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Home My WebLink AboutDreamliner Apartments_TIA_January 2024Traffic Impact Analysis DREAMLINER APARTMENTS Prepared for: Dreamliner LLC January 2024 Prepared by: 12131 113th Avenue NE, Suite 203 Kirkland, WA 98034-7120 Phone: 425-821-3665 www.transpogroup.com 1.23079.01 © 2024 Transpo Group Traffic Impact Analysis Dreamliner Apartments January 2024 Table of Contents Introduction .............................................................................................................................. 1 Project Description ................................................................................................................. 1 Study Scope and Study Area ................................................................................................. 1 Existing & Future Without-Project Conditions ..................................................................... 4 Street Network ....................................................................................................................... 4 Transit Service ....................................................................................................................... 5 Traffic Volumes ...................................................................................................................... 5 Traffic Operations .................................................................................................................. 9 Traffic Safety ........................................................................................................................ 10 Project Impacts ...................................................................................................................... 11 Trip Generation .................................................................................................................... 11 Trip Distribution and Assignment ......................................................................................... 12 Future With-Project Traffic Volumes .................................................................................... 12 Future With-Project Traffic Operations ................................................................................ 15 Site Access Analysis ............................................................................................................ 15 Sight Distance ..................................................................................................................... 16 Mitigation Measures ............................................................................................................... 19 Transportation Impact Fees ................................................................................................. 19 Findings and Recommendations ......................................................................................... 20 Appendix Appendix A: Traffic Counts Appendix B: LOS Definitions Appendix C: LOS Worksheets Appendix D: Detailed Trip Generation Figures Figure 1. Site Vicinity and Study Intersections ................................................................... 2 Figure 2. Preliminary Site Plan ........................................................................................... 3 Figure 3. Existing Peak Hour Traffic Volumes .................................................................... 7 Figure 4. Future (2026) Without-Project Peak Hour Traffic Volumes ................................. 8 Figure 5. Weekday Peak Hour Project Trip Distribution and Assignment ........................ 13 Figure 6. Future (2026) With-Project Weekday Peak Hour Traffic Volumes .................... 14 Figure 7. Entering Sight Distance ..................................................................................... 17 Figure 8. Stopping Sight Distance .................................................................................... 18 Tables Table 1. Study Area Existing Street System Summary ..................................................... 4 Table 2. Existing Transit Service ....................................................................................... 5 Table 3. Existing and Future Without-Project Weekday Peak Hour Intersection Operations ........................................................................................................... 9 Table 4. Study Intersection Collision Data Summary (2020 – 2022) .............................. 10 Table 5. Estimated Weekday Vehicle Trip Generation .................................................. 11 Table 6. Traffic Volume Impacts at Study Intersections .................................................. 12 Table 7. Future Weekday Peak Hour Intersection Operations........................................ 15 Table 8. Site Access Future 2026 Weekday Peak Hour Operations .............................. 16 Table 9. Estimated Transportation Impact Fees ............................................................. 19 Traffic Impact Analysis Dreamliner Apartments January 2024 1 Introduction This traffic impact analysis (TIA) identifies potential transportation-related impacts associated with the Dreamliner Apartments development in Renton. Project Description The proposed project will develop an existing vacant lot with mixed-use including 30 apartment units and approximately 3,200 square feet of retail space. The site is located west of Logan Avenue S and south of Airport Way in Renton. The site vicinity is shown on Figure 1. Access to the site is proposed via one driveway along Airport Way and one along S Tillicum Street. The site would supply approximately 35 parking stalls, with access via the two proposed driveways. Figure 2 illustrates the site plan, site accesses, and on-site surface parking. The proposed project is anticipated to be built and fully occupied by 2026. Study Scope and Study Area The scope of the analysis is consistent with the City of Renton’s Traffic Impact Analysis Policy Guidelines for New Developments (2023) and was reviewed and approved by the city through a scoping process. Through coordination with City staff, the analysis for the proposed Dreamliner Apartments development focuses on the weekday AM and PM peak hours. The following intersections were identified for analysis through coordination with city staff: 1. Logan Avenue N/N 4th Street 2. Logan Avenue N/N 3rd Street 3. Logan Avenue N/Logan Avenue S/Airport Way 4. Logan Avenue S/S Tobin Street 5. Airport Way/Rainier Avenue N In addition to these off-site study intersections, the two site access driveways along Airport Way and S Tillicum Street were evaluated under the future with-project conditions. 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. Future with-project conditions are evaluated by adding site-generated traffic to future without-project volumes. Future without and with-project conditions are compared to identify the impacts the proposed project has on the surrounding transportation system. Site Vicinity and Study Intersections Dreamliner Apartments FIGURE 1 Jan 03, 2024 - 4:26pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: Site Vicinity and Study Ints AIRPORT WAY S TILLICUM ST S TOBIN ST S 2ND STRAINIER AVE NLOGAN AVE NWILLIAMS AVE NN 4TH ST N 3 R D S T Site S 3RD ST Study Intersection LEGEND X 1 2 3 4 5 Renton Municipal Airport Preliminary Site PlanDreamliner ApartmentsFIGURE2 Jan 03, 2024 - 4:29pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: Site Plan Traffic Impact Analysis Dreamliner Apartments January 2024 4 Existing & Future Without-Project Conditions This section describes both existing and future (2026) 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. Street Network 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 and is bounded by Airport Way and S Tillicum Street. Characteristics of the existing street system in the proposed project vicinity are shown in Table 1. Table 1. Study Area Existing Street System Summary Roadway Arterial Classification1 Posted Speed Limit Number of Travel Lanes Parking Sidewalks Bicycle Facilities One-Way S Tillicum St Local 20 mph 1 No No No Westbound Airport Way Principal Arterial 35 mph 6 No Yes Two-Way Protected Bike Lane - Logan Ave N Principal Arterial 35 mph 6 No Yes Two-Way Protected Bike Lane - Logan Ave S Principal Arterial 25 mph 2 Yes Yes No - N 4th St Principal Arterial 25 mph 4 No Yes No Westbound N 3rd St Principal Arterial 25 mph 2 No Yes No Eastbound S Tobin St Local 20 mph 2 Yes Yes No - Rainier Ave S Principal Arterial 35 mph 5-6 No Yes No - 1. Per Washington State Department of Transportation Functional Classification Map, Accessed December 2023 Planned Improvements Based on a review of the City of Renton’s Six-Year (2023-2028) Transportation Improvement Program, there are two improvements planned in the project vicinity: · Rainier Avenue S/N Corridor Improvements Phase 4: Extending the previous phase corridor improvements from S 3rd Street to 1,000 ft north of Airport Way. The project will include adding a bus only lane from S 2nd Street to S 3rd Street, pedestrian improvements, a High Intensity Activated Crosswalk (HAWK) and a segment of pedestrian/bicycle path in connection with the Lake Washington Loop Trail. · Logan Avenue N Improvements: As a part of the second phase of the Logan Avenue N improvements (N 6th Street to Park Avenue N), a new northbound lane, new curb, gutter, sidewalk on the east side, and a pedestrian/bicycle trail on the west side along with illumination, crosswalks, and channelization will be added. None of the identified planned improvements noted above result in changes to the study intersections and as such were not assumed in the operational analysis. Traffic Impact Analysis Dreamliner Apartments January 2024 5 Non-Motorized Facilities Sidewalks are provided throughout the study area in the vicinity of the project site. Marked crosswalks are provided at all study intersections excluding the Logan Avenue S/S Tobin Street intersection. Bicycle facilities are provided in the vicinity of the project site with a protected bike lane traveling along Logan Avenue N and Airport Way. Transit Service Transit service is provided in the vicinity of the project with service operated by King County Metro. The routes provide service to Downton Renton, South Renton, Bellevue, SeaTac, Tukwila, and Burien. The closest transit stop to the site is located along Logan Avenue N at N 3rd Street, approximately 800 feet north of the project site. Additional transit stops are provided along Park Avenue N, approximately 0.5 miles east of the project site. Route characteristics are summarized in Table 2. Table 2. Existing Transit Service Approximate Weekday Operating Hours AM Peak Period Trips (7-9 AM) PM Peak Period Trips (4-6 PM) Headways (minutes) Routes Area Served 240 Bellevue to Renton 5:05 a.m. – 11:50 p.m. 5 5 20-35 Rapid Ride F Burien to Tukwila to Renton TC to The Landing 4:45 a.m. – 12:45 a.m. 11 11 10-15 Source: King County Metro (December 2023) Traffic Volumes Existing Existing weekday AM (7 to 9 a.m.) and PM (4 to 6 p.m.) peak period traffic counts were collected at each study intersection in December 2023 prior to the Christmas holiday and when the Renton School District was in full session. Volumes are rounded to the nearest 5 vehicles to account for the daily fluctuations in traffic volumes. Figure 3 illustrates the existing weekday peak hour traffic volumes at the off-site study intersections. Future Without-Project Traffic Volumes Future (2026) without-project traffic volumes are comprised of background traffic growth, and traffic generated from the planned “pipeline” developments. An annual growth rate of 3.0 percent per year was applied to the existing traffic volumes as directed by City staff. In addition to the annual growth rate, traffic from approved, but not yet occupied development projects in the vicinity of the project site was also added. The pipeline developments include: 1. Logan Six development project located at 340 Logan Avenue N is approved to construct 97 mid-rise apartments with 4,860 sf of commercial space, anticipated to be fully occupied by 2024. 2. Renton TopGolf Phase 2 development project located at 780 Logan Avenue N will consist of the 126 room LivAway Hotel and 7,000 sf of commercial space. This project is anticipated to be completed and fully occupied by 2031. 3. Camellia Court project located at 107 Williams Avenue S is approved to consist of 74 multifamily residential units. 4. Watershed Apartments located at 625 Williams Avenue S, approved to construct 145 multifamily residential units constructed and fully occupied by 2024. Traffic Impact Analysis Dreamliner Apartments January 2024 6 The forecast future 2026 without-project weekday peak hour traffic volumes are shown on Figure 4. Existing Peak Hour Traffic Volumes Dreamliner Apartments FIGURE 3 Jan 09, 2024 - 2:36pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: Existing Vols AIRPORT WAY S TILLICUM ST S TOBIN STRAINIER AVE NLOGAN AVE NWILLIAMS AVE NN 4TH ST N 3 R D S T Site 1 2 3 4 5 Study Intersection X Weekday PM Peak Hour Traffic Volumes LEGEND X (X) Weekday AM Peak Hour Traffic Volumes Logan Ave N N 4th St 895 (905) (330) 275 (30) 30 (415) 1,000 (5) 0 (0) 5 (10) 10 (5) 5 905 (905) (405) 770 (15) 95 (695) 1,165 (5) 5 Logan Ave N N 3rd St Logan Ave N/Logan Ave S Airport Way (1,165) 1,530 (75) 150 (70) 45 150 (95) (60) 155 (675) 1,050 Logan Ave S S Tobin St (20) 30 (5) 5 (25) 65 (35) 20 150 (130) (5) 5 (0) 5 (5) 5 (15) 15 (5) 20 (160) 275 (20) 15 Rainier Ave S Airport Way (20) 25 (520) 630 (40) 70 (175) 295 430 (380) (490) 415 (160) 250 (295) 560 (235) 250 (225) 525 (235) 415 (15) 15 1 2 3 4 5 Renton Municipal Airport LOGAN AVE S Future (2026) Without-Project Peak Hour Traffic Volumes Dreamliner Apartments FIGURE 4 Jan 08, 2024 - 3:57pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: Without Proj Vols AIRPORT WAY S TILLICUM ST S TOBIN STRAINIER AVE NLOGAN AVE NWILLIAMS AVE NN 4TH ST N 3 R D S T Site 1 2 3 4 5 Logan Ave N N 4th St 985 (995) (385) 330 (40) 40 (460) 1,105 (5) 0 (0) 5 (10) 10 (5) 5 995 (995) (455) 860 (30) 125 (780) 1,295 (5) 5 Logan Ave N N 3rd St Logan Ave N/Logan Ave S Airport Way (1,295) 1,695 (80) 165 (75) 50 165 (105) (65) 170 (760) 1,170 Logan Ave S S Tobin St (20) 35 (5) 5 (25) 70 (40) 20 165 (145) (5) 5 (0) 5 (5) 5 (15) 15 (5) 20 (175) 300 (20) 15 Rainier Ave S Airport Way (20) 25 (580) 700 (45) 75 (195) 320 475 (420) (545) 465 (185) 280 (335) 625 (260) 275 (250) 575 (260) 460 (15) 15 1 2 3 4 5 Renton Municipal Airport Study Intersection X Weekday PM Peak Hour Traffic Volumes LEGEND X (X) Weekday AM Peak Hour Traffic Volumes Traffic Impact Analysis Dreamliner Apartments January 2024 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 intersections, LOS is measured in average control delay per vehicle and is typically reported using the intersection delay. 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 B contains a detailed explanation of LOS criteria and definitions. According to the City of Renton Comprehensive Plan, the citywide level of service standard for arterials and collectors (includes all roads within the study area) is LOS D. Weekday peak hour traffic operations for existing and future without-project conditions were evaluated at the study intersections based on the procedures identified in the Highway Capacity Manual (HCM 7th ed.) and using Synchro 12. Synchro 12 is a software program that uses HCM methodology to evaluate intersection LOS and average vehicle delays. Signal timing was provided by city staff. Analysis parameters such as lane channelization and signal timing were maintained for future 2026 without-project conditions consistent with existing conditions. Results for the existing and future without-project operations analyses are summarized in Table 3. Detailed LOS worksheets for the existing and future without-project analysis are included in Appendix C. Table 3. Existing and Future Without-Project Weekday Peak Hour Intersection Operations Traffic Control Existing 2026 Without-Project Intersection LOS1 Delay2 WM3 LOS Delay WM3 AM Peak Hour 1. Logan Ave N/N 4th St Signal B 13 - B 14 - 2. Logan Ave N/N 3rd St Signal A 3 - A 3 - 3. Logan Ave N/Logan Ave S/Airport Way Signal A 8 - A 8 - 4. Logan Ave S/S Tobin St TWSC4 B 13 EB B 13 EB 5. Rainier Ave N/Airport Way Signal C 22 - C 25 - PM Peak Hour 1. Logan Ave N/N 4th St Signal A 9 - B 11 - 2. Logan Ave N/N 3rd St Signal A 4 - A 4 - 3. Logan Ave N/Logan Ave S/Airport Way Signal B 11 - B 12 - 4. Logan Ave S/S Tobin St TWSC B 13 EB B 14 EB 5. Rainier Ave N/Airport Way Signal D 35 - D 43 - 1. Level of Service (A – F) as defined by the 7th Edition Highway Capacity Manual (HCM), Transportation Research Board. 2. Average delay per vehicle in seconds. 3. Worst movement reported for unsignalized intersections where EB = eastbound 4. TWSC = Two-Way Stop Controlled Table 3 shows that under existing conditions, the study intersections operate at LOS C or better during the weekday AM peak hour and LOS D or better during the weekday PM peak hour. The study intersections meet the City’s LOS D standard. With the addition of background growth under future without-project conditions, all study intersections are expected to continue operating at the same LOS as under existing conditions, with increases in delay of 8 seconds or less. Traffic Impact Analysis Dreamliner Apartments January 2024 10 Traffic Safety The three most recent years of collision records (January 1, 2020, to December 31, 2022) provided by the Washington State Department of Transportation (WSDOT) were reviewed within the study area to identify existing traffic safety issues at the study intersections and along the roadway segments surrounding the site. A summary of the total and average annual number of reported collisions at the study intersections are provided in Table 4. Table 4. Study Intersection Collision Data Summary (2020 – 2022) Number of Reported Collisions Total Annual Average Intersection 2020 2021 2022 1. Logan Ave N/N 4th St 3 2 1 6 2.00 2. Logan Ave N/N 3rd St 0 3 2 5 1.67 3. Logan Ave N/Logan Ave S/Airport Way 2 4 2 8 2.67 4. Logan Ave S/S Tobin St 1 0 2 3 1.00 5. Rainier Ave N/Airport Way 4 4 6 14 4.67 Source: WSDOT 2023. Under 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. As shown in Table 4, the study intersections had an average of approximately 5 collisions or less per year over the last three-year period. Rainier Avenue N/Airport Way has the highest number of collisions and also the highest traffic volumes. The most common collision type experienced within at the study intersections was approach turn and angle collisions, occurring primarily at signalized intersections within the study area for a variety of movements. Collisions within the study area primarily resulted in property damage only. There were no collisions involving pedestrians or bicyclists in the last three-year period. In addition, there were no reported collisions along the site frontage on Airport Way or S Tillicum Street. There were no reported fatalities in the study area during the review period. Based on the review of existing collisions in the study area, no patterns of safety concerns were identified. Traffic Impact Analysis Dreamliner Apartments January 2024 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 (2026) traffic volumes including project traffic are developed and the potential impact to traffic volumes and traffic operations are identified. Trip Generation Trip generation for the proposed project was based on the established trip rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021). For the proposed land uses, the Multi-Family Housing (Mid-Rise) (LU #221) and Strip Retail Plaza (<40k sf) (LU #822) were used. Table 5 summarizes the estimated weekday trips generated by the proposed project. The detailed trip generation calculations are included in Appendix D. Table 5. Estimated Weekday Vehicle Trip Generation Size Daily Trips AM Peak Hour Trips PM Peak Hour Trips Land Use1 In Out Total In Out Total Multifamily Housing (Mid-Rise) (LU 221) 30 du 136 3 8 11 7 5 12 Strip Retail Plaza (LU 822) 3,218 sf 176 5 3 8 11 10 21 Net New Trips 312 8 11 19 18 15 33 Note: du = dwelling units, sf = square feet 1. Average trip rates from ITE Trip Generation Manual, 11th Edition (2021). As shown in Table 5, the proposed project is estimated to generate 312 weekday net new daily trips with 19 weekday AM peak hour trips and 33 weekday PM peak hour trips. Of note, no internal trip capture was assumed due to the potential specialized use of the ground floor retail space. As such, this analysis provides a conservative evaluation of traffic impacts of the proposed project. Traffic Impact Analysis Dreamliner Apartments January 2024 12 Trip Distribution and Assignment Trip distribution patterns for the proposed uses to and from the site were based on previously approved projects in the vicinity of the project site and existing travel patterns identified in the area. The trip distribution for the proposed project is shown on Figure 5. The net new peak hour project vehicle trips were assigned within the study area based on distribution for the proposed project and are shown on Figure 5. Future With-Project Traffic Volumes Site-generated weekday peak hour traffic volumes were added to the future without-project traffic volumes at the study intersections. The resulting future (2026) with-project peak hour traffic volumes are illustrated on Figure 6. Table 6 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 6. Traffic Volume Impacts at Study Intersections Intersection 2026 Future Without-Project TEV1 Project Trips TEV 2026 Future With-Project TEV Percent Share AM Peak Hour 1. Logan Ave N/N 4th St 1,880 6 1,886 0.3% 2. Logan Ave N/N 3rd St 2,285 10 2,295 0.4% 3. Logan Ave N/Logan Ave S/Airport Way 2,380 10 2,390 0.4% 4. Logan Ave S/S Tobin St 460 4 464 0.9% 5. Rainier Ave N/Airport Way 3,110 3 3,113 0.1% PM Peak Hour 1. Logan Ave N/N 4th St 2,460 12 2,472 0.5% 2. Logan Ave N/N 3rd St 3,300 17 3,317 0.5% 3. Logan Ave N/Logan Ave S/Airport Way 3,415 17 3,432 0.5% 4. Logan Ave S/S Tobin St 660 7 667 1.1% 5. Rainier Ave N/Airport Way 4,290 5 4,295 0.1% 1. Total Entering Vehicles As shown in Table 6, the project share in future (2026) traffic volumes is estimated to be approximately 1 percent or less at the off-site study intersections during the weekday AM and PM peak hours. Traffic volumes may fluctuate day-to-day by 5 to 10 percent; therefore, the increase in traffic as a result of the proposed project is less than daily fluctuation. Project Trip Distribution and AssignmentDreamliner ApartmentsFIGURE5 Jan 09, 2024 - 12:51pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: Dist&AssignmentX PM Peak HourProject TripsTrip DistributionLEGENDXX%AIRPORT WAYS TILLICUM STS TOBIN STS 2ND STRAINIER AVE N LOG A N A V E N WILLIAMS AVE N WELLS AVE N PARK AVE N N 4TH STN 3RD STRenton MunicipalAirportS 3RD STBRONSON WA Y N FACTORY AVE N 5%15%10%15%NE 3RD ST25%20%5%5%(3)3(3)5(2)3(2)4(1)2(1)2(1)2(1)2(1)2(1)2(0)1(1)1(1)1(0)1Site(X)AM Peak HourProject Trips Future (2026) With-Project Peak Hour Traffic Volumes Dreamliner Apartments FIGURE 6 Jan 09, 2024 - 12:36pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_graphics.dwg Layout: With Proj Vols AIRPORT WAY S TILLICUM ST S TOBIN STRAINIER AVE NLOGAN AVE NWILLIAMS AVE NN 4TH ST N 3 R D S T Site 1 2 3 4 5 Logan Ave N N 4th St 988 (997) (387) 335 (40) 40 (462) 1,109 (5) (0) 5 (10) 10 (5) 5 998 (997) (459) 865 (30) 125 (784) 1,304 (5) 5 Logan Ave N N 3rd St Logan Ave N/Logan Ave S Airport Way (1,301) 1,703 (80) 165 (75) 50 165 (105) (69) 179 (760) 1,170 Logan Ave S S Tobin St (20) 35 (5) 5 (26) 72 (40) 20 170 (148) (5) 5 (0) 5 (5) 5 (15) 15 (5) 20 (175) 300 (20) 15 Rainier Ave S Airport Way (20) 25 (581) 703 (45) 75 (195) 320 475 (420) (545) 465 (185) 280 (337) 627 (260) 275 (250) 575 (260) 460 (15) 15 1 2 3 4 5 Renton Municipal Airport A B N Site Access Airport Way (1,377) 1,862 (1) 3 (0) 0 (4) 6 (0) 0 (835) 1,220 S Site Access S Tillicum St (7) 15 (7) 9 Study Intersection X Weekday PM Peak Hour Traffic Volumes LEGEND X (X) Weekday AM Peak Hour Traffic Volumes A B Traffic Impact Analysis Dreamliner Apartments January 2024 15 Future With-Project Traffic Operations Future 2026 with-project study intersection operations were evaluated for the weekday AM and PM peak hours. Intersection LOS was calculated using the methodology described previously. Analysis parameters such as lane channelization and signal timing were assumed to be consistent for the future without- and with-project conditions. The without-project conditions are compared to the with-project conditions to understand the potential traffic impacts of the proposed project. Table 7 summarizes the 2026 without- and with-project intersection operations for the weekday peak hours. LOS worksheets are included in Appendix C. Table 7. Future Weekday Peak Hour Intersection Operations Traffic Control 2026 Without-Project 2026 With-Project Intersection LOS1 Delay2 WM3 LOS Delay WM AM Peak Hour 1. Logan Ave N/N 4th St Signal B 14 - B 14 - 2. Logan Ave N/N 3rd St Signal A 3 - A 3 - 3. Logan Ave N/Logan Ave S/Airport Way Signal A 8 - A 9 - 4. Logan Ave S/S Tobin St TWSC4 B 13 EB B 13 EB 5. Rainier Ave N/Airport Way Signal C 25 - C 25 - PM Peak Hour 1. Logan Ave N/N 4th St Signal B 11 - B 11 - 2. Logan Ave N/N 3rd St Signal A 4 - A 4 - 3. Logan Ave N/Logan Ave S/Airport Way Signal B 12 - B 12 - 4. Logan Ave S/S Tobin St TWSC B 14 EB B 14 EB 5. Rainier Ave N/Airport Way Signal D 43 - D 43 - 1. Level of Service (A-F) as defined by the 7th Edition Highway Capacity Manual (HCM), Transportation Research Board. 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side-street stop-controlled intersections where EB = eastbound. 4. TWSC = Two-Way Stop Controlled As shown in Table 7, with the addition of project traffic, the off-site study intersections are anticipated to continue to operate at the at LOS C or better during the weekday AM peak hour and LOS D or better during the weekday PM peak hour. There is no change in delay at the study intersections with the addition of project traffic. All study intersections meet the City’s LOS D standard in both the weekday AM and PM peak hours with the project. Site Access Analysis The proposed project includes two site access points via Airport Way and S Tillicum Street (see Figure 2). All accesses are proposed to be side-street stop controlled. The primary vehicular access to the proposed project and the parking garage is from Tillicum Avenue. The Airport Way access is the primary emergency access and is designed to deter general- purpose vehicular traffic. The traffic operations at the site driveways along Airport Way and S Tillicum Street were evaluated under future with-project conditions for the weekday AM and PM peak hours. The operational analysis was consistent with the methodology described above. LOS worksheets are included in Appendix C. Table 8 below summarizes the traffic operations at the site access driveways for the AM and PM peak hours. Traffic Impact Analysis Dreamliner Apartments January 2024 16 Table 8. Site Access Future 2026 Weekday Peak Hour Operations Intersection LOS1 Delay2 WM3 AM Peak Hour 1. N Site Access Driveway/Airport Way C 16 NBR 2. S Site Access Driveway/S Tillicum Street A 8 SBR PM Peak Hour 1. N Site Access Driveway/Airport Way C 23 NBR 2. S Site Access Driveway/S Tillicum Street A 8 SBR 1. Level of Service (A-F) as defined by the 7th Edition Highway Capacity Manual (HCM), Transportation Research Board. 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side-street stop-controlled intersections where NBR = northbound right-turn and SBR = southbound right-turn movement. As shown above in Table 8, both site access driveways are anticipated to operate at LOS C or better, under future with-project conditions during the AM and PM peak hours, meeting the City’s standards. Sight Distance Sight distance was measured for the proposed site access driveway along Airport Way due to the speed, volume and curvature and the roadway. The Airport Way access is approximately 140-feet from a bend in the road and the posted speed is 35-mph. Field measurements showed that the roadway is elevated above the parking lot and all trees are limbed above the sight distance line, allowing both the entering and stopping sight distances to be met. Figures 7 and 8 illustrate the sight distance at the proposed Airport Way driveway location. © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution A irbus DS H1' BACK OFSIDEWALKAIRPORT WAYS. TILLICUM STTRASH ROOMEXITPROPERTY LINE AFTER DEDICATIONLOGAN AVE SOUTH PEDESTRAIN ENTRYTO LOBBY3500 lbsELEVRESIDENTIALLOBBYKEEP EXISTING CURBVEHICULAR PARKING ENTRANCEEXIT12' WIDE X 10 ' HIGHOVERHEAD SECTION DOOREXISTING TREETO REMAINEXISTING TREESTO REMAINRISER RM.STAIR 1STAIR 2VEHICULAR ENTRANCE TOPARKING GARAGEAND FIRE ACCESSCOMPACT8 STALLS15 % SLOPE - 2 WAY DRIVE RAMP UP TOMEZZANINECOVERED PARKINGGARAGE20' WIDE FIRE ACCESS14'-6" CLEAR HEIGHTUPCOMMERCIALBIKE ROOMBIKECOMM.PLAZATREES/ SEATING/PLAZATREES/SEATING/PAVINGCOMMERCIALN 87 *30' 12" W 160.06'N 01 *40' 16" E 100.03'STANDARDN 01 *40' 49"E 100.03'TRASH CHUTESTANDARDFIRE HYDRANTSTAGING AREAFOR PICK UPPEDESTRAINRETAIL ENTRYADA124567EV38COMPACTCOMPACTCOMPACTSTANDARDSTANDARDADA1640 SF1578 SFPEDESTRAINRETAIL ENTRYPROPOSED 4" DDVC& FDC CONNECTIONREFER TO CIVILNEWFIRE HYDRANTSHEDHOUSE #51BUILDING #43~~~SBBBEntering Sight DistanceDreamliner ApartmentsFIGURE7 Jan 09, 2024 - 2:57pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_Sight Distance.dwg Layout: Entering Sight DistanceNote: Based on 2016 King County RoadDesign and Construction Standards,Section 2.04, Entering Sight Distance fora design speed of 30 mph and 45 mph,10 mph above the posted speed limit.Sight Distance is measured 14.5 feetback from the edge of the traveled way. © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS 1' BACK OFSIDEWALKAIRPORT WAYS. TILLICUM STTRASH ROOMEXITPROPERTY LINE AFTER DEDICATIONLOGAN AVE SOUTH PEDESTRAIN ENTRYTO LOBBY3500 lbsELEVRESIDENTIALLOBBYKEEP EXISTING CURBVEHICULAR PARKING ENTRANCEEXIT12' WIDE X 10 ' HIGHOVERHEAD SECTION DOOREXISTING TREETO REMAINEXISTING TREESTO REMAINRISER RM.STAIR 1STAIR 2VEHICULAR ENTRANCE TOPARKING GARAGEAND FIRE ACCESSCOMPACT8 STALLS15 % SLOPE - 2 WAY DRIVE RAMP UP TOMEZZANINECOVERED PARKINGGARAGE20' WIDE FIRE ACCESS14'-6" CLEAR HEIGHTUPCOMMERCIALBIKE ROOMBIKECOMM.PLAZATREES/ SEATING/PLAZATREES/SEATING/PAVINGCOMMERCIALN 87 *30' 12" W 160.06'N 01 *40' 16" E 100.03'STANDARDN 01 *40' 49"E 100.03'TRASH CHUTESTANDARDFIRE HYDRANTSTAGING AREAFOR PICK UPPEDESTRAINRETAIL ENTRYADA124567EV38COMPACTCOMPACTCOMPACTSTANDARDSTANDARDADA1640 SF1578 SFPEDESTRAINRETAIL ENTRYPROPOSED 4" DDVC& FDC CONNECTIONREFER TO CIVILNEWFIRE HYDRANTSHEDHOUSE #51BUILDING #43~~~SBBBStopping Sight DistanceDreamliner ApartmentsFIGURE8 Jan 09, 2024 - 12:01pm lilyh M:\21\1.21079.01 - Dreamliner Apartments Follow-On\Graphics\DWG\Dreamliner_Sight Distance.dwg Layout: Stopping Sight DistanceNote: Based on 2016 King County RoadDesign and Construction Standards,Section 2.04, Stopping Sight Distance fora design speed of 30 mph and 45 mph,10 mph above the posted speed limit. Traffic Impact Analysis Dreamliner Apartments January 2024 19 Mitigation Measures The analysis shows that the proposed project does not have significant off-site transportation impacts requiring mitigation measures other than the required Renton transportation impact fees. The study intersections and site access driveways operate within the City of Renton’s LOS standard. The existing and planned transportation system would accommodate the proposed project. Transportation Impact Fees Payment of transportation impact fees will be required by the project applicant. As noted above, the traffic impact analysis assumed trip rates consistent with multifamily housing and strip retail plaza. As the specific users are not known at this time, City of Renton staff will finalize the impact fee calculations for the project at the time of building permit issuance as more information will be available as to the breakdown of the commercial uses at that time. The City of Renton requires the payment of a Transportation Impact Fee (TIF) to help fund transportation-related capital improvement projects. TIF fee rates are determined based on the size of each land use in the proposed development. The 2023-2024 City of Renton Fee Schedule outlines the fee rates for apartment and retail/shopping center uses. Table 9 shows a preliminary estimate of the fee for the proposed development. Table 9. Estimated Transportation Impact Fees Land Use Size Fee Fee Unit Total Fee Apartment 30 DUs $6,345.23 per DU $190,356.90 Shopping Center 3,218 sf $29.88 per sf $96,153.84 Total $286,510.74 Notes: DU= dwelling unit, sf = square foot As shown in Table 9, for the proposed development, the transportation impact fee is estimated to be $286,510.74. The final fee will be calculated by the City of Renton when the final permit is issued. Traffic Impact Analysis Dreamliner Apartments January 2024 20 Findings and Recommendations This traffic impact analysis summarizes the project traffic impacts of the proposed Dreamliner Apartments development in Renton. Findings and recommendations include: · The proposed development includes 30 apartment units and approximately 3,200 square feet of retail space. The development includes two site access driveways provided along Airport Way and S Tillicum Street. · The proposed project is anticipated to generate 312 weekday net new daily trips with 19 weekday AM peak hour trips and 33 weekday PM peak hour trips. · The off-site study intersections are anticipated to operate at LOS D or better during the weekday AM and PM peak hours under future (2026) with-project conditions. The study intersections meet the City’s LOS D standard and no increase in delay is anticipated with the project relative to without project conditions. · The primary site access driveways along Airport Way and S Tillicum Street are forecast to operate at LOS C or better during the weekday AM and PM peak hours, meeting City LOS standards. · The Airport Way access is approximately 140-feet from a bend in the road and the posted speed is 35-mph. The analysis shows sufficient sight lines are provided at the proposed Airport Way access with the City of Renton’s entering and stopping sight distance requirements being met in both the eastbound and westbound directions. · Payment of transportation impact fees will be required by the project. The fees are estimated to be $286,510.74 and will be confirmed by the city at the time of building permit issuance. Appendix A: Traffic Counts www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 1 0 1 0 1 3 20000200 1 0 Peak Hr 0 16 67 26 109 0 0 0 0 0 0 2 0Count Total 0 30 130 46 206 0 0 1 00000008:45 AM 0 3 18 8 29 0 0 0 0 0 0 0 8:30 AM 0 3 15 3 21 0 0 0 0 0 0 1 0 0 0 0 8:15 AM 0 2 13 6 21 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 5 23 5 33 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 3 20 10 33 0 0 0 0 0 0 0 0 0 6 22 0 EB WB NB SB Total East 7:45 AM 0 6 11 5 22 0 0 0 --7%HV%----- 0 0 7:15 AM 0 6 16 3 25 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 2 14 14 0 907 0 0 0 415003300320 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---6%-6%4%-6% Peak Hour All 0 0 0 72 0 0 1,781 0 0 0 0 26 0 109 00200670 0 1,684 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 692 0 0 765 0 3,310 0 418 1,65022900093008601000 0 95 0 420 1,656 8:45 AM 0 0 0 0 9 0 0 226 0 0 400 1,684 8:30 AM 0 0 0 0 0 90 0 225 0 0 0 101 006301100 0 114 0 412 1,674 8:15 AM 0 0 0 0 4 0 0 223 0 0 424 1,660 8:00 AM 0 0 0 0 0 71 0 223 0 0 0 101 00910900 0 99 0 448 0 7:45 AM 0 0 0 0 8 0 0 236 0 0 390 0 7:30 AM 0 0 0 0 0 105 0 201 0 0 0 82 009701000 0 80 0 398 0 7:15 AM 0 0 0 0 11 0 0 218 0 07:00 AM 0 0 0 0 0 89 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min TotalUTLTTHRT SB 6.3%0.91 TOTAL 6.5%0.94 TH RTUTLTTHRTUTLT WB 4.4%0.80 NB 7.4%0.96 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB -- Date: 12/19/2023 Peak Hour Count Period: 7:00 AM 9:00 AMN Logan Ave N N 4th St N 4th StLogan Ave NLogan Ave N1,684TEV: 0.94PHF:4150415939032 330 362 0 0 0907907745000000 0 0 00 2project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 109 0 Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastbound 67 0 0 0 26 00140200 0 46 0 206 0 Peak Hour 0 0 0 0 4 0 0 130 0 0Count Total 0 0 0 0 0 26 0 29 1041800080030000 0 3 0 21 97 8:45 AM 0 0 0 0 1 0 0 15 0 0 21 109 8:30 AM 0 0 0 0 0 2 0 13 0 0 0 6 0020000 0 5 0 33 113 8:15 AM 0 0 0 0 0 0 0 23 0 0 22 102 8:00 AM 0 0 0 0 0 5 0 11 0 0 0 5 0040200 0 10 0 33 0 7:45 AM 0 0 0 0 0 0 0 20 0 0 25 0 7:30 AM 0 0 0 0 0 3 0 16 0 0 0 3 0060000 0 6 0 22 0 7:15 AM 0 0 0 0 1 0 0 14 0 0 TH RT 7:00 AM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 0 1 1 2 1 1 7 51000220 0 1 Peak Hour 1 0 87 39 127 0 0 0 0 0 0 3 3Count Total 8 0 169 76 253 0 1 0 00000008:45 AM 0 0 25 11 36 0 0 0 1 0 0 1 8:30 AM 0 0 21 4 25 0 0 0 0 0 0 1 0 0 0 0 8:15 AM 0 0 23 12 35 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 0 0 24 11 35 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 0 22 11 33 0 0 0 0 0 0 0 0 0 6 29 0 EB WB NB SB Total East 7:45 AM 1 0 19 12 32 0 0 0 -0%7%HV%-0%-11%- 0 0 7:15 AM 1 0 18 9 28 0 0 0 0 0 0 1 0 West North South 7:00 AM 6 0 17 0 6 904 405 0 15 695900000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%-7%5%0%6%--- Peak Hour All 0 1 0 0 0 10 1,778 718 0 0 1 38 0 127 000006225 1 2,036 0 HV 0 0 0 1 0 Count Total 0 3 2 15 0 0 0 27 1,409 1 3,963 0 472 2,00022166011800000001 2 181 0 519 2,036 8:45 AM 0 2 0 1 0 0 1 222 112 0 498 2,030 8:30 AM 0 0 0 1 0 0 0 231 108 0 6 147 0000002 2 179 1 511 2,010 8:15 AM 0 0 0 4 0 0 2 225 98 0 508 1,963 8:00 AM 0 1 0 3 0 0 0 226 87 0 5 188 0000001 3 194 0 513 0 7:45 AM 0 0 0 1 0 0 1 236 79 0 478 0 7:30 AM 0 0 0 0 0 0 0 200 101 0 4 170 0000002 4 170 0 464 0 7:15 AM 0 0 0 1 0 0 0 217 67 07:00 AM 0 0 2 4 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 5.5%0.92 TOTAL 6.2%0.98 TH RT WB -- NB 6.6%0.96 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 10.0%0.63 0 0 0 0000000 0 0 0 12 2N Logan Ave N N 3rd St N 3rd St Logan Ave NDriveway Logan Ave N2,036TEV: 0.98PHF:16951571190500 0 0 0 4200 40590461,31570409 0 1 10 7 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 127 0 Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min Total Rolling One Hour 62 25 0 1 38 0000000 RTTHLT RTTHLTRT 1 75 0 253 0 Peak Hour 0 0 0 1 0 0 0 122 47 0Count Total 0 0 2 6 0 0 0 36 13117800110000000 0 4 0 25 127 8:45 AM 0 0 0 0 0 0 0 16 5 0 35 135 8:30 AM 0 0 0 0 0 0 0 14 9 0 1 11 0000000 0 11 0 35 128 8:15 AM 0 0 0 0 0 0 0 22 2 0 32 122 8:00 AM 0 0 0 0 0 0 0 10 9 0 0 12 0000000 0 11 0 33 0 7:45 AM 0 0 0 1 0 0 0 19 3 0 28 0 7:30 AM 0 0 0 0 0 0 0 15 3 0 0 9 0000000 0 6 0 29 0 7:15 AM 0 0 0 1 0 0 0 9 8 0 TH RT 7:00 AM 0 0 2 4 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 2 0 3 0 1 6 22000000 0 6 Peak Hr 76 0 18 39 133 0 0 0 0 0 0 0 0Count Total 143 0 43 79 265 0 0 0 10000008:45 AM 17 0 6 10 33 0 0 0 0 0 0 3 8:30 AM 15 0 7 10 32 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 20 0 4 8 32 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 21 0 6 10 37 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 22 0 3 8 33 0 0 0 0 0 0 0 0 0 12 35 0 EB WB NB SB Total East 7:45 AM 16 0 4 12 32 0 0 0 -3%16%HV%-6%-4%- 0 0 7:15 AM 17 0 5 9 31 0 0 0 0 0 0 0 0 West North South 7:00 AM 15 0 8 0 71 97 0 0 0 627300000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---18%4%6%--- Peak Hour All 0 1,166 0 0 0 123 207 0 0 0 0 11 28 133 00002160 675 2,144 0 HV 0 73 0 3 0 Count Total 0 2,307 0 148 0 0 0 0 135 1,289 4,209 0 503 2,09521000121700000010 0 14 174 551 2,121 8:45 AM 0 274 0 16 0 0 15 35 0 0 506 2,117 8:30 AM 0 300 0 13 0 0 0 30 0 0 0 17 129000008 0 12 174 535 2,144 8:15 AM 0 308 0 14 0 0 20 29 0 0 529 2,114 8:00 AM 0 288 0 12 0 0 0 19 0 0 0 13 1760000021 0 12 180 547 0 7:45 AM 0 288 0 12 0 0 10 22 0 0 533 0 7:30 AM 0 311 0 12 0 0 0 27 0 0 0 25 1450000020 0 30 141 505 0 7:15 AM 0 279 0 37 0 0 19 24 0 07:00 AM 0 259 0 32 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min TotalUTLTTHRT SB 5.3%0.96 TOTAL 6.2%0.98 TH RTUTLTTHRTUTLT WB -- NB 10.7%0.86 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 6.1%0.96 Date: 12/19/2023 Peak Hour Count Period: 7:00 AM 9:00 AM 0 0 00000 20 0N Logan Ave S Airport Way Logan Ave SLogan Ave SAirport Way 2,144TEV: 0.98PHF:675627371,26309771168135073 1,1661,239 746 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 133 0 Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min Total Rolling One HourEastbound 16 0 0 0 11 28000002 0 20 59 265 0 Peak Hour 0 73 0 3 0 0 6 37 0 0Count Total 0 138 0 5 0 0 0 33 134500019000001 0 3 7 32 133 8:45 AM 0 17 0 0 0 0 2 5 0 0 32 134 8:30 AM 0 15 0 0 0 0 0 4 0 0 0 2 6000000 0 2 8 37 133 8:15 AM 0 19 0 1 0 0 0 6 0 0 32 131 8:00 AM 0 19 0 2 0 0 0 3 0 0 0 6 6000001 0 1 7 33 0 7:45 AM 0 15 0 1 0 0 0 3 0 0 31 0 7:30 AM 0 22 0 0 0 0 0 4 0 0 0 2 7000001 0 3 9 35 0 7:15 AM 0 17 0 0 0 0 1 7 0 0 TH RT 7:00 AM 0 14 0 1 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 10 1 4 1 0 1 1 19 165001434 5 6 Peak Hour 5 0 20 15 40 1 0 0 1 0 2 4 4Count Total 8 0 40 27 75 1 0 0 10000008:45 AM 0 0 6 2 8 0 1 0 0 1 0 0 8:30 AM 0 0 6 3 9 0 0 1 0 0 0 0 0 0 0 0 8:15 AM 1 0 2 3 6 0 0 0 0 0 0 0 1 3 0 1 8:00 AM 2 0 6 4 12 0 0 0 0 0 0 0 0 0 1 3 7:30 AM 0 0 3 1 4 0 0 0 0 0 1 4 0 3 5 16 0 EB WB NB SB Total East 7:45 AM 0 0 4 7 11 0 0 0 0%12%12%HV%-15%0%9%- 1 0 7:15 AM 0 0 7 2 9 1 0 0 0 0 0 0 0 West North South 7:00 AM 5 0 6 0 33 131 2 0 4 16023004162 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%8%11%10%-0%0% Peak Hour All 0 20 1 24 2 55 277 2 0 0 0 13 2 40 00004160 18 414 0 HV 0 3 0 2 0 Count Total 0 32 4 37 0 1 6 7 253 29 729 0 75 31528002233000209 0 24 3 86 319 8:45 AM 0 1 2 5 2 0 5 44 0 0 68 304 8:30 AM 0 3 1 3 0 0 1 27 0 0 1 25 2011103 0 21 3 86 370 8:15 AM 0 3 0 4 3 0 5 47 0 0 79 414 8:00 AM 0 5 0 2 0 0 0 36 2 0 1 22 3000304 2 18 4 71 0 7:45 AM 0 4 0 4 7 0 12 24 0 0 134 0 7:30 AM 0 1 0 3 0 0 0 35 0 0 0 63 3001119 1 57 8 130 0 7:15 AM 0 10 0 11 5 1 8 36 0 07:00 AM 0 5 1 5 0 0 3 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 8.2%0.69 TOTAL 9.7%0.77 TH RT WB 0.0%0.63 NB 11.9%0.93 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 11.4%0.52 0 1 0 0000000 0 0 4 53 4N Logan Ave S S Tobin St S Tobin St Logan Ave SS Tobin St Logan Ave S414TEV: 0.77PHF:181604182167016 4 0 20 70 213133168185223 1 20 44 55 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 010 0 0 0 0000 0 0 0 01 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1000000 2 00100 0 0 0 0 Peak Hour 0 0Count Total 0 100000000 1 1 8:45 AM 1 0 0 0 0 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 10000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 40 0 Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min Total Rolling One Hour 16 0 0 0 13 2000004 RTTHLT RTTHLTRT 0 22 5 75 0 Peak Hour 0 3 0 2 0 0 5 35 0 0Count Total 0 6 0 2 0 0 0 8 35600011000000 0 2 1 9 38 8:45 AM 0 0 0 0 0 0 0 6 0 0 6 33 8:30 AM 0 0 0 0 0 0 0 2 0 0 0 3 0000000 0 3 1 12 36 8:15 AM 0 1 0 0 0 0 1 5 0 0 11 40 8:00 AM 0 2 0 0 0 0 0 3 0 0 0 5 2000001 0 1 0 4 0 7:45 AM 0 0 0 0 0 0 0 3 0 0 9 0 7:30 AM 0 0 0 0 0 0 0 5 0 0 0 2 0000002 0 5 0 16 0 7:15 AM 0 0 0 0 0 0 1 5 0 0 TH RT 7:00 AM 0 3 0 2 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 1 1 3 5 3 4 6 25 126000042 3 14 Peak Hour 32 29 74 23 158 0 0 0 0 0 0 2 6Count Total 54 67 132 40 293 0 2 1 20000018:45 AM 10 9 11 4 34 0 0 0 0 0 4 2 8:30 AM 5 10 18 5 38 0 0 0 0 0 0 0 0 1 1 3 8:15 AM 10 5 17 11 43 0 0 0 0 0 0 0 1 2 0 1 8:00 AM 6 9 18 7 40 0 0 0 0 0 0 0 1 0 0 0 7:30 AM 6 8 21 0 35 0 0 0 0 0 0 1 0 0 3 26 0 EB WB NB SB Total East 7:45 AM 10 7 18 5 40 0 0 0 -7%5%HV%-0%5%21%- 0 2 7:15 AM 3 8 21 5 37 0 0 0 0 0 0 0 0 West North South 7:00 AM 4 11 8 18 177 379 490 0 224 2353801582972370 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%-4%5%14%6%11%2%2% Peak Hour All 0 19 521 436 0 369 693 914 0 0 10 11 2 158 0740131843 14 2,789 0 HV 0 0 24 8 0 Count Total 0 36 1,034 82 0 295 622 488 443 22 5,434 0 684 2,755911050634730427558046 65 76 0 683 2,787 8:45 AM 0 10 126 18 54 0 39 86 107 0 682 2,789 8:30 AM 0 3 124 11 0 40 78 107 134 0 65 62 20295939031 53 52 5 706 2,782 8:15 AM 0 6 137 11 79 0 38 97 115 0 716 2,679 8:00 AM 0 6 125 8 0 38 90 107 113 0 52 64 40407564047 54 57 3 685 0 7:45 AM 0 7 135 8 55 0 61 68 128 0 675 0 7:30 AM 0 0 124 11 0 51 73 84 121 0 68 34 10289548065 68 51 4 603 0 7:15 AM 0 1 121 9 39 0 42 53 91 07:00 AM 0 3 142 6 0 27 77 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.9%0.92 TOTAL 5.7%0.97 TH RT WB 4.2%0.84 NB 7.1%0.96 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 5.5%0.94 0 0 0 0000000 0 0 2 64 0N Rainier Ave N Airport Way Airport Way Rainier Ave NAirport Way Rainier Ave N2,789TEV: 0.97PHF:142352244736350237 297 158 692 1,2350 4903791771,046431038 521 19 578 488 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 158 0 Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min Total Rolling One Hour 18 43 0 10 11 201874013 RTTHLT RTTHLTRT 17 21 2 293 0 Peak Hour 0 0 24 8 8 0 26 29 77 0Count Total 0 0 42 12 0 31 28 34 155190130017101 1 4 0 38 161 8:45 AM 0 0 9 1 0 0 4 6 8 0 43 158 8:30 AM 0 0 4 1 0 6 4 5 9 0 3 7 1041003 4 2 1 40 152 8:15 AM 0 0 9 1 4 0 2 6 10 0 40 138 8:00 AM 0 0 4 2 0 5 0 2 11 0 3 2 0043005 0 0 0 35 0 7:45 AM 0 0 7 3 0 0 3 5 13 0 37 0 7:30 AM 0 0 4 2 0 5 3 3 11 0 4 1 0025107 1 2 0 26 0 7:15 AM 0 0 2 1 2 0 1 1 6 0 TH RT 7:00 AM 0 0 3 1 0 4 5 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 2 0 6 3 1 12 20000200 1 0 Peak Hr 0 4 22 36 62 0 0 0 0 0 0 11 0Count Total 0 8 36 48 92 0 0 0 00000015:45 PM 0 1 5 4 10 0 0 3 0 0 0 0 5:30 PM 0 2 4 4 10 0 0 0 0 0 0 5 0 1 0 0 5:15 PM 0 0 3 3 6 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 2 1 4 0 0 0 0 0 0 2 0 0 0 0 4:30 PM 0 0 6 6 12 0 0 0 0 0 0 0 0 0 8 13 0 EB WB NB SB Total East 4:45 PM 0 1 6 8 15 0 0 0 --2%HV%----- 0 0 4:15 PM 0 1 7 14 22 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 2 3 3 0 894 0 0 0 1,002002770320 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---4%-3%1%-3% Peak Hour All 0 0 0 72 0 0 1,770 0 0 0 0 36 0 62 00100220 0 2,205 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 533 0 0 1,871 0 4,246 0 487 2,041218000200005901000 0 230 0 530 2,093 5:45 PM 0 0 0 0 13 0 0 223 0 0 498 2,059 5:30 PM 0 0 0 0 0 64 0 216 0 0 0 204 00690900 0 235 0 526 2,130 5:15 PM 0 0 0 0 8 0 0 219 0 0 539 2,205 5:00 PM 0 0 0 0 0 64 0 241 0 0 0 223 00670800 0 232 0 496 0 4:45 PM 0 0 0 0 7 0 0 195 0 0 569 0 4:30 PM 0 0 0 0 0 62 0 223 0 0 0 274 00640800 0 273 0 601 0 4:15 PM 0 0 0 0 9 0 0 235 0 04:00 PM 0 0 0 0 0 84 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min TotalUTLTTHRT SB 3.6%0.91 TOTAL 2.8%0.92 TH RTUTLTTHRTUTLT WB 1.3%0.83 NB 2.5%0.93 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB -- Date: 12/19/2023 Peak Hour Count Period: 4:00 PM 6:00 PMN Logan Ave N N 4th St N 4th StLogan Ave NLogan Ave N2,205TEV: 0.92PHF:1,00201,002926032 277 309 0 0 08948941,279000000 0 0 00 2project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 62 0 Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastbound 22 0 0 0 36 0030100 0 48 0 92 0 Peak Hour 0 0 0 0 3 0 0 36 0 0Count Total 0 0 0 0 0 5 0 10 30500040010000 0 4 0 10 35 5:45 PM 0 0 0 0 2 0 0 4 0 0 6 37 5:30 PM 0 0 0 0 0 0 0 3 0 0 0 3 0000000 0 1 0 4 53 5:15 PM 0 0 0 0 0 0 0 2 0 0 15 62 5:00 PM 0 0 0 0 0 1 0 6 0 0 0 8 0000100 0 6 0 12 0 4:45 PM 0 0 0 0 0 0 0 6 0 0 22 0 4:30 PM 0 0 0 0 0 0 0 7 0 0 0 14 0010000 0 8 0 13 0 4:15 PM 0 0 0 0 0 0 0 3 0 0 TH RT 4:00 PM 0 0 0 0 0 2 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start 0 N 4th St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 1 0 2 6 2 3 2 18 52202300 1 3 Peak Hour 0 0 35 41 76 0 0 0 3 0 3 10 4Count Total 0 0 61 52 113 0 1 0 00010115:45 PM 0 0 6 3 9 0 0 2 1 0 0 0 5:30 PM 0 0 6 3 9 0 0 0 0 0 0 2 0 0 1 1 5:15 PM 0 0 7 3 10 0 0 0 0 0 0 2 2 0 0 0 5:00 PM 0 0 7 2 9 0 0 0 0 0 0 2 0 0 0 0 4:30 PM 0 0 7 6 13 0 0 2 0 0 0 1 0 0 12 21 0 EB WB NB SB Total East 4:45 PM 0 0 7 9 16 0 2 0 -0%3%HV%--0%0%- 0 2 4:15 PM 0 0 12 14 26 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 9 0 4 907 768 0 93 1,166900000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-0%4%0%3%--- Peak Hour All 0 0 1 0 0 9 1,795 1,571 0 0 0 41 0 76 000002411 2 2,950 0 HV 0 0 0 0 0 Count Total 0 4 1 16 0 0 0 137 2,242 2 5,777 0 680 2,8272152050102480000001 17 271 0 719 2,851 5:45 PM 0 0 0 1 0 0 1 238 191 0 714 2,826 5:30 PM 0 1 0 0 0 0 0 219 215 0 11 264 0000000 6 293 0 714 2,867 5:15 PM 0 1 0 4 0 0 3 216 192 0 704 2,950 5:00 PM 0 2 0 2 0 0 0 244 167 0 24 267 0000000 23 261 1 694 0 4:45 PM 0 0 0 2 0 0 0 199 205 0 755 0 4:30 PM 0 0 0 5 0 0 0 219 199 0 19 314 1000003 27 324 0 797 0 4:15 PM 0 0 0 0 0 0 1 245 197 04:00 PM 0 0 1 2 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.3%0.90 TOTAL 2.6%0.93 TH RT WB -- NB 2.1%0.95 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 0.0%0.50 0 0 0 0002000 0 0 0 20 3N Logan Ave N N 3rd St N 3rd St Logan Ave NDriveway Logan Ave N2,950TEV: 0.93PHF:21,166931,26190700 0 0 0 8620 76890741,6791,17509 1 0 10 6 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2200000 3 00012 0 0 0 0 Peak Hour 0 0Count Total 0 110010000 0 0 5:45 PM 0 0 0 0 2 5:30 PM 0000000 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0000 2 0 4:45 PM 0 0 2 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 76 0 Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min Total Rolling One Hour 24 11 0 0 41 0000000 RTTHLT RTTHLTRT 0 52 0 113 0 Peak Hour 0 0 0 0 0 0 0 39 22 0Count Total 0 0 0 0 0 0 0 9 37420030000000 0 3 0 9 44 5:45 PM 0 0 0 0 0 0 0 5 1 0 10 48 5:30 PM 0 0 0 0 0 0 0 4 3 0 0 3 0000000 0 2 0 9 64 5:15 PM 0 0 0 0 0 0 0 2 5 0 16 76 5:00 PM 0 0 0 0 0 0 0 6 1 0 0 9 0000000 0 6 0 13 0 4:45 PM 0 0 0 0 0 0 0 6 1 0 26 0 4:30 PM 0 0 0 0 0 0 0 8 4 0 0 14 0000000 0 12 0 21 0 4:15 PM 0 0 0 0 0 0 0 4 5 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway N 3rd St Logan Ave N Logan Ave N 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 2 2 0 1 0 5 22000000 0 5 Peak Hr 22 0 11 36 69 0 0 0 0 0 0 0 0Count Total 38 0 19 47 104 0 0 0 00000005:45 PM 6 0 2 3 11 0 0 0 0 0 1 0 5:30 PM 3 0 2 2 7 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 4 0 2 3 9 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 3 0 2 3 8 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 4 0 2 7 13 0 0 0 0 0 0 0 0 0 9 16 0 EB WB NB SB Total East 4:45 PM 3 0 3 8 14 0 0 0 -0%7%HV%-1%-1%- 0 0 4:15 PM 10 0 4 12 26 0 0 0 0 0 0 0 0 West North South 4:00 PM 5 0 2 0 47 149 0 0 0 15415100000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---10%2%2%--- Peak Hour All 0 1,530 0 0 0 103 272 0 0 0 0 16 20 69 00000110 1,049 3,080 0 HV 0 21 0 1 0 Count Total 0 3,079 0 260 0 0 0 0 265 2,047 6,026 0 710 2,94631000352190000016 0 25 255 739 2,977 5:45 PM 0 383 0 26 0 0 17 35 0 0 725 2,965 5:30 PM 0 383 0 24 0 0 0 20 0 0 0 28 2520000012 0 23 272 772 3,012 5:15 PM 0 390 0 23 0 0 11 37 0 0 741 3,080 5:00 PM 0 393 0 36 0 0 0 42 0 0 0 33 242000008 0 29 248 727 0 4:45 PM 0 371 0 45 0 0 10 42 0 0 772 0 4:30 PM 0 362 0 36 0 0 0 33 0 0 0 42 2730000016 0 50 286 840 0 4:15 PM 0 376 0 32 0 0 13 32 0 04:00 PM 0 421 0 38 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min TotalUTLTTHRT SB 3.0%0.90 TOTAL 2.2%0.92 TH RTUTLTTHRTUTLT WB -- NB 5.6%0.94 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 1.3%0.92 Date: 12/19/2023 Peak Hour Count Period: 4:00 PM 6:00 PM 0 0 00000 20 0N Logan Ave S Airport Way Logan Ave SLogan Ave SAirport Way 3,080TEV: 0.92PHF:1,0491541,2031,6790149471963050151 1,5301,681 1,096 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 69 0 Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min Total Rolling One HourEastbound 11 0 0 0 16 20000000 0 23 24 104 0 Peak Hour 0 21 0 1 0 0 2 17 0 0Count Total 0 37 0 1 0 0 0 11 35100021000001 0 1 1 7 38 5:45 PM 0 6 0 0 0 0 0 2 0 0 9 44 5:30 PM 0 3 0 0 0 0 0 1 0 0 0 3 0000001 0 1 2 8 61 5:15 PM 0 4 0 0 0 0 0 2 0 0 14 69 5:00 PM 0 3 0 0 0 0 0 3 0 0 0 6 2000000 0 3 4 13 0 4:45 PM 0 3 0 0 0 0 0 2 0 0 26 0 4:30 PM 0 4 0 0 0 0 0 4 0 0 0 5 7000000 0 2 7 16 0 4:15 PM 0 9 0 1 0 0 0 2 0 0 TH RT 4:00 PM 0 5 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Airport Way 0 Logan Ave S Logan Ave S 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 4 7 5 1 3 0 3 28 215003457 8 8 Peak Hour 1 0 10 16 27 0 3 4 1 0 5 6 6Count Total 1 0 18 25 44 0 1 0 20010105:45 PM 0 0 2 2 4 0 0 0 0 0 0 1 5:30 PM 0 0 2 1 3 0 0 0 0 0 1 2 0 0 1 0 5:15 PM 0 0 2 3 5 0 1 0 0 0 0 0 0 3 1 0 5:00 PM 0 0 2 3 5 0 0 0 0 0 0 1 0 3 2 3 4:30 PM 1 0 1 3 5 0 0 0 0 0 1 0 0 1 2 4 0 EB WB NB SB Total East 4:45 PM 0 0 3 5 8 0 0 2 -0%7%HV%-3%0%0%- 2 0 4:15 PM 0 0 4 6 10 0 1 2 0 0 2 1 2 West North South 4:00 PM 0 0 2 0 19 149 5 0 18 27767023130 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-6%5%0%5%0%0%0% Peak Hour All 0 30 4 26 0 35 302 7 0 0 1 15 0 27 00000100 13 600 0 HV 0 1 0 0 0 Count Total 0 41 6 121 0 3 6 24 481 21 1,073 0 123 47340002514010304 1 46 1 113 496 5:45 PM 0 3 1 14 0 0 4 43 1 0 109 519 5:30 PM 0 3 1 12 0 0 1 33 1 0 2 50 0001303 1 57 3 128 565 5:15 PM 0 1 0 15 7 0 5 37 0 0 146 600 5:00 PM 0 4 0 13 0 0 1 41 1 0 6 73 1001107 4 56 4 136 0 4:45 PM 0 6 1 8 7 0 3 31 0 0 155 0 4:30 PM 0 12 0 18 0 0 1 36 1 0 5 70 4011506 3 78 4 163 0 4:15 PM 0 6 1 19 0 0 3 41 3 04:00 PM 0 6 2 22 0 1 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 5.2%0.91 TOTAL 4.5%0.92 TH RT WB 0.0%0.56 NB 5.8%0.88 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 1.0%0.84 0 0 0 0000000 3 0 7 55 4N Logan Ave S S Tobin St S Tobin St Logan Ave SS Tobin St Logan Ave S600TEV: 0.92PHF:1327718308192013 3 2 18 270 514919173346067 4 30 101 35 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 3 0 000 0 4 0 0000 0 0 0 00 0 THLT 00000002 0 00 0 0 0 0 0 0 1 0 0 THLT 3000000 5 00010 0 0 0 0 Peak Hour 0 0Count Total 0 210010000 0 1 5:45 PM 0 0 0 0 1 5:30 PM 1000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000004:15 PM 0 0 0 0 0 0 2 04:00 PM RT 27 0 Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min Total Rolling One Hour 10 0 0 1 15 0000000 RTTHLT RTTHLTRT 1 24 0 44 0 Peak Hour 0 1 0 0 0 0 0 18 0 0Count Total 0 1 0 0 0 0 0 4 17200020000000 0 1 0 3 21 5:45 PM 0 0 0 0 0 0 0 2 0 0 5 23 5:30 PM 0 0 0 0 0 0 0 2 0 0 0 3 0000000 0 3 0 5 28 5:15 PM 0 0 0 0 0 0 0 2 0 0 8 27 5:00 PM 0 0 0 0 0 0 0 3 0 0 0 5 0000000 0 3 0 5 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 10 0 4:30 PM 0 1 0 0 0 0 0 4 0 0 1 5 0000000 0 2 0 4 0 4:15 PM 0 0 0 0 0 0 0 2 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Tobin St S Tobin St Logan Ave S Logan Ave S 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 4 5 7 1 4 4 1 27 178000162 3 13 Peak Hour 12 17 22 17 68 0 0 0 0 0 0 1 10Count Total 25 29 35 31 120 0 0 0 10000005:45 PM 5 3 1 3 12 0 0 0 3 0 1 2 5:30 PM 4 1 1 2 8 0 0 0 0 0 0 0 1 1 0 1 5:15 PM 1 1 5 5 12 0 0 0 0 0 0 0 0 2 1 4 5:00 PM 3 3 3 3 12 0 0 0 0 0 0 0 2 1 1 2 4:30 PM 3 5 6 7 21 0 0 0 0 0 0 0 2 0 4 20 0 EB WB NB SB Total East 4:45 PM 0 2 5 4 11 0 0 1 0%3%1%HV%-0%1%7%- 0 1 4:15 PM 6 7 8 3 24 0 0 0 0 0 0 0 0 West North South 4:00 PM 3 7 6 10 292 431 416 0 523 4146802525592522 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-1%2%7%2%4%1%0% Peak Hour All 0 23 631 497 3 577 812 863 0 0 7 9 1 68 07001066 15 3,878 0 HV 0 0 7 5 0 Count Total 1 32 1,213 106 0 557 1,075 1,058 843 37 7,674 0 922 3,83097104013896604411861070 128 109 1 979 3,867 5:45 PM 1 0 177 10 65 0 70 76 104 0 956 3,811 5:30 PM 0 3 174 11 0 87 151 103 121 0 151 114 1007912658064 129 98 5 973 3,878 5:15 PM 0 3 114 13 68 1 92 112 100 0 959 3,844 5:00 PM 0 6 140 20 0 67 135 87 118 0 145 106 104514254073 109 78 5 923 0 4:45 PM 0 5 167 16 57 0 62 131 99 0 1,023 0 4:30 PM 0 6 152 16 0 71 137 101 99 0 140 132 406914573165 118 110 5 939 0 4:15 PM 0 6 172 16 61 1 81 105 118 04:00 PM 0 3 117 4 0 95 121 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min TotalUTLTTHRT Date: 12/19/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.8%0.86 TOTAL 1.8%0.95 TH RT WB 1.6%0.93 NB 1.9%0.94 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 1.7%0.93 0 0 0 0000000 0 0 2 86 1N Rainier Ave N Airport Way Airport Way Rainier Ave NAirport Way Rainier Ave N3,878TEV: 0.95PHF:154145239527060252 559 252 1,063 1,5700 4164312921,141736268 631 23 722 866 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 68 0 Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min Total Rolling One Hour 6 6 0 7 9 101070010 RTTHLT RTTHLTRT 10 19 2 120 0 Peak Hour 0 0 7 5 0 0 13 7 15 0Count Total 0 0 15 10 0 13 16 12 44000120003001 0 2 0 8 43 5:45 PM 0 0 3 2 0 0 0 0 1 0 12 56 5:30 PM 0 0 3 1 0 0 1 0 4 0 1 3 1001001 1 2 0 12 68 5:15 PM 0 0 0 1 0 0 2 1 0 0 11 76 5:00 PM 0 0 2 1 0 2 1 0 3 0 1 2 1002002 2 5 0 21 0 4:45 PM 0 0 0 0 0 0 3 3 0 0 24 0 4:30 PM 0 0 2 1 0 5 0 2 3 0 3 0 0034003 1 3 0 20 0 4:15 PM 0 0 3 3 0 0 1 1 4 0 TH RT 4:00 PM 0 0 2 1 0 3 4 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Airport Way Airport Way Rainier Ave N Rainier Ave N 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com Appendix B: LOS Definitions Highway Capacity Manual 7th Edition Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due to the traffic signal control as well as provides a surrogate measure for driver discomfort and fuel consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in seconds) during a specified time period (e.g., weekday PM peak hour). Control delay is a complex measure based on many variables, including signal phasing and coordination (i.e., progression of movements through the intersection and along the corridor), signal cycle length, and traffic volumes with respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized intersections, as described in the Highway Capacity Manual 7th Edition (Transportation Research Board, 2022). 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 7th Edition, Transportation Research Board, 2022, respectively. 1. If the volume-to-capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or intersection is determined solely by the control delay. Unsignalized intersection LOS criteria can be further reduced into two intersection types: all-way stop and two-way stop controlled. All-way stop controlled 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 7th Edition, Transportation Research Board, 2022, respectively. 1. If the volume-to-capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized intersections, or minor street approach at two-way stop-controlled intersections. Overall intersection LOS is determined solely by control delay. Appendix C: LOS Worksheets HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Existing Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 330 30 905 0 0 415 Future Volume (vph) 330 30 905 0 0 415 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3255 1501 3261 3292 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3255 1501 3261 3292 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 351 32 963 0 0 441 RTOR Reduction (vph) 0 26 0 0 0 0 Lane Group Flow (vph) 351 6 963 0 0 441 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 4% 4% 7% 7% 6% 6% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 17.3 17.3 82.7 82.7 Effective Green, g (s) 19.3 19.3 84.7 84.7 Actuated g/C Ratio 0.18 0.18 0.77 0.77 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 571 263 2510 2534 v/s Ratio Prot c0.11 0.00 c0.30 0.13 v/s Ratio Perm v/c Ratio 0.61 0.02 0.38 0.17 Uniform Delay, d1 41.9 37.5 4.1 3.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.0 0.4 0.0 Delay (s) 43.8 37.5 4.5 3.3 Level of Service D D A A Approach Delay (s/veh) 43.3 4.5 3.3 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 12.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 41.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Existing Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 0 10 0 0 0 5 905 405 15 695 5 Future Volume (vph) 5 0 10 0 0 0 5 905 405 15 695 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1641 1468 1686 3374 1490 1703 3402 Flt Permitted 0.95 1.00 0.38 1.00 1.00 0.28 1.00 Satd. Flow (perm) 1641 1468 675 3374 1490 520 3402 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 5 0 10 0 0 0 5 923 413 15 709 5 RTOR Reduction (vph) 0 0 10 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 923 413 15 714 0 Confl. Peds. (#/hr) 1 1 2 2 2 2 Heavy Vehicles (%) 10% 10% 10% 0% 0% 0% 7% 7% 7% 6% 6% 6% Turn Type Perm NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.8 0.8 29.4 28.7 45.3 29.6 28.8 Effective Green, g (s) 0.8 0.8 29.4 29.7 45.3 31.6 29.8 Actuated g/C Ratio 0.02 0.02 0.65 0.66 1.00 0.70 0.66 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 28 25 453 2212 1490 409 2237 v/s Ratio Prot 0.00 0.00 c0.27 0.00 0.21 v/s Ratio Perm 0.00 0.01 c0.28 0.02 v/c Ratio 0.17 0.00 0.01 0.41 0.27 0.03 0.31 Uniform Delay, d1 21.9 21.8 2.7 3.6 0.0 2.1 3.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.0 0.1 0.0 0.1 0.4 0.0 0.0 Delay (s) 24.9 21.9 2.8 3.8 0.4 2.1 3.4 Level of Service C C A A A A A Approach Delay (s/veh) 22.9 0.0 2.7 3.4 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 3.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 45.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave & Airport Way Existing Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1165 75 70 95 60 675 Future Volume (vph) 1165 75 70 95 60 675 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4618 1572 1655 1749 2617 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4618 1572 1655 1749 2617 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1189 77 71 97 61 689 RTOR Reduction (vph) 7 0 0 0 0 0 Lane Group Flow (vph) 1259 0 71 97 61 689 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 6% 6% 11% 11% 5% 5% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 41.7 6.6 17.9 5.3 71.6 Effective Green, g (s) 42.7 7.6 18.9 6.3 71.6 Actuated g/C Ratio 0.60 0.11 0.26 0.09 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2754 166 436 153 2617 v/s Ratio Prot c0.27 0.05 0.06 0.03 v/s Ratio Perm c0.26 v/c Ratio 0.45 0.42 0.22 0.39 0.26 Uniform Delay, d1 8.0 29.9 20.6 30.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.4 0.4 2.3 0.2 Delay (s) 8.1 32.3 21.0 33.1 0.2 Level of Service A C C C A Approach Delay (s/veh) 8.1 25.8 2.9 Approach LOS A C A Intersection Summary HCM 2000 Control Delay (s/veh) 7.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 71.6 Sum of lost time (s) 15.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Existing Weekday AM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 5 25 0 5 15 35 130 5 5 160 20 Future Vol, veh/h 20 5 25 0 5 15 35 130 5 5 160 20 Conflicting Peds, #/hr 7 0 8 9 0 8 8 0 9 8 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 11 11 11 0 0 0 12 12 12 8 8 8 Mvmt Flow 26 6 32 0 6 19 45 169 6 6 208 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 513 517 238 505 527 189 242 0 0 184 0 0 Stage 1 242 242 - 272 272 - - - - - - - Stage 2 271 275 - 233 255 - - - - - - - Critical Hdwy 7.21 6.61 6.31 7.1 6.5 6.2 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.21 5.61 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.21 5.61 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.599 4.099 3.399 3.5 4 3.3 2.308 - - 2.272 - - Pot Cap-1 Maneuver 458 450 779 481 459 858 1268 - - 1355 - - Stage 1 742 689 - 738 688 - - - - - - - Stage 2 715 666 - 774 700 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 415 423 768 427 432 846 1260 - - 1345 - - Mov Cap-2 Maneuver 415 423 - 427 432 - - - - - - - Stage 1 733 681 - 703 656 - - - - - - - Stage 2 660 635 - 725 692 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v12.57 10.48 1.64 0.21 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 368 - - 540 683 48 - - HCM Lane V/C Ratio 0.036 - - 0.12 0.038 0.005 - - HCM Control Delay (s/veh) 8 0 - 12.6 10.5 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.1 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Existing Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 520 40 160 295 235 175 380 490 225 235 15 Future Volume (veh/h) 20 520 40 160 295 235 175 380 490 225 235 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 21 536 0 165 304 242 180 392 0 232 242 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, % 6 6 6 4 4 4 7 7 7 5 5 5 Cap, veh/h 94 902 369 590 457 340 539 444 1089 Arrive On Green 0.05 0.26 0.00 0.11 0.32 0.32 0.10 0.30 0.00 0.13 0.31 0.00 Sat Flow, veh/h 1725 3441 1535 3401 1867 1446 3319 1796 1522 3374 3469 1547 Grp Volume(v), veh/h 21 536 0 165 284 262 180 392 0 232 242 0 Grp Sat Flow(s),veh/h/ln 1725 1721 1535 1700 1749 1564 1659 1796 1522 1687 1735 1547 Q Serve(g_s), s 0.8 8.9 0.0 3.0 8.7 9.0 3.4 12.8 0.0 4.2 3.4 0.0 Cycle Q Clear(g_c), s 0.8 8.9 0.0 3.0 8.7 9.0 3.4 12.8 0.0 4.2 3.4 0.0 Prop In Lane 1.00 1.00 1.00 0.92 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 94 902 369 552 494 340 539 444 1089 V/C Ratio(X) 0.22 0.59 0.45 0.51 0.53 0.53 0.73 0.52 0.22 Avail Cap(c_a), veh/h 315 1677 1140 1119 1001 1061 848 1130 1638 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.7 21.2 0.0 27.4 18.4 18.5 28.0 20.6 0.0 26.6 16.6 0.0 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.3 0.3 0.3 0.5 0.7 0.0 0.4 0.0 0.0 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/ln 0.3 3.3 0.0 1.2 3.2 3.0 1.3 5.1 0.0 1.6 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.1 21.4 0.0 27.7 18.6 18.8 28.4 21.3 0.0 26.9 16.7 0.0 LnGrp LOS C C C B B C C C B Approach Vol, veh/h 557 711 572 474 Approach Delay, s/veh 21.7 20.8 23.5 21.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 23.7 10.1 20.2 10.7 24.6 6.6 23.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 6.2 14.8 5.0 10.9 5.4 5.4 2.8 11.0 Green Ext Time (p_c), s 0.5 3.1 0.4 3.4 0.6 2.2 0.0 5.8 Intersection Summary HCM 7th Control Delay, s/veh 21.9 HCM 7th LOS C Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Existing Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 275 30 895 0 0 1000 Future Volume (vph) 275 30 895 0 0 1000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3351 1546 3388 3355 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3351 1546 3388 3355 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 299 33 973 0 0 1087 RTOR Reduction (vph) 0 28 0 0 0 0 Lane Group Flow (vph) 299 5 973 0 0 1087 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 1% 1% 3% 3% 4% 4% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 15.2 15.2 84.8 84.8 Effective Green, g (s) 17.2 17.2 86.8 86.8 Actuated g/C Ratio 0.16 0.16 0.79 0.79 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 523 241 2673 2647 v/s Ratio Prot c0.09 0.00 0.29 c0.32 v/s Ratio Perm v/c Ratio 0.57 0.02 0.36 0.41 Uniform Delay, d1 42.9 39.2 3.4 3.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 0.3 0.1 Delay (s) 44.5 39.3 3.8 3.7 Level of Service D D A A Approach Delay (s/veh) 43.9 3.8 3.7 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Existing Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 5 10 0 0 0 5 905 770 95 1165 5 Future Volume (vph) 0 5 10 0 0 0 5 905 770 95 1165 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1900 1615 1770 3539 1562 1752 3503 Flt Permitted 1.00 1.00 0.22 1.00 1.00 0.22 1.00 Satd. Flow (perm) 1900 1615 412 3539 1562 414 3503 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 5 11 0 0 0 5 973 828 102 1253 5 RTOR Reduction (vph) 0 0 11 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 973 828 102 1258 0 Confl. Peds. (#/hr) 2 2 3 3 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 2% 2% 2% 3% 3% 3% Turn Type NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.9 0.9 31.2 30.4 52.5 41.6 35.8 Effective Green, g (s) 0.9 0.9 31.2 31.4 52.5 42.6 36.8 Actuated g/C Ratio 0.02 0.02 0.59 0.60 1.00 0.81 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 32 27 265 2116 1562 519 2455 v/s Ratio Prot 0.00 0.00 0.00 0.27 0.03 0.36 v/s Ratio Perm 0.01 c0.53 0.13 v/c Ratio 0.15 0.00 0.01 0.45 0.53 0.19 0.51 Uniform Delay, d1 25.4 25.3 4.3 5.8 0.0 1.8 3.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.1 0.0 0.1 1.2 0.1 0.1 Delay (s) 27.7 25.4 4.3 6.0 1.2 2.0 3.8 Level of Service C C A A A A A Approach Delay (s/veh) 26.1 0.0 3.8 3.7 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 3.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 52.5 Sum of lost time (s) 14.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave & Airport Way Existing Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1530 150 45 150 155 1050 Future Volume (vph) 1530 150 45 150 155 1050 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4829 1646 1733 1783 2668 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4829 1646 1733 1783 2668 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1663 163 49 163 168 1141 RTOR Reduction (vph) 12 0 0 0 0 0 Lane Group Flow (vph) 1814 0 49 163 168 1141 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 1% 1% 6% 6% 3% 3% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 46.1 4.9 24.7 13.8 82.8 Effective Green, g (s) 47.1 5.9 25.7 14.8 82.8 Actuated g/C Ratio 0.57 0.07 0.31 0.18 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2746 117 537 318 2668 v/s Ratio Prot c0.38 0.03 0.09 0.09 v/s Ratio Perm c0.43 v/c Ratio 0.66 0.41 0.30 0.52 0.42 Uniform Delay, d1 12.3 36.8 21.7 30.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 3.2 0.5 2.0 0.5 Delay (s) 12.9 40.0 22.2 32.8 0.5 Level of Service B D C C A Approach Delay (s/veh) 12.9 26.4 4.6 Approach LOS B C A Intersection Summary HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 82.8 Sum of lost time (s) 15.0 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Existing Weekday PM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 5 65 5 5 15 20 150 5 20 275 15 Future Vol, veh/h 30 5 65 5 5 15 20 150 5 20 275 15 Conflicting Peds, #/hr 12 0 10 9 0 11 10 0 9 11 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 0 0 0 6 6 6 5 5 5 Mvmt Flow 33 5 71 5 5 16 22 163 5 22 299 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 584 586 329 575 591 189 327 0 0 179 0 0 Stage 1 363 363 - 220 220 - - - - - - - Stage 2 221 223 - 355 371 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.1 6.5 6.2 4.16 - - 4.15 - - Critical Hdwy Stg 1 6.11 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4.009 3.309 3.5 4 3.3 2.254 - - 2.245 - - Pot Cap-1 Maneuver 425 424 715 432 422 858 1210 - - 1378 - - Stage 1 658 627 - 787 725 - - - - - - - Stage 2 783 721 - 666 623 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 387 400 702 362 398 842 1198 - - 1366 - - Mov Cap-2 Maneuver 387 400 - 362 398 - - - - - - - Stage 1 639 608 - 764 704 - - - - - - - Stage 2 740 700 - 578 605 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v 13.2 11.68 0.92 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 204 - - 548 566 115 - - HCM Lane V/C Ratio 0.018 - - 0.199 0.048 0.016 - - HCM Control Delay (s/veh) 8.1 0 - 13.2 11.7 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.2 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Existing Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 630 70 250 560 250 295 430 415 525 415 15 Future Volume (veh/h) 25 630 70 250 560 250 295 430 415 525 415 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 663 0 263 589 263 311 453 0 553 437 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 83 935 414 800 357 437 530 691 1232 Arrive On Green 0.05 0.26 0.00 0.12 0.34 0.34 0.13 0.28 0.00 0.20 0.35 0.00 Sat Flow, veh/h 1781 3554 1585 3456 2380 1061 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 26 663 0 263 440 412 311 453 0 553 437 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1664 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 1.4 16.4 0.0 7.1 21.2 21.3 8.4 22.3 0.0 14.8 8.9 0.0 Cycle Q Clear(g_c), s 1.4 16.4 0.0 7.1 21.2 21.3 8.4 22.3 0.0 14.8 8.9 0.0 Prop In Lane 1.00 1.00 1.00 0.64 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 83 935 414 598 560 437 530 691 1232 V/C Ratio(X) 0.31 0.71 0.64 0.74 0.74 0.71 0.85 0.80 0.35 Avail Cap(c_a), veh/h 220 1169 782 767 719 746 596 782 1232 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.9 32.5 0.0 40.8 28.5 28.5 40.8 32.9 0.0 37.1 23.7 0.0 Incr Delay (d2), s/veh 0.8 0.9 0.0 0.6 1.8 1.9 0.8 9.7 0.0 4.6 0.1 0.0 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/ln 0.6 7.0 0.0 3.0 9.0 8.4 3.6 11.3 0.0 6.6 3.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.7 33.4 0.0 41.4 30.2 30.4 41.6 42.6 0.0 41.6 23.7 0.0 LnGrp LOS D C D C C D D D C Approach Vol, veh/h 689 1115 764 990 Approach Delay, s/veh 33.9 32.9 42.2 33.7 Approach LOS C C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.5 31.6 14.7 28.6 16.3 37.7 7.5 35.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 16.8 24.3 9.1 18.4 10.4 10.9 3.4 23.3 Green Ext Time (p_c), s 0.6 1.9 0.6 3.4 0.9 3.9 0.0 7.4 Intersection Summary HCM 7th Control Delay, s/veh 35.3 HCM 7th LOS D Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Future (2026) Without-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 385 40 995 0 0 460 Future Volume (vph) 385 40 995 0 0 460 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3255 1501 3261 3292 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3255 1501 3261 3292 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 410 43 1059 0 0 489 RTOR Reduction (vph) 0 35 0 0 0 0 Lane Group Flow (vph) 410 8 1059 0 0 489 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 4% 4% 7% 7% 6% 6% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 19.5 19.5 80.5 80.5 Effective Green, g (s) 21.5 21.5 82.5 82.5 Actuated g/C Ratio 0.20 0.20 0.75 0.75 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 636 293 2445 2469 v/s Ratio Prot c0.13 0.01 c0.32 0.15 v/s Ratio Perm v/c Ratio 0.64 0.02 0.43 0.19 Uniform Delay, d1 40.7 35.8 5.0 4.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.0 0.5 0.0 Delay (s) 42.9 35.8 5.6 4.0 Level of Service D D A A Approach Delay (s/veh) 42.3 5.6 4.0 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Future (2026) Without-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 0 10 0 0 0 5 995 455 30 780 5 Future Volume (vph) 5 0 10 0 0 0 5 995 455 30 780 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1641 1468 1686 3374 1490 1703 3402 Flt Permitted 0.95 1.00 0.34 1.00 1.00 0.24 1.00 Satd. Flow (perm) 1641 1468 620 3374 1490 439 3402 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 5 0 10 0 0 0 5 1015 464 31 796 5 RTOR Reduction (vph) 0 0 10 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 1015 464 31 801 0 Confl. Peds. (#/hr) 1 1 2 2 2 2 Heavy Vehicles (%) 10% 10% 10% 0% 0% 0% 7% 7% 7% 6% 6% 6% Turn Type Perm NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.9 0.9 32.1 31.3 49.3 34.7 32.6 Effective Green, g (s) 0.9 0.9 32.1 32.3 49.3 36.7 33.6 Actuated g/C Ratio 0.02 0.02 0.65 0.66 1.00 0.74 0.68 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 29 26 420 2210 1490 406 2318 v/s Ratio Prot 0.00 0.00 c0.30 0.00 0.24 v/s Ratio Perm 0.00 0.01 c0.31 0.05 v/c Ratio 0.17 0.00 0.01 0.45 0.31 0.07 0.34 Uniform Delay, d1 23.8 23.7 3.0 4.1 0.0 1.8 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.1 0.0 0.1 0.5 0.0 0.0 Delay (s) 26.6 23.8 3.0 4.3 0.5 1.9 3.3 Level of Service C C A A A A A Approach Delay (s/veh) 24.7 0.0 3.1 3.3 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 3.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 49.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave & Airport Way Future (2026) Without-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1295 80 75 105 65 760 Future Volume (vph) 1295 80 75 105 65 760 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4619 1572 1655 1749 2617 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4619 1572 1655 1749 2617 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1321 82 77 107 66 776 RTOR Reduction (vph) 7 0 0 0 0 0 Lane Group Flow (vph) 1396 0 77 107 66 776 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 6% 6% 11% 11% 5% 5% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 43.8 6.5 19.8 7.3 75.6 Effective Green, g (s) 44.8 7.5 20.8 8.3 75.6 Actuated g/C Ratio 0.59 0.10 0.28 0.11 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2737 155 455 192 2617 v/s Ratio Prot c0.30 0.05 0.06 0.04 v/s Ratio Perm c0.30 v/c Ratio 0.51 0.49 0.23 0.34 0.29 Uniform Delay, d1 8.9 32.2 21.2 31.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.3 0.4 1.4 0.2 Delay (s) 9.1 35.6 21.6 32.5 0.2 Level of Service A D C C A Approach Delay (s/veh) 9.1 27.5 2.8 Approach LOS A C A Intersection Summary HCM 2000 Control Delay (s/veh) 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 75.6 Sum of lost time (s) 15.0 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Future (2026) Without-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 5 25 0 5 15 40 145 5 5 175 20 Future Vol, veh/h 20 5 25 0 5 15 40 145 5 5 175 20 Conflicting Peds, #/hr 7 0 8 9 0 8 8 0 9 8 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 11 11 11 0 0 0 12 12 12 8 8 8 Mvmt Flow 26 6 32 0 6 19 52 188 6 6 227 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 565 569 257 557 579 209 261 0 0 204 0 0 Stage 1 261 261 - 304 304 - - - - - - - Stage 2 303 308 - 253 274 - - - - - - - Critical Hdwy 7.21 6.61 6.31 7.1 6.5 6.2 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.21 5.61 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.21 5.61 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.599 4.099 3.399 3.5 4 3.3 2.308 - - 2.272 - - Pot Cap-1 Maneuver 422 420 760 444 429 837 1247 - - 1333 - - Stage 1 724 676 - 709 666 - - - - - - - Stage 2 687 645 - 756 687 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 380 392 749 390 401 825 1239 - - 1323 - - Mov Cap-2 Maneuver 380 392 - 390 401 - - - - - - - Stage 1 715 667 - 671 630 - - - - - - - Stage 2 628 610 - 707 678 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v13.16 10.75 1.69 0.19 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 376 - - 506 652 44 - - HCM Lane V/C Ratio 0.042 - - 0.128 0.04 0.005 - - HCM Control Delay (s/veh) 8 0 - 13.2 10.7 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.1 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Future (2026) Without-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 580 45 185 335 260 195 420 545 250 260 15 Future Volume (veh/h) 20 580 45 185 335 260 195 420 545 250 260 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 21 598 0 191 345 268 201 433 0 258 268 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, % 6 6 6 4 4 4 7 7 7 5 5 5 Cap, veh/h 88 925 380 620 473 350 556 450 1123 Arrive On Green 0.05 0.27 0.00 0.11 0.33 0.33 0.11 0.31 0.00 0.13 0.32 0.00 Sat Flow, veh/h 1725 3441 1535 3401 1882 1434 3319 1796 1522 3374 3469 1547 Grp Volume(v), veh/h 21 598 0 191 320 293 201 433 0 258 268 0 Grp Sat Flow(s),veh/h/ln 1725 1721 1535 1700 1749 1567 1659 1796 1522 1687 1735 1547 Q Serve(g_s), s 0.9 11.3 0.0 3.9 11.1 11.3 4.2 16.1 0.0 5.3 4.2 0.0 Cycle Q Clear(g_c), s 0.9 11.3 0.0 3.9 11.1 11.3 4.2 16.1 0.0 5.3 4.2 0.0 Prop In Lane 1.00 1.00 1.00 0.92 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 88 925 380 577 517 350 556 450 1123 V/C Ratio(X) 0.24 0.65 0.50 0.56 0.57 0.57 0.78 0.57 0.24 Avail Cap(c_a), veh/h 281 1496 1016 998 894 947 756 1008 1461 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.6 23.8 0.0 30.8 20.2 20.3 31.4 23.1 0.0 29.9 18.2 0.0 Incr Delay (d2), s/veh 0.5 0.3 0.0 0.4 0.3 0.4 0.6 2.4 0.0 0.4 0.0 0.0 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/ln 0.4 4.3 0.0 1.5 4.2 3.9 1.7 6.8 0.0 2.1 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.1 24.1 0.0 31.2 20.6 20.7 31.9 25.5 0.0 30.4 18.3 0.0 LnGrp LOS C C C C C C C C B Approach Vol, veh/h 619 804 634 526 Approach Delay, s/veh 24.4 23.1 27.5 24.2 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.8 26.8 11.2 22.8 11.8 27.8 6.7 27.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 7.3 18.1 5.9 13.3 6.2 6.2 2.9 13.3 Green Ext Time (p_c), s 0.6 3.0 0.5 3.7 0.6 2.5 0.0 6.4 Intersection Summary HCM 7th Control Delay, s/veh 24.7 HCM 7th LOS C Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Future (2026) Without-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 330 40 985 0 0 1105 Future Volume (vph) 330 40 985 0 0 1105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3351 1546 3388 3355 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3351 1546 3388 3355 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 359 43 1071 0 0 1201 RTOR Reduction (vph) 0 35 0 0 0 0 Lane Group Flow (vph) 359 8 1071 0 0 1201 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 1% 1% 3% 3% 4% 4% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 17.3 17.3 82.7 82.7 Effective Green, g (s) 19.3 19.3 84.7 84.7 Actuated g/C Ratio 0.18 0.18 0.77 0.77 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 587 271 2608 2583 v/s Ratio Prot c0.11 0.00 0.32 c0.36 v/s Ratio Perm v/c Ratio 0.61 0.02 0.41 0.46 Uniform Delay, d1 41.8 37.5 4.2 4.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.0 0.4 0.1 Delay (s) 43.7 37.6 4.7 4.6 Level of Service D D A A Approach Delay (s/veh) 43.1 4.7 4.6 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Future (2026) Without-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 5 10 0 0 0 5 995 860 125 1295 5 Future Volume (vph) 0 5 10 0 0 0 5 995 860 125 1295 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1900 1615 1770 3539 1562 1752 3503 Flt Permitted 1.00 1.00 0.18 1.00 1.00 0.19 1.00 Satd. Flow (perm) 1900 1615 351 3539 1562 358 3503 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 5 11 0 0 0 5 1070 925 134 1392 5 RTOR Reduction (vph) 0 0 11 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 1070 925 134 1397 0 Confl. Peds. (#/hr) 2 2 3 3 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 2% 2% 2% 3% 3% 3% Turn Type NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.9 0.9 32.3 31.5 54.4 43.5 37.7 Effective Green, g (s) 0.9 0.9 32.3 32.5 54.4 44.5 38.7 Actuated g/C Ratio 0.02 0.02 0.59 0.60 1.00 0.82 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 31 26 229 2114 1562 497 2492 v/s Ratio Prot 0.00 0.00 0.00 0.30 0.04 0.40 v/s Ratio Perm 0.01 c0.59 0.18 v/c Ratio 0.16 0.00 0.02 0.50 0.59 0.26 0.56 Uniform Delay, d1 26.3 26.3 4.8 6.3 0.0 2.2 3.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.1 0.0 0.1 1.6 0.2 0.2 Delay (s) 28.8 26.4 4.8 6.5 1.6 2.5 4.0 Level of Service C C A A A A A Approach Delay (s/veh) 27.1 0.0 4.2 3.9 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 4.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 54.4 Sum of lost time (s) 14.0 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave & Airport Way Future (2026) Without-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1695 165 50 165 170 1170 Future Volume (vph) 1695 165 50 165 170 1170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4829 1646 1733 1783 2668 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4829 1646 1733 1783 2668 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1842 179 54 179 185 1272 RTOR Reduction (vph) 12 0 0 0 0 0 Lane Group Flow (vph) 2009 0 54 179 185 1272 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 1% 1% 6% 6% 3% 3% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 45.5 4.9 25.3 14.4 82.8 Effective Green, g (s) 46.5 5.9 26.3 15.4 82.8 Actuated g/C Ratio 0.56 0.07 0.32 0.19 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2711 117 550 331 2668 v/s Ratio Prot c0.42 0.03 0.10 0.10 v/s Ratio Perm c0.48 v/c Ratio 0.74 0.46 0.32 0.55 0.47 Uniform Delay, d1 13.6 36.9 21.4 30.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 3.8 0.5 2.5 0.6 Delay (s) 14.7 40.8 22.0 33.1 0.6 Level of Service B D C C A Approach Delay (s/veh) 14.7 26.4 4.7 Approach LOS B C A Intersection Summary HCM 2000 Control Delay (s/veh) 11.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 82.8 Sum of lost time (s) 15.0 Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Future (2026) Without-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 5 70 5 5 15 20 165 5 20 300 15 Future Vol, veh/h 35 5 70 5 5 15 20 165 5 20 300 15 Conflicting Peds, #/hr 12 0 10 9 0 11 10 0 9 11 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 0 0 0 6 6 6 5 5 5 Mvmt Flow 38 5 76 5 5 16 22 179 5 22 326 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 627 629 356 619 634 205 354 0 0 196 0 0 Stage 1 390 390 - 237 237 - - - - - - - Stage 2 238 239 - 382 398 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.1 6.5 6.2 4.16 - - 4.15 - - Critical Hdwy Stg 1 6.11 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4.009 3.309 3.5 4 3.3 2.254 - - 2.245 - - Pot Cap-1 Maneuver 397 400 690 404 399 841 1182 - - 1359 - - Stage 1 636 610 - 771 713 - - - - - - - Stage 2 768 709 - 644 606 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 361 377 677 333 376 825 1171 - - 1347 - - Mov Cap-2 Maneuver 361 377 - 333 376 - - - - - - - Stage 1 617 591 - 748 692 - - - - - - - Stage 2 724 688 - 551 588 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v14.08 12.05 0.86 0.46 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 188 - - 515 538 106 - - HCM Lane V/C Ratio 0.019 - - 0.232 0.051 0.016 - - HCM Control Delay (s/veh) 8.1 0 - 14.1 12.1 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.2 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Future (2026) Without-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 700 75 280 625 275 320 475 465 575 460 15 Future Volume (veh/h) 25 700 75 280 625 275 320 475 465 575 460 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 737 0 295 658 289 337 500 0 605 484 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 78 935 431 824 362 449 538 705 1252 Arrive On Green 0.04 0.26 0.00 0.12 0.34 0.34 0.13 0.29 0.00 0.20 0.35 0.00 Sat Flow, veh/h 1781 3554 1585 3456 2393 1051 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 26 737 0 295 489 458 337 500 0 605 484 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1667 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 1.5 20.8 0.0 8.8 26.8 26.8 10.1 28.0 0.0 18.2 11.0 0.0 Cycle Q Clear(g_c), s 1.5 20.8 0.0 8.8 26.8 26.8 10.1 28.0 0.0 18.2 11.0 0.0 Prop In Lane 1.00 1.00 1.00 0.63 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 78 935 431 612 574 449 538 705 1252 V/C Ratio(X) 0.33 0.79 0.68 0.80 0.80 0.75 0.93 0.86 0.39 Avail Cap(c_a), veh/h 198 1055 705 692 649 673 538 705 1252 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.0 36.9 0.0 45.2 32.0 32.0 45.2 37.3 0.0 41.4 26.2 0.0 Incr Delay (d2), s/veh 0.9 3.1 0.0 0.7 5.1 5.4 1.0 22.5 0.0 9.9 0.1 0.0 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/ln 0.7 9.2 0.0 3.8 12.0 11.3 4.4 16.0 0.0 8.7 4.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.0 40.0 0.0 45.9 37.1 37.4 46.2 59.9 0.0 51.3 26.2 0.0 LnGrp LOS D D D D D D E D C Approach Vol, veh/h 763 1242 837 1089 Approach Delay, s/veh 40.4 39.3 54.4 40.2 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 35.0 16.4 31.4 18.0 42.0 7.7 40.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 20.2 30.0 10.8 22.8 12.1 13.0 3.5 28.8 Green Ext Time (p_c), s 0.0 0.0 0.6 2.8 0.9 4.2 0.0 6.3 Intersection Summary HCM 7th Control Delay, s/veh 42.9 HCM 7th LOS D Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 387 40 997 0 0 462 Future Volume (vph) 387 40 997 0 0 462 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3255 1501 3261 3292 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3255 1501 3261 3292 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 412 43 1061 0 0 491 RTOR Reduction (vph) 0 35 0 0 0 0 Lane Group Flow (vph) 412 8 1061 0 0 491 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 4% 4% 7% 7% 6% 6% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 19.6 19.6 80.4 80.4 Effective Green, g (s) 21.6 21.6 82.4 82.4 Actuated g/C Ratio 0.20 0.20 0.75 0.75 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 639 294 2442 2466 v/s Ratio Prot c0.13 0.01 c0.33 0.15 v/s Ratio Perm v/c Ratio 0.64 0.02 0.43 0.19 Uniform Delay, d1 40.6 35.7 5.1 4.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.0 0.5 0.0 Delay (s) 42.9 35.7 5.6 4.1 Level of Service D D A A Approach Delay (s/veh) 42.2 5.6 4.1 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 0 10 0 0 0 5 997 459 30 784 5 Future Volume (vph) 5 0 10 0 0 0 5 997 459 30 784 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1641 1468 1686 3374 1490 1703 3402 Flt Permitted 0.95 1.00 0.34 1.00 1.00 0.24 1.00 Satd. Flow (perm) 1641 1468 617 3374 1490 437 3402 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 5 0 10 0 0 0 5 1017 468 31 800 5 RTOR Reduction (vph) 0 0 10 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 1017 468 31 805 0 Confl. Peds. (#/hr) 1 1 2 2 2 2 Heavy Vehicles (%) 10% 10% 10% 0% 0% 0% 7% 7% 7% 6% 6% 6% Turn Type Perm NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.9 0.9 32.1 31.3 49.3 34.7 32.6 Effective Green, g (s) 0.9 0.9 32.1 32.3 49.3 36.7 33.6 Actuated g/C Ratio 0.02 0.02 0.65 0.66 1.00 0.74 0.68 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 29 26 419 2210 1490 404 2318 v/s Ratio Prot 0.00 0.00 c0.30 0.00 0.24 v/s Ratio Perm 0.00 0.01 c0.31 0.05 v/c Ratio 0.17 0.00 0.01 0.46 0.31 0.07 0.34 Uniform Delay, d1 23.8 23.7 3.0 4.1 0.0 1.8 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.1 0.0 0.1 0.5 0.0 0.0 Delay (s) 26.6 23.8 3.0 4.3 0.5 1.9 3.3 Level of Service C C A A A A A Approach Delay (s/veh) 24.7 0.0 3.1 3.3 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 3.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 49.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1301 80 75 105 69 760 Future Volume (vph) 1301 80 75 105 69 760 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4619 1572 1655 1749 2617 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4619 1572 1655 1749 2617 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 1328 82 77 107 70 776 RTOR Reduction (vph) 7 0 0 0 0 0 Lane Group Flow (vph) 1403 0 77 107 70 776 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 6% 6% 11% 11% 5% 5% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 44.0 6.5 20.0 7.5 76.0 Effective Green, g (s) 45.0 7.5 21.0 8.5 76.0 Actuated g/C Ratio 0.59 0.10 0.28 0.11 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2734 155 457 195 2617 v/s Ratio Prot c0.30 c0.05 0.06 0.04 v/s Ratio Perm c0.30 v/c Ratio 0.51 0.49 0.23 0.35 0.29 Uniform Delay, d1 9.0 32.4 21.2 31.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.3 0.4 1.5 0.2 Delay (s) 9.2 35.8 21.7 32.7 0.2 Level of Service A D C C A Approach Delay (s/veh) 9.2 27.6 2.9 Approach LOS A C A Intersection Summary HCM 2000 Control Delay (s/veh) 8.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 76.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 5 26 0 5 15 40 148 5 5 175 20 Future Vol, veh/h 20 5 26 0 5 15 40 148 5 5 175 20 Conflicting Peds, #/hr 7 0 8 9 0 8 8 0 9 8 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 11 11 11 0 0 0 12 12 12 8 8 8 Mvmt Flow 26 6 34 0 6 19 52 192 6 6 227 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 569 573 257 561 583 212 261 0 0 208 0 0 Stage 1 261 261 - 308 308 - - - - - - - Stage 2 307 312 - 253 274 - - - - - - - Critical Hdwy 7.21 6.61 6.31 7.1 6.5 6.2 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.21 5.61 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.21 5.61 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.599 4.099 3.399 3.5 4 3.3 2.308 - - 2.272 - - Pot Cap-1 Maneuver 420 418 760 441 427 833 1247 - - 1328 - - Stage 1 724 676 - 706 664 - - - - - - - Stage 2 684 642 - 756 687 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 377 390 749 387 399 821 1239 - - 1318 - - Mov Cap-2 Maneuver 377 390 - 387 399 - - - - - - - Stage 1 715 667 - 668 628 - - - - - - - Stage 2 625 607 - 706 678 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v13.16 10.78 1.66 0.19 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 371 - - 507 649 44 - - HCM Lane V/C Ratio 0.042 - - 0.131 0.04 0.005 - - HCM Control Delay (s/veh) 8 0 - 13.2 10.8 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.1 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 581 45 185 337 260 195 420 545 250 260 15 Future Volume (veh/h) 20 581 45 185 337 260 195 420 545 250 260 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 21 599 0 191 347 268 201 433 0 258 268 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, % 6 6 6 4 4 4 7 7 7 5 5 5 Cap, veh/h 88 926 380 622 472 350 555 450 1123 Arrive On Green 0.05 0.27 0.00 0.11 0.33 0.33 0.11 0.31 0.00 0.13 0.32 0.00 Sat Flow, veh/h 1725 3441 1535 3401 1887 1430 3319 1796 1522 3374 3469 1547 Grp Volume(v), veh/h 21 599 0 191 321 294 201 433 0 258 268 0 Grp Sat Flow(s),veh/h/ln 1725 1721 1535 1700 1749 1568 1659 1796 1522 1687 1735 1547 Q Serve(g_s), s 0.9 11.3 0.0 3.9 11.1 11.4 4.2 16.2 0.0 5.3 4.2 0.0 Cycle Q Clear(g_c), s 0.9 11.3 0.0 3.9 11.1 11.4 4.2 16.2 0.0 5.3 4.2 0.0 Prop In Lane 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 88 926 380 577 517 350 555 450 1123 V/C Ratio(X) 0.24 0.65 0.50 0.56 0.57 0.57 0.78 0.57 0.24 Avail Cap(c_a), veh/h 281 1495 1016 997 894 946 756 1008 1460 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.6 23.8 0.0 30.8 20.3 20.4 31.4 23.2 0.0 29.9 18.3 0.0 Incr Delay (d2), s/veh 0.5 0.3 0.0 0.4 0.3 0.4 0.6 2.4 0.0 0.4 0.0 0.0 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/ln 0.4 4.3 0.0 1.5 4.2 3.9 1.7 6.8 0.0 2.1 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.1 24.1 0.0 31.2 20.6 20.7 31.9 25.6 0.0 30.4 18.3 0.0 LnGrp LOS C C C C C C C C B Approach Vol, veh/h 620 806 634 526 Approach Delay, s/veh 24.4 23.1 27.6 24.2 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.8 26.8 11.2 22.8 11.8 27.8 6.7 27.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 7.3 18.2 5.9 13.3 6.2 6.2 2.9 13.4 Green Ext Time (p_c), s 0.6 3.0 0.5 3.7 0.6 2.5 0.0 6.4 Intersection Summary HCM 7th Control Delay, s/veh 24.8 HCM 7th LOS C Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC Dreamliner Apartments 6: Site Access & Airport Way Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1377 1 0 835 0 4 Future Vol, veh/h 1377 1 0 835 0 4 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 98 98 98 98 98 98 Heavy Vehicles, % 6 6 2 2 2 2 Mvmt Flow 1405 1 0 852 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - 1746 703 Stage 1 - - - - 1406 - Stage 2 - - - - 341 - Critical Hdwy - - - - 5.74 7.14 Critical Hdwy Stg 1 - - - - 6.64 - Critical Hdwy Stg 2 - - - - 6.04 - Follow-up Hdwy - - - - 3.82 3.92 Pot Cap-1 Maneuver - - 0 - 128 326 Stage 1 - - 0 - 136 - Stage 2 - - 0 - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - 128 326 Mov Cap-2 Maneuver - - - - 128 - Stage 1 - - - - 136 - Stage 2 - - - - 634 - Approach EB WB NB HCM Control Delay, s/v 0 0 16.19 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 326 - - - HCM Lane V/C Ratio 0.013 - - - HCM Control Delay (s/veh) 16.2 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0 - - - HCM 7th TWSC Dreamliner Apartments 7: S Tillicum Way & Site Access Future (2026) With-Project Weekday AM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 7 0 7 Future Vol, veh/h 0 0 0 7 0 7 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, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 8 0 8 Major/Minor Major2 Minor2 Conflicting Flow All - 0 - 4 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.22 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.318 Pot Cap-1 Maneuver - - 0 1080 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 1080 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach WB SB HCM Control Delay, s/v 0 8.36 HCM LOS A Minor Lane/Major Mvmt WBT WBRSBLn1 Capacity (veh/h) - - 1080 HCM Lane V/C Ratio - - 0.007 HCM Control Delay (s/veh) - - 8.4 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0 HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 1: Logan Ave & N 4th St.Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 335 40 988 0 0 1109 Future Volume (vph) 335 40 988 0 0 1109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 12 12 11 Total Lost time (s) 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3351 1546 3388 3355 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3351 1546 3388 3355 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 364 43 1074 0 0 1205 RTOR Reduction (vph) 0 35 0 0 0 0 Lane Group Flow (vph) 364 8 1074 0 0 1205 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 1% 1% 3% 3% 4% 4% Turn Type Prot Prot NA NA Protected Phases 3 3 6 2 Permitted Phases Actuated Green, G (s) 17.4 17.4 82.6 82.6 Effective Green, g (s) 19.4 19.4 84.6 84.6 Actuated g/C Ratio 0.18 0.18 0.77 0.77 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 272 2605 2580 v/s Ratio Prot c0.11 0.00 0.32 c0.36 v/s Ratio Perm v/c Ratio 0.61 0.02 0.41 0.46 Uniform Delay, d1 41.8 37.4 4.2 4.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.0 0.4 0.1 Delay (s) 43.7 37.5 4.7 4.7 Level of Service D D A A Approach Delay (s/veh) 43.1 4.7 4.7 Approach LOS D A A Intersection Summary HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 110.0 Sum of lost time (s)8.0 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 2: Logan Ave & N 3rd St Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 5 10 0 0 0 5 998 865 125 1304 5 Future Volume (vph) 0 5 10 0 0 0 5 998 865 125 1304 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 3.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1900 1615 1770 3539 1562 1752 3503 Flt Permitted 1.00 1.00 0.18 1.00 1.00 0.19 1.00 Satd. Flow (perm) 1900 1615 346 3539 1562 357 3503 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 5 11 0 0 0 5 1073 930 134 1402 5 RTOR Reduction (vph) 0 0 11 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 0 0 5 1073 930 134 1407 0 Confl. Peds. (#/hr) 2 2 3 3 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 2% 2% 2% 3% 3% 3% Turn Type NA Prot pm+pt NA Free pm+pt NA Protected Phases 4 4 1 6 5 2 Permitted Phases 4 6 Free 2 Actuated Green, G (s) 0.9 0.9 32.4 31.6 54.5 43.6 37.8 Effective Green, g (s) 0.9 0.9 32.4 32.6 54.5 44.6 38.8 Actuated g/C Ratio 0.02 0.02 0.59 0.60 1.00 0.82 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 31 26 226 2116 1562 496 2493 v/s Ratio Prot 0.00 0.00 0.00 0.30 0.04 0.40 v/s Ratio Perm 0.01 c0.60 0.18 v/c Ratio 0.16 0.00 0.02 0.50 0.59 0.27 0.56 Uniform Delay, d1 26.4 26.3 4.8 6.3 0.0 2.2 3.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.1 0.0 0.1 1.6 0.2 0.2 Delay (s) 28.8 26.4 4.9 6.5 1.6 2.5 4.0 Level of Service C C A A A A A Approach Delay (s/veh) 27.2 0.0 4.2 3.9 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh) 4.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 54.5 Sum of lost time (s) 14.0 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Dreamliner Apartments 3: Logan Ave S/Logan Ave Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1703 165 50 165 179 1170 Future Volume (vph) 1703 165 50 165 179 1170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 0.94 1.00 1.00 1.00 0.88 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4830 1646 1733 1783 2668 Flt Permitted 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4830 1646 1733 1783 2668 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1851 179 54 179 195 1272 RTOR Reduction (vph) 11 0 0 0 0 0 Lane Group Flow (vph) 2019 0 54 179 195 1272 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 1% 1% 6% 6% 3% 3% Turn Type Prot Prot NA NA Free Protected Phases 3 1 5 2 Permitted Phases Free Actuated Green, G (s) 45.4 4.9 25.5 14.6 82.9 Effective Green, g (s) 46.4 5.9 26.5 15.6 82.9 Actuated g/C Ratio 0.56 0.07 0.32 0.19 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 4.0 4.5 4.0 Lane Grp Cap (vph) 2703 117 553 335 2668 v/s Ratio Prot c0.42 0.03 0.10 0.11 v/s Ratio Perm c0.48 v/c Ratio 0.74 0.46 0.32 0.58 0.47 Uniform Delay, d1 13.8 36.9 21.3 30.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 3.8 0.5 3.0 0.6 Delay (s) 14.9 40.8 21.9 33.7 0.6 Level of Service B D C C A Approach Delay (s/veh) 14.9 26.3 5.0 Approach LOS B C A Intersection Summary HCM 2000 Control Delay (s/veh) 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 82.9 Sum of lost time (s) 15.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC Dreamliner Apartments 4: Logan Ave S & S Tobin St Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 5 72 5 5 15 20 170 5 20 300 15 Future Vol, veh/h 35 5 72 5 5 15 20 170 5 20 300 15 Conflicting Peds, #/hr 12 0 10 9 0 11 10 0 9 11 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 0 0 0 6 6 6 5 5 5 Mvmt Flow 38 5 78 5 5 16 22 185 5 22 326 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 633 634 356 624 640 210 354 0 0 201 0 0 Stage 1 390 390 - 242 242 - - - - - - - Stage 2 243 245 - 382 398 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.1 6.5 6.2 4.16 - - 4.15 - - Critical Hdwy Stg 1 6.11 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.11 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.509 4.009 3.309 3.5 4 3.3 2.254 - - 2.245 - - Pot Cap-1 Maneuver 394 398 690 401 396 835 1182 - - 1353 - - Stage 1 636 610 - 766 709 - - - - - - - Stage 2 763 705 - 644 606 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 358 374 677 329 373 819 1171 - - 1341 - - Mov Cap-2 Maneuver 358 374 - 329 373 - - - - - - - Stage 1 617 591 - 743 688 - - - - - - - Stage 2 719 684 - 549 588 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v14.14 12.12 0.83 0.46 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 184 - - 515 533 106 - - HCM Lane V/C Ratio 0.019 - - 0.236 0.051 0.016 - - HCM Control Delay (s/veh) 8.1 0 - 14.1 12.1 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.2 0 - - HCM 7th Signalized Intersection Summary Dreamliner Apartments 5: Rainier Av S & Renton Av Ext/Airport Wy Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 703 75 280 627 275 320 475 465 575 460 15 Future Volume (veh/h) 25 703 75 280 627 275 320 475 465 575 460 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 740 0 295 660 289 337 500 0 605 484 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 78 936 431 825 361 449 537 705 1251 Arrive On Green 0.04 0.26 0.00 0.12 0.34 0.34 0.13 0.29 0.00 0.20 0.35 0.00 Sat Flow, veh/h 1781 3554 1585 3456 2395 1049 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 26 740 0 295 490 459 337 500 0 605 484 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1667 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 1.5 20.9 0.0 8.8 26.9 26.9 10.1 28.0 0.0 18.2 11.0 0.0 Cycle Q Clear(g_c), s 1.5 20.9 0.0 8.8 26.9 26.9 10.1 28.0 0.0 18.2 11.0 0.0 Prop In Lane 1.00 1.00 1.00 0.63 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 78 936 431 612 574 449 537 705 1251 V/C Ratio(X) 0.33 0.79 0.68 0.80 0.80 0.75 0.93 0.86 0.39 Avail Cap(c_a), veh/h 198 1054 705 692 649 673 537 705 1251 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.1 37.0 0.0 45.2 32.0 32.0 45.2 37.4 0.0 41.4 26.2 0.0 Incr Delay (d2), s/veh 0.9 3.2 0.0 0.7 5.1 5.5 1.0 22.6 0.0 9.9 0.1 0.0 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/ln 0.7 9.3 0.0 3.8 12.1 11.4 4.4 16.0 0.0 8.7 4.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.0 40.1 0.0 45.9 37.1 37.4 46.2 60.0 0.0 51.3 26.3 0.0 LnGrp LOS D D D D D D E D C Approach Vol, veh/h 766 1244 837 1089 Approach Delay, s/veh 40.5 39.3 54.5 40.2 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 35.0 16.5 31.4 18.0 42.0 7.7 40.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 30.0 20.0 30.0 10.0 40.0 Max Q Clear Time (g_c+I1), s 20.2 30.0 10.8 22.9 12.1 13.0 3.5 28.9 Green Ext Time (p_c), s 0.0 0.0 0.6 2.8 0.9 4.2 0.0 6.3 Intersection Summary HCM 7th Control Delay, s/veh 43.0 HCM 7th LOS D Notes Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC Dreamliner Apartments 6: Site Access & Airport Way Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1862 3 0 1220 0 6 Future Vol, veh/h 1862 3 0 1220 0 6 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, % 1 1 3 3 2 2 Mvmt Flow 2024 3 0 1326 0 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - 2556 1014 Stage 1 - - - - 2026 - Stage 2 - - - - 530 - Critical Hdwy - - - - 5.74 7.14 Critical Hdwy Stg 1 - - - - 6.64 - Critical Hdwy Stg 2 - - - - 6.04 - Follow-up Hdwy - - - - 3.82 3.92 Pot Cap-1 Maneuver - - 0 - 47 203 Stage 1 - - 0 - 55 - Stage 2 - - 0 - 506 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - 47 203 Mov Cap-2 Maneuver - - - - 47 - Stage 1 - - - - 55 - Stage 2 - - - - 506 - Approach EB WB NB HCM Control Delay, s/v 0 0 23.31 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 203 - - - HCM Lane V/C Ratio 0.032 - - - HCM Control Delay (s/veh) 23.3 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.1 - - - HCM 7th TWSC Dreamliner Apartments 7: S Tillicum Way & Site Access Future (2026) With-Project Weekday PM Peak Hour Transpo Group Synchro 12 Report Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 15 0 9 Future Vol, veh/h 0 0 0 15 0 9 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, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 16 0 10 Major/Minor Major2 Minor2 Conflicting Flow All - 0 - 8 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.22 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.318 Pot Cap-1 Maneuver - - 0 1074 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 1074 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach WB SB HCM Control Delay, s/v 0 8.38 HCM LOS A Minor Lane/Major Mvmt WBT WBRSBLn1 Capacity (veh/h) - - 1074 HCM Lane V/C Ratio - - 0.009 HCM Control Delay (s/veh) - - 8.4 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0 Appendix D: Detailed Trip Generation Land Use Setting Size Units Model Equation Rate Units Inbound % Inbound Outbound Total30 du DailyGeneral Urban/SuburbanRate-4.54 per du50%6868136 AM Peak HourGeneral Urban/SuburbanRate-0.37 per du23%3811 PM Peak HourGeneral Urban/SuburbanRate-0.39 per du61%75123,218 sf DailyGeneral Urban/SuburbanRate-54.45 per ksf50%8888176 AM Peak HourGeneral Urban/SuburbanRate-2.36 per ksf60%538 PM Peak HourGeneral Urban/SuburbanRate-6.59 per ksf50%111021Subtotal Daily156156312 AM Peak Hour81119 PM Peak Hour181533 Daily156156312 AM Peak Hour81119 PM Peak Hour181533Total Net NewDreamliner ApartmentsProposed UseNet New TripsMultifamily (Mid-Rise) (LU 221)Strip Retail Plaza (LU 822)1. Trip rates based on Institute of Transportation Engineers' (ITE) Trip Generation 11th Edition equation and average trip rate as shown above. Notes: