotel 0 All Other Land Uses2 565 11,800 1,000 gsf 130 69 61 337 132 205 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 1 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 337 132 205 Office N/A N/A Internal Capture Percentage 1% 2% 1% Retail 13% 20% Restaurant N/A N/A External Vehicle-Trips5 333 130 203 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 2% 1% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-Trips3 Land Use Solera Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Renton AM Street Peak Hour Transpo Group kll 1/23/2018Proposed Land Uses M:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update 10/10/2018 1:01 PM Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 M:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update 10/10/2018 1:01 PM Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 8 8 1.00 5 5 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 55 55 1.00 138.8140244 139 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 1 1 1 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 1 28 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 3 0 0 0 Retail 0 0 1 0 Restaurant 0 1 3 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 0 Hotel 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 1 7 8 7 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 1 54 55 54 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 069 69 69 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 1 4 5 4 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 1 138 139 138 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 061 61 61 0 0 0 *Indicates computation that has been rounded to the nearest whole number. 0 0 0 0 0 Destination (To) Cinema/Entertainment 0 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Destination Land Use Table 9-A (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips Person-Trip Estimates Solera AM Street Peak Hour Table 9-A (D): Internal and External Trips Summary (Entering Trips) Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Cinema/Entertainment Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A (O): Exiting Trips 0 0 0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Land Use Table 7-A (D): Entering Trips M:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update 10/10/2018 1:01 PM Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 820 28,000 1,000 gsf 53 25 28 Restaurant 0 Cinema/Entertainment 0 Residential 221/252 673 dwelling units 243 145 98 Hotel 0 All Other Land Uses2 565 11,800 1,000 gsf 131 62 69 427 232 195 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 7 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 3 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 427 232 195 Office N/A N/A Internal Capture Percentage 5% 4% 5% Retail 12% 25% Restaurant N/A N/A External Vehicle-Trips5 407 222 185 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 5% 3% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Proposed Land Uses 1/23/2018 PM Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips NCHRP 684 Internal Trip Capture Estimation Tool Solera Transpo Group Renton kll Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made 6Person-Trips 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. M:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update 10/10/2018 1:01 PM Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 25 25 1.00 28 28 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 145 145 1.00 97.90519377 98 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 1 8 7 1 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 4 41 21 3 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 2 0 6 0 Retail 0 0 67 0 Restaurant 0 13 23 0 Cinema/Entertainment 0 1 0 6 0 Residential 0 3 0 0 Hotel 0 1 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 3 22 25 22 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 7 138 145 138 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 06262 62 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 7 21 28 21 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 3 95 98 95 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 06969 69 0 0 *Indicates computation that has been rounded to the nearest whole number. Solera PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 1 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 0 0 0 0 0 M:\17\1.17460.00 - Renton Highlands Mixed-Use\Traffic Analysis\Trip Generation\Renton Highlands_Solera - Trip Gen - Update 10/10/2018 1:01 PM