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HomeMy WebLinkAboutAllentown Truck Reroute – Appendix D - Allentown EIS Intersection Study (Dated March 10, 2025)Memorandum To: City of Tukwila From: Bangyu Wang, Ph.D., PE and Smith Siromaskul, PE; HDR Date: March 10, 2025 Subject: Allentown EIS Intersection Study I ntr • • cti n This memorandum presents a comprehensive traffic analysis conducted at six key intersections in Tukwila, Washington, which are critical connections between the local road network, regional freeways, and the Burlington Northern Santa Fe (BNSF) facility. With proposed modifications to the BNSF yard expected to impact traffic flow at these intersections, it is imperative to assess current conditions and forecast future operational performance to inform decision -making. The study aims to evaluate the existing traffic operations at these intersections, analyze the potential impact of the BNSF yard reconfiguration, and compare future traffic scenarios under both "No Action" and "Build" alternatives. This assessment will help determine necessary infrastructure improvements and traffic management strategies to mitigate adverse impacts. The primary objectives of this study are: • Evaluation of Current Traffic Conditions: Analyze intersection operations using data collected during peak traffic periods to establish a baseline for comparison. • Impact Analysis of Proposed Modifications: Assess the potential operational effects of the BNSF yard reconfiguration on intersection performance, focusing on changes in traffic volumes, delays, and Levels of Service (LOS). • Alternative Scenario Comparison: Compare the future performance of intersections under "No Action" and "Build" scenarios, incorporating projected traffic growth and evaluating the impacts of potential detours. To meet these objectives, this memorandum includes: • Data Collection: A summary of the methodologies and datasets used for traffic counts, geometric configurations, annual average daily traffic (AADT), vehicle miles traveled (VMT), and crash data. • Data Analysis: A detailed assessment of current and projected intersection performance using Synchro. LOS and delay metrics were provided for various scenarios. Additionally, truck percentage changes and truck VMT changes were assessed for various scenarios. • Findings and Recommendations: Key takeaways from the analysis, along with actionable recommendations to mitigate identified impacts. By combining quantitative data and qualitative insights, this memorandum aims to equip the City of Tukwila with the information necessary to make informed decisions regarding infrastructure improvements and traffic management strategies related to the BNSF yard reconfiguration. The study highlights the importance of proactive planning to address potential congestion and environmental concerns, ensuring efficient traffic operations and safety for all road users t. •ll-cti•n Comprehensive and accurate data collection is crucial for understanding current traffic conditions and forecasting future performance at the six study intersections in Tukwila. The intersections under study are: 1. SB I-5 off -ramp & S Boeing Access Rd 2. Interurban Ave S & Gateway Dr (N) 3. Interurban Ave S & Gateway Dr (S)/S 133rd St 4. Interurban Ave S & SB I-5 off -ramp 5. Interurban Ave S & NB I-5 on -ramp 6. Martin Luther King Jr Way S & S 129th St. The data collection process involved gathering various datasets to support a thorough analysis of the intersections, including turning movement counts (TMCs), intersection geometry, AADT, VMT, and crash data. These datasets provide a comprehensive overview of traffic operations and inform the analysis of both current and future scenarios. Turning ovement Counts and Intersection Geometry Traffic data were collected during the PM peak period, specifically from 4:00 PM to 6:00 PM, on April 23, 2024. Video cameras were used for data collection due to their ease of installation and ability to capture detailed TMCs. This method allowed for the accurate documentation of vehicular volumes, turning movements, and classifications, including passenger cars, single -unit trucks, double/triple-unit trucks, and non -motorized users such as pedestrians and bicyclists. Detailed TMCs for each intersection can be found in Appendix A. Peak hour factors vary across the study intersections. Figure 1 shows an overview of the study intersections marked with red pins and numbered from Ito 6. Figure 1 also displays the existing truck routes and alternative truck routes, which will be analyzed further in the data analysis section. The lane configuration and traffic volumes during the PM peak hour for the study intersections are shown in Figure 2- Figure 7. AolA0 AA2 2 aro: twautro A ; Ati,' *a4 t, ,AA tA,AZA,ABA \\44 AAA a AT' AAA, Intersection; Interurban Ave Gateway D North Interurban Ave Gateway Dr South VAAAM ,AAA A r 1-5 SB OffRamp Interurban Ave ,3earo044 Intersection: 4 a slam , g Intersection:1 A-3 4(1 AzL, SB 1-5 Off Ramp Aa Boeing Access 1 aPAAA AA 04 Itarangea 0404 BNSF Intermodal 49A; Rail Yard 1-5 NB On Ramp Interurban Ave ci APA340 04 Figure 1. Overview of the study intersections. 04 Atoratarg,%, 04 04 1 FAALAAAPAA04004 ntersec ion: 6 MLK S 129th St alavarge c=] 4,,,N .44 a a -Imo 43 04 -04 C c.; A 9a7,a 0, 4 0 34:42,Sa 4, 2N\ , 40 i 04 CITY OF TUKWILA ALLENTOWN EIS TRAFFIC REPORT Figure 1 Overview General Project Alternative Study Areas AllernativA 2 Footprint Anoni A1toroalive 313 Footprint Laimi ,,Aiiiterin,Allive 4 No Action ArLICA Routes E1Monds A A Se6attle BsHevue ',Renton Kent ;Federal Way Tactima ..„. FNDate 1 0/1&2624 0 0 , 1,000 Feet 1. SB 1-5 off -ramp & S Boeing Access Rd ....41P,ParmvAM Moving Direction Passenger Vehicle (Truck) Figure 2. Study intersection at SB 1-5 off -ramp and S Boeing Access Rd. ,'+'61;101:014s • .tarAto s Boein,g1A;:ters,s Rd 2. Interurban Ave S & Gateway Dr (N) Moving Direction Passenger Vehicle (Truck) Figure 3. Study intersection at Interurban Ave S & Gateway Dr (N). 3. Interurban Ave S & Gateway Dr (S)/S 133rd St Moving Direction mionisiims. Passenger Vehicle (Truck) Figure 4. Study intersection at Interurban Ave 5 & Gateway Dr (S)/5 133rd St. Moving Direction Passenger Vehicle (Truck) Figure 5.Study intersection atInterurban Ave S/&SIB |'5off-ranmp. 5. Interurban Ave S & NB 1-5 on -ramp Moving Direction Passenger Vehicle (Truck) Figure G.Study intersection atInterurban Ave S/&NB|'5on'rannp. 6. Martin Luther King Jr Way S & S 129th St Redben, l'ampc>,raray*sed', S 129th St jj Moving Direction Passenger Vehicle (Truck) Figure 7. Study intersection at Martin Luther King Jr Way S & S 129th St. Annual Average Daily Traffic (AADT) The AADT, K-factor, D-factor, passenger car percentage, single -unit truck percentage, and double/triple-unit truck percentage traffic data were collected from the WSDOT Traffic Data Reporting System1. WSDOT data are not available for the two study intersections on Interurban Avenue because Interurban Avenue is not a WSDOT facility. The vehicle composition percentages are not available at any of the study intersections. Therefore, some traffic data were estimated using available data from nearby areas and engineering judgment to make reasonable assumptions. Traffic data terms are explained below: • AADT: The total volume of vehicle traffic on a highway or road for a year divided by 365 days. • K-factor: The proportion of AADT occurring during the peak hour of traffic. • D-factor: The directional distribution of traffic during the peak hour. • Passenger Car Percentage: The percentage of total traffic volume composed of passenger cars. • Single -Unit Truck Percentage: The percentage of total traffic volume composed of single -unit trucks. • Double/Triple-Unit Truck Percentage: The percentage of total traffic volume composed of double or triple -unit trucks. Table 1 displays the traffic data collected from the WSDOT database. The vehicle composition percentages (colored in red) indicate that those data were collected from nearby locations rather than directly from the study intersections. Table 1. Traffic Data from WSDOT Location AADT K-factor D-factor PA car % SU Truck % D/TU Truck SB I-5 Off Ramp & 5 Boeing Access Rd 9680 10 100 96.05 2.77 1.18 S Boeing Access Rd 33711 10 78 96.05 2.77 1.18 SB I-5 Off Ramp & Interurban Ave S 4935 12 100 - - - NB I-5 On Ramp & Interurban Ave S 5596 9 100 - - - Marting Luther King Way & S 129th St 25541 10 60 96.57 2.81 0.62 Crash ata Crash data for the study intersections were obtained for a five-year period, from January 1, 2019, to December 31, 2023, through the WSDOT Public Disclosure Request Center2. The data 1 https://wsdot.public.ms2soft.com/tcds/tsearch.asp?loc=Wsdot&mod=TCDS 2 https://wsdot.mycusthelp.com/WEBAPP/_rs/(S(sps3y5vjac3yrgoja0tnn0hu))/supporthome.aspx show a total of 138 crashes. Among the study intersections, Martin Luther King Jr. Way S & S 129th St had the highest number of recorded crashes. There were no recorded fatalities during the study period, and 3 out of the 138 crashes involved serious injuries. Additionally, 49 out of 138 crashes (36%) resulted in minor or possible injuries. Table 2 summarizes the crash data by year, and Table 3 summarizes the crash data by severity. The intersection crash rate was calculated based on crash records and estimated daily entering vehicle volumes. The calculated crash rate, ranging between 0.5 and 0.7, is lower than the Washington state average (1.0-1.5). Therefore, further crash analysis is not included in this study. Tukwila has their own KSI (Fatal and Severe Injury) lists in their local road safety plans (LRSP), which also record crash data from 2017 to 2021. Due to the differing time ranges, it is difficult to compare the crash data between the two sources. Upon adoption of the LRSP, the KSI may be reanalyzed for consistency with the KSI list in the LRSP. Table 2. Crash Data Summary by Years 2019 2020 2021 2022 2023 Total SB 1-5 off -ramp & S Boeing Access Rd 6 3 10 12 15 46 Interurban Ave S& Gateway Dr (N) 1 1 0 0 0 2 Interurban Ave S & Gateway Dr (S)/S 133rd St 1 2 5 4 3 15 Interurban Ave S & SB 1-5 off -ramp 1 1 3 0 1 6 Interurban Ave S & NB 1-5 on -ramp 1 1 0 1 4 7 Martin Luther King Way & S 129th St 13 15 13 12 9 62 Total by Year 23 23 31 29 32 138 Table 3. Crash Data Summary by Severity Fatal Serious Injury Minor Injury Possible Injury No Injury Total SB 1-5 off -ramp & S Boeing Access Rd 0 2 5 9 30 46 Interurban Ave S& Gateway Dr (N) 0 0 0 1 1 2 Interurban Ave S& Gateway Dr (S)/S 133rd St 0 0 7 0 8 15 Interurban Ave S & SB 1-5 off -ramp 0 1 0 0 5 6 Interurban Ave S & NB 1-5 on -ramp 0 0 3 0 4 7 Marling Luther King Way & S 129th St 0 0 7 17 38 62 Total by Severity 0 3 22 27 86 138 t n lysis To analyze the current traffic operations, the turning movement volumes for different scenarios as well as the accompanying Synchro models were developed to evaluate the intersections' performance based on key parameters such as delay and Level of Service (LOS). Future traffic conditions in year 2045 were projected using an annual growth rate of 1% Additionally, truck traffic data were analyzed to assess the impact of site -generated truck traffic across various scenarios. Scenarios Analyzed Different travel patterns were examined due to varying site configurations and a partial bridge closure. Multiple scenarios were analyzed for existing year 2024 and future year 2045. Below is a description of the analyzed scenarios, along with figures illustrating the proposed inbound and outbound travel routes for the project site. 2024 Existing with Bridge Closure The existing travel route shown in Figure 8 reflects current traffic conditions affected by a critical bridge closure. Due to structural damage to the 42nd Avenue bridge, only southbound traffic is permitted on the bridge. A detour has been established, resulting in significant traffic shifts in the study area. Some outbound site traffic could still utilize the 42nd Avenue bridge, but all inbound traffic and some outbound traffic would utilize 129th Street to the east. CITY OF TUKWILA ALLENTOWN EIS TRAFFIC REPORT Ut, Figure 6, Current Detour Nrote 1 rath1y Cui-off " Current Trunk Detour t , Route )1141., Remind Stit Outbound Outboard -Only Via Inbound truck traffic from northbound 1-5 uses 1-405, Rainier Ave and MLK Way Figure 8. Existing travel route with bridge closure. Belle:Ate Seattle eetet.tle., tte et, Renino Kerr E.DR Date: 3/612.025 () WO Feel 2024 Existing without Bridge Closure The travel route shown in Figure 9 assumes traffic patterns as they would be without the bridge closure, reflecting typical traffic flows in the absence of any detour -related impacts. CITY Of: ILSKWILA ALLENTOWN EIS TRAFFIC REPORT Figure 2, riJr, clioin 4V.V -nark StLidy Cat -Off N. Action Truck Routes 1001Pii inbccind OuAuckind Bellevue Ren6'n F) Dale: 1 I 11iT2024 700 Feat Figure 9. Travel route without bridge closure. 2045 No Action Projections of future traffic demand were developed for future year 2045. This scenario represents the No Action condition without a detour, assuming the bridge is repaired, and traffic resumes its pre -closure patterns. The travel routes for this scenario are identical to those in existing scenario, as shown in Figure 9. 2045 BNSF Alternative 2 This alternative access would connect the northern end of the BNSF intermodal facility to Airport Way S. A new roadway that is parallel to the existing railroad maintenance road would be constructed as a bi-directional 2-lane roadway providing ingress and egress to the intermodal facility. The inbound and outbound travel routes for this alternative are shown in Figure 10. <W LA ALLENT( TRAFFIC REPORT Figure 3 "---°"°^' 1 k NV Ting Steer Currie Truck Routes Serving Arternative inbound y,�.�� General Project AYternative Study Areas. • F'R Craw 41/18121)24 oU Figure 10. Travel route alternative 2. 7UO Feeit 2045 BNSF Alternative 3B This alternative connects to the southern end of the BNSF intermodal facility. A new bi- directional roadway will be constructed to the east of where 15th Ave ends, extending along the property edge and crossing the Duwamish River and Green River trail on a new bridge. The new roadway connects at grade to Railroad Ave S and provides ingress and egress to the intermodal facility under the existing S 129th ST bridge. The inbound and outbound travel routes for this alternative are shown in Figure 11. CITY OF TUKVVIL+T ALLENTCWN EIS TRAFFIC REPORT Flyrura 4. AIternativ. 3B General Project Alterrnatree Stuehy Aeeaa ^uutptmt Truck ROODS S@rving Atter-native } Inbu:rr:t. SO iztba_'.:,d 0 R 100, Feet Figure 11. Travel route alternative 3B. 2045 BNSF Alternative 4 This alternative would widen the S 129th Street bridge over 1-5 and construct a new roadway connecting SR-900 (Martin Luther King Jr Way) to S 129th Street. A new roadway would be constructed on BNSF property to provide direct truck access from S 129th Street to the new check in/out location that will be moved to the south of the intermodal facility. Revisions will be made to the 1-5 — Boeing Access Road interchange to allow truck traffic to access 1-5 in both directions. The inbound and outbound travel routes for this alternative are shown in Figure 12. CITY GtF TL14WILA ALLE:NTOWN 4:S TRAFFIC REPORT Figure 5. Alternative 4 General Prajeet Alties;natiwe Study Aneas Truck iere le's Serving Altereggvie Outbo',mG END' e [) 700 Feet Figure 12. Travel route alternative 4. Synchro Analysis Results This section provides detailed results and discussion of the data analysis conducted for the study intersections from the Synchro model. The traffic volumes analyzed vary across the scenarios due to the differences in travel patterns. LOS and delay results for each scenario are shown in the following tables. The detailed Synchro result report for each scenario can be found in Appendix B. Table 4. 2024 Existing Scenario with Bridge Closure Result Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB I-5 off -ramp & S Boeing Access Rd A / 9.2 - B / 11.6 B / 11.7 B / 11.2 Interurban Ave S & Gateway Dr (N) - - - B / 13.3 B / 13.3 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 8.8 A / 9.9 B / 10.8 A / 9.9 A / 9.7 Interurban Ave S & SB 1-5 off -ramp B / 15.4 A / 8.8 - A / 8.9 B / 11.6 Interurban Ave S & NB 1-5 on -ramp - B / 13.0 - - B / 13.0 Martin Luther King Jr Way S & S 129th St F/87.3 B / 14.2 A / 9.4 B / 10.1 D / 51.5 Table 5. 2024 Existing Scenario without Bridge Closure Synchro Result Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB 1-5 off -ramp & S Boeing Access Rd A / 9.2 - B / 11.6 B / 11.7 B / 11.2 Interurban Ave S & Gateway Dr (N) - - - B / 13.6 B / 13.6 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 8.8 A / 9.9 B / 10.8 A / 9.9 A / 9.7 Interurban Ave S & SB 1-5 off -ramp B / 15.4 A / 8.8 - A / 9.0 B / 11.6 Interurban Ave S & NB 1-5 on -ramp - B / 13.0 - - B / 13.0 Martin Luther King Jr Way S & S 129th St F / 87.0 B / 13.3 A / 9.4 B / 10.1 D / 51.4 Table 6. 2045 No Action Scenario without Bridge Closure Synchro Result Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB 1-5 off -ramp & S Boeing Access Rd A / 9.8 - B / 14.4 B / 14.4 B / 13.5 Interurban Ave S & Gateway Dr (N) - - - B / 16.5 B / 16.5 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 9.2 B / 15.6 B / 12.2 B / 11.1 B /12.2 Interurban Ave S & SB 1-5 off -ramp B / 17.2 A / 9.3 - A / 9.5 B / 12.7 Interurban Ave S & NB 1-5 on -ramp - B / 14.7 - - B / 14.7 Martin Luther King Jr Way S & S 129th St F / 190.6 B / 15.7 B / 10.1 B/11.2 F / 106.6 Table 7. 2045 BNSF Build Alternative 2 Synchro Results Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB I-5 off -ramp & S Boeing Access Rd A / 9.8 - B / 14.7 B / 14.8 B / 13.9 Interurban Ave S & Gateway Dr (N) - - - B / 15.8 B / 15.8 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 9.2 B / 15.4 B / 12.2 B / 11.1 B / 12.1 Interurban Ave S & SB 1-5 off -ramp B / 16.9 A / 9.2 - A / 9.5 B / 12.5 Interurban Ave S & NB 1-5 on -ramp - B / 14.6 - - B / 14.6 Martin Luther King Jr Way S & S 129th St F / 190.6 B / 15.7 B / 10.1 B/11.2 F / 106.6 Table 8. 2045 BNSF Build Alternative 3B Synchro Results Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB I-5 off -ramp & S Boeing Access Rd A / 9.8 - B / 14.4 B / 14.4 B / 13.5 Interurban Ave S & Gateway Dr (N) - - - B / 15.8 B / 15.8 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 9.2 B / 15.4 B / 12.7 B / 11.2 B /12.2 Interurban Ave S & SB 1-5 off -ramp B / 17.2 A / 9.3 - A / 9.5 B / 12.7 Interurban Ave S & NB 1-5 on -ramp - B / 14.7 - - B / 14.7 Martin Luther King Jr Way S & S 129th St F/190.6 B / 15.7 B / 10.1 B/11.2 F/106.6 Table 9. 2045 BNSF Build Alternative 4 Synchro Results Summary Study Intersections LOS/ Delay (s/veh) Southbound Northbound Eastbound Westbound Overall SB I-5 off -ramp & S Boeing Access Rd A / 9.8 - B / 14.4 B / 14.4 B / 13.5 Interurban Ave S & Gateway Dr (N) - - - B / 15.8 B / 15.8 Interurban Ave S & Gateway Dr (S)/S 133rd St A / 9.2 B / 15.4 B / 12.2 B / 11.1 B /12.1 Interurban Ave S & SB 1-5 off -ramp B / 16.9 A / 9.2 - A / 9.5 B / 12.5 Interurban Ave S & NB 1-5 on -ramp - B / 14.6 - - B / 14.6 Martin Luther King Jr Way S & S 129th St F / 190.6 B / 15.7 B / 10.2 B/11.2 F / 106.1 Truck Traffic Analysis Results This section provides detailed calculations and analysis of truck percentage changes and truck VMT changes for each travel route alternative to assess the impact of site -generated truck traffic across the alternatives and to inform quantitative analysis for greenhouse gas emissions in future steps. To understand how each site and travel route will impact the new truck percentage, the travel routes and their length were identified for each scenario. Alternative 3B has a similar travel route and site characteristics, so the truck percentage is assumed to remain the same. Table 10 provides detailed Truck AADT and percentage calculations for segments where truck volumes increase in Alternatives 2 and 4. Due to limited data availability on truck percentages for these routes, some engineering judgment and assumptions were applied. A truck AADT of 900 is assumed to be generated by the site. Table 10. New Truck Percentage for Alternatives Alternative Scenarios Segment Difference Existing AADT Existing Truck Percentage Existing Truck AADT New AADT New Truck AADT New Truck Percentage Alternative 2 Airport Way S 33000 4.0 % 1320 33900 2220 6.55 % Tukwila International Blvd N 21000 4.0 % 840 21900 1740 7.95 % Tukwila International Blvd S 21000 4.0 % 840 21300 1140 5.35 % Martin Luther King Jr Way S 26000 3.5 % 910 26150 1060 4.05 % 1-5 Mid 192000 7.75 % 14880 192150 15030 7.82 % Alternative 4 Martin Luther King Jr Way S 26000 3.5 % 910 26900 1810 6.73 % 1-5 Mid 192000 7.75 % 14880 192900 15780 8.19 % The truck VMT is calculated by multiplying site truck AADT, segment length for each alternative, and 365 days in a year. Table 11 shows the annual truck VMT for each alternative. Table 11. Annual Truck VMT for alternatives Alternative Scenarios Length (miles) Site Truck AADT (veh/day) VMT (Annual) Truck VMT for no action travel route 15.80 900 5,190,000 Truck VMT for travel route alternative 2 15.40 900 5,059,000 Truck VMT for travel route alternative 3B 11.10 900 3,646,000 Truck VMT for travel route alternative 4 26.40 900 8,672,000 s n c n•t ns The findings from this study provide comprehensive insights into current and future traffic operations at the study intersections. Existing traffic conditions are generally acceptable, with most intersections operating at LOS C or better. However, the active bridge detour has caused temporary shifts in traffic patterns, leading to significant congestion at specific intersections, notably Martin Luther King Jr Way S & S 129th St, which currently operates at LOS F during peak hours. This intersection also reported the highest number of crashes, highlighting the need for targeted safety interventions. Future traffic projections for 2045 indicate that without improvements, several intersections will experience severe congestion in the No Action scenario. In particular, Martin Luther King Jr Way S & S 129th St is expected to continue facing substantial delays, resulting in LOS F with delays exceeding 100 seconds per vehicle. The Build Alternatives analysis evaluated three potential configurations for the BNSF yard reconfiguration — Alternative 2, Alternative 3B and Alternative 4. Since the site truck traffic is insignificant during the PM peak hour, the Synchro analysis for all three alternatives indicates similar traffic performance compared to the No Action scenario. The truck traffic analysis indicates varying impacts on the surrounding roadways, depending on the differences in truck travel routes for each alternative. Among the alternatives, Alternative 3B emerged as the best -performing option, providing a balance between traffic distribution, minimizing delays, and managing truck volumes. Alternative 2 showed improvements at high - demand intersections but led to localized congestion on secondary routes, while Alternative 4 significantly increased truck VMT, additional environmental analysis will be required should this alternative move forward. In the long term, opportunities for multimodal integration should be explored to reduce dependency on vehicular traffic. Enhancing pedestrian and bicycle facilities, as well as planning phased infrastructure investments, will help accommodate incremental traffic growth while minimizing disruptions during construction. Finally, engaging local stakeholders, including residents and businesses, will be critical to addressing community concerns related to traffic impacts and environmental considerations. Collaboration with the WSDOT will ensure alignment of local improvements with regional transportation goals, fostering a cohesive and sustainable transportation network for Tukwila. Short-term traffic mitigation recommendations: • Implement signal timing adjustments at key intersections, particularly at Martin Luther King Jr Way S & S 129th St (King County jurisdiction), to alleviate congestion and improve overall traffic flow. • Enhance safety features at high -crash locations, such as improved signage, road markings, and dedicated turn lanes to reduce the likelihood of collisions and improve safety for all road users. Long-term traffic mitigation recommendations: • Pursue capacity enhancements at critical intersections, including the addition of lanes or advanced signal optimization, to address projected traffic growth and mitigate future congestion. • Implement Alternative 3B to ensure a balanced distribution of traffic volumes and minimize delays across the network. This alternative also offers environmental benefits by reducing truck VMT compared to other options. • Consider multimodal integration opportunities, such as enhancing pedestrian and bicycle facilities, to reduce vehicular dependency and promote sustainable transportation options. Safety considerations: • Focus on improving safety at high -crash intersections, particularly Martin Luther King Jr Way S & S 129th St (King County jurisdiction), through targeted interventions such as dedicated turn lanes, enhanced crosswalks, and pedestrian refuge islands. • Collaborate with local stakeholders, including residents and businesses, to address community concerns related to traffic impacts and safety. Engaging with the community will help ensure that improvements align with local needs and contribute to a safer, more efficient transportation network. n x ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (1,541) BOEING ACCESS RD 857 0,90 0 11 0 CO 0, 0 CO 0 Location: 1 SB I-5 OFF -RAMP & BOEING ACCESS RD PM Date: Tuesday, April 23, 2024 Peak Hour: 04:00 PM - 05:00 PM Peak 15-Minutes: 04:15 PM - 04:30 PM 0 SB I-5 OFF -RAMP (2,204) 1 4.) 1 L. lit 0 (1,497) 1,208 N — 819 0 _1- 4" 818 0.91 W 0,94 E 0.87 1,247 _, r 0 ...k 1,716 1,248 ...k S 0 c 1 (2,362) ill t r(3,196) SB GB OFF -RAMP 0 0 0 0 BOEING ACCESS RD 1 0 0 00 0 () Note: Total study counts contained in parentheses. HV% P HE EB 0.6% 0.91 WB 0.4% 0.87 NB 0.0% 0.00 SB 1.2% 0.90 All 0.7°/ci 0.94 13 7 Heavy Vehicles Pedestrians/Bicycles in Crosswalk 10 0 I I 8 . . . N 0 j 3 W iiiM, E 7 —ik r 0 s irlitr . 0 0 0 1 I o 0 4.. 3 7 1 1 _0 0 4o 0 10 wAepoE s 0 _0 0 Traffic Counts - Motorized Vehicles BOEING ACCESS RD BOEING ACCESS RD SB 1-5 OFF -RAMP SB 1-5 OFF -RAMP Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right TptL Hour 4:00 PM 1 0 342 0 0 0 189 0 0 0 0 0 0 137 01017702,924 4:30 PM 0 0 319 0 1 0 210 0 0 0 0 445 PM 0 0 284 0 0 8 184 0 0 0 0 5:00 PM 0 0 321 0 0 0 190 0 0 0 0 5:15 PM 0 0 269 0 0 0 184 0 0 0 0 5:30 PM 0 0 288 0 1 0 142 0 0 0 0 5:45 PM 0 0 236 0 0 0 161 0 0 0 0 Count Total 1 0 2,361 0 2 0 1,495 0 0 0 0 0 0 0 0 0 116 8 97 743 2,698 0 96 0 73 637 2,559 0 105 0 75 691 2,476 0 87 0 87 627 0 94 0 79 604 0 79 0 78 554 0 0 833 0 708 5,400 Peak Hour 1 0 1,247 0 1 0 818 0 0 0 0 0 0 468 0 389 2,924 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 400 PM 1 0 2 1 4400PM 0 0 1 0 1400PM 0 0 0 0 0 4:30 PM 2 8 8 3 54:3OPM 0 0 0 0 04:30PM 0 0 0 0 0 445 PM 2 0 0 4 6445PM 0 0 0 0 0445PM 0 0 0 0 0 5:00 PM 1 0 1 2 4 5:00 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 1 0 1 2 4 5:15 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 5 0 1 2 8 5:30 PM 1 0 0 0 1 5:30 PM 0 0 0 0 0 5:45 PM 2 0 1 2 5 5:45 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 16 0 7 18 41 Count Total 1 0 1 0 2 Count Total 0 0 0 0 0 Peak Hour 7 0 3 10 20 Peak Hour 0 0 1 0 1 Peak Hour 0 0 0 0 0 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (1,289) 737 0.91 325 (588) S 115TH ST 4, 1,4 CO J 0 to Location: 2 MARGINAL WAY & S 115TH ST PM Date: Tuesday, April 23, 2024 Peak Hour: 04:00 PM - 05:00 PM Peak 15-Minutes: 04:15 PM - 04:30 PM MARGINAL WAY 0 .1 v. 1 L. li. 0 — 62 (135) 0 44,,, 70 0 _1 N 0 0.00 W 0.94 E 0.85 0 .., r 8 0 S ....0 386 0 () il "1 t r" (696) . . , - IS115THST MARGINAL WAY 1 I (892) 495 0.88 399 (752) Note: Total study counts contained in parentheses. H ff/ci P HF EB 0.0% 0.00 WB 0.0% 0.85 NB 1.8% 0.88 SB 1.1% 0.91 All 1.2% 0.94 0 0 4, inn Heavy Vehicles Pedestrians/Bicycles in Crosswalk 8 6 I I 0 CO 0 0 0 l'j 1 L. ll t_ 0 N *No 0 j ,n 0 —„, w E 0 --• r 0 s i I 0 11 "1 r" 0 0 11 8 7 10 1 0 4111 _0 0 •••••• oj Traffic Counts - Motorized Vehicles S 115TH ST S 115TH ST MARGINAL WAY MARGINAL WAY Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 400 PM 0000010 11 0 0 72 41 0 61 130 0 316 1,206 4:30 PM 0 0 0 0 0 4 0 16 0 445 PM 0 0 0 0 0 2 0 20 5:00 PM 0 0 0 0 0 4 0 12 5:15 PM 0 0 0 0 0 2 0 15 5:30 PM 0 0 0 0 0 1 0 15 5:45 PM 0 0 0 0 0 1 0 15 Count Total 0 0 0 0 0 16 0 119 0 0 0 0 69 26 0 71 126 0 312 1,125 33 0 51 96 0 257 1,044 0 64 36 0 46 114 0 276 970 0 49 43 0 48 123 0 280 0 51 33 1 44 86 0 231 0 41 36 0 24 66 0 183 0 0 468 284 1 412 876 0 2,176 Peak Hour 0 0 0 0 0 8 0 62 0 0 263 136 0 250 487 0 1,206 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 3 0 2 5 4:00 PM 0 0 1 0 1 4:00 PM 00000 4:30 PM 8 1 0 2 3 4:30 PM 0 0 0 0 0 4:30 PM 445 PM 0 1 0 2 3 445 PM 0 0 0 1 1 445 PM 5:00 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:00 PM 5:15 PM 0 0 0 2 2 5:15 PM 0 0 0 0 0 5:15 PM 5:30 PM 0 1 0 2 3 5:30 PM 0 0 0 0 0 5:30 PM 5:45 PM 0 0 0 1 1 5:45 PM 0 0 1 2 3 5:45 PM Count Total 0 8 0 13 21 Count Total 0 0 2 3 5 Count Total Peak Hour 0 7 0 8 15 Peak Hour 0 0 1 1 2 Peak Hour 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 1 1 3 0 0 1 4 0 1 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (913) 498 0.86 224 (452) GATEWAY DR (N) o 44.J 1 U. (166) 0 %— 38 0 103 0 _1 N 0 0.00 W 0.94 E 0.83 0 —• r 65 0 S 48 0 —1, c 0 0 ill t (82) 1 GATEWAY DR (N) CO 4, 0, Location: 3 INTERURBAN AVE & GATEWAY DR (N) PM Date: Tuesday, April 23, 2024 Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 04:30 PM - 04:45 PM INTERURBAN AVE 1 4, Cx, 0 4, to INTERURBAN AVE 1 (957) 529 0.87 200 (412) Note: Total study counts contained in parentheses. H /0 P HE EB 0.0% 0.00 WB 0.0% 0.83 NB 3.0°/. 0.87 SB 4.4% 0.86 All 3.5% 0.94 0 0 Heavy Vehicles Pedestrians/Bicycles in Crosswalk 22 6 I I 0 l'j 1 L. tit 0 N 0 j 0 W E 0 —• r 0 s irlitr 0 0 01 0 1 I 22 6 0 0 1 1 _0 0 4o 0 wAepoE S 0 0 Traffic Counts - Motorized Vehicles GATEWAY DR (N) GATEWAY DR (N) INTERURBAN AVE INTERURBAN AVE Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 0 0 0 0 13 0 6 0 0 51 4 0 3 124 0 201 415 PM 8 0 0 0 8 15 0 8 0 0 61 4 0 10 102 0 200 801 793 4:45 PM 0 0 0 0 0 19 0 12 0 0 35 4 0 11 99 0 180 7 500 PM 0 0 0 0 0 11 0 12 0 0 51 4 0 4 127 0 209 698 5:15 PM 0 0 0 0 0 12 0 10 0 0 59 2 0 12 95 0 190 5:30 PM 0 0 0 0 0 7 0 5 0 0 44 0 0 9 94 0 159 5:45 PM 0 0 0 0 0 6 0 4 0 0 49 3 0 1 77 0 140 Count Total 0 0 0 0 0 103 0 63 0 0 389 23 0 59 854 0 1,491 Peak Hour 0 0 0 0 0 65 0 38 0 0 186 14 0 34 464 0 801 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 3 0 3 6 4:00 PM 0 0 0 0 0 4:00 PM 0 0 1 0 1 415 PM 0 4 0 3 7 415 PM 0 0 0 0 0 4:15PM 0 0 0 0 0 4:45 PM 0 1 0 7 8 4:45 PM 0 0 1 0 1 4:45 PM 0 0 0 0 0 500 PM 0006 6500PM 00000500PM 00000 5:15 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:15 PM 0 0 1 0 1 5:30 PM 0 0 0 6 6 5:30 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 4 4 5:45 PM 0 0 0 0 0 5:45 PM 0 0 2 0 2 Count Total 0 9 0 36 45 Count Total 0 0 1 0 1 Count Total 0 0 5 0 5 Peak Hour 0 6 0 22 28 Peak Hour 0 0 1 0 1 Peak Hour 0 0 1 0 1 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (908) 479 0.85 386 (752) GATEWAY DR (S) (910) 1 ,.«J L. U._ 24 (366) . .0 . . 466 'I' 195 0 j 1 L. ll 15 j N 93 16 to.." N 4....• 1 0.87 W 0.84 E 0.68 1 t —. 0 17 —• r 78 W im. E 259 S —, r0 illir -'(15894) 1 0 —,. • 226 —I c 0 2 Si rc0 il, 0 (462) n i . , _ .,I GATEWAY DR (S) I I L o I I va , c) -,-.4-- 9 14 Location: 4 INTERURBAN AVE & GATEWAY DR (S) PM Date: Tuesday, April 23, 2024 Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 05:00 PM - 05:15 PM INTERURBAN AVE Heavy Vehicles Pedestrians/Bicycles in Crosswalk 17 9 11 INTERURBAN AVE 11 --a 0 0 (1,180) 644 079 647 (1,265) Note: Total study counts contained in parentheses. H /4, P HE EB 0.8% 0.87 WB 0.5% 0.68 NB 2.2% 0.79 SB 3.5% 0.85 All 2.2% 0.84 0 0 40 N wAepoE s 40..2 3 •••• Traffic Counts - Motorized Vehicles GATEWAY DR (S) GATEWAY DR (S) INTERURBAN AVE INTERURBAN AVE Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4 00 PM 0 6 6 66 0 20 26 7 0 65 92 28 0 0 101 49 466 1,577 4:15 PM 0 2 5 60 0 14 13 3 0 52 108 9 0 0 74 34 374 1,580 430 PM 1 5 4 59 0 20 23 5 0 53 74 17 0 0 94 43 398 1,554 445 PM 0 6 4 46 0 16 21 4 0 46 64 19 0 0 81 32 339 1,482 5:15 PM 0 3 4 36 0 22 17 2 0 51 95 11 0 0 76 31 348 5:30 PM 0 1 4 41 0 22 23 4 0 56 67 13 0 0 64 31 326 5:45 PM 0 2 3 31 0 11 13 4 0 51 83 6 0 0 46 31 281 Count Total 1 27 34 400 0 153 172 41 0 456 684 125 0 0 627 281 3,001 Peak Hour 1 15 17 226 0 78 93 24 0 233 347 67 0 0 340 139 1,580 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 3 5 0 3 11 4:00 PM 0 0 0 1 1 4:00 PM 0 1 1 0 2 415 PM 0 6 0 3 9 415 PM 0 0 0 1 1 415 PM 0 2 1 0 3 430 Prvl 1 4 1 6 12 430 PM 1 0 0 0 1430PM 0 0 1 0 1 445 PM 0 1 0 6 7 445 PM 0 0 0 0 0 445 PM 0 3 0 0 3 5:15 PM 0 1 0 2 3 5:15 PM 0 0 0 0 0 5:15 PM 0 0 1 0 1 5:30 PM 1 0 0 6 7 5:30 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 1 0 4 5 5:45 PM 0 0 0 0 0 5:45 PM 0 2 2 0 4 Count Total 6 21 1 32 60 Count Total 1 0 0 2 3 Count Total 0 8 6 0 14 Peak Hour 2 14 1 17 34 Peak Hour 1 0 0 1 2 Peak Hour 0 5 2 0 7 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (1,332) 723 0.91 480 (892) SB 1-5 OFF RAMP o 44.J 1 U. (897) 0 %, 98 0 "1' 526 0 j N 0,00 W 0.95 E 0.96 0 r 428 0 S ...... 0 0 c 0 0 ill tr 0 SB 1-5 OFF RAMP co ry INTERURBAN AVE 1 I Location: 5 INTERURBAN AVE & SB I-5 OFF RAMP PM Date: Tuesday, April 23, 2024 Peak Hour: 04:00 PM - 05:00 PM Peak 15-Minutes: 04:00 PM - 04:15 PM INTERURBAN AVE tu 0 0 (2,049) 1,151 0.86 382 (712) Note: Total study counts contained in parentheses. HV% P HF EB 0.0% 0.00 WB 1.1% 0.96 NB 1.6% 0.86 SB 2.1% 0.91 All 1.7% 0.95 0 0 Heavy Vehicles Pedestrians/Bicycles in Crosswalk 15 10 I I 0tit— 4 N 0 j 0 W E 0 r 2 S 0 co iniir .0 01 0 1 I 17 6 6 0 10 1 0 0 4o 0 epoE I 0 0 0 Traffic Counts - Motorized Vehicles SB 1-5 OFF RAMP SB 1-5 OFF RAMP INTERURBAN AVE INTERURBAN AVE Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:15 PM 0 0 0 0 0 107 0 26 8 0 97 0 0 0 180 0 410 1,624 430 PM 0 0 0 0 0 112 0 20 0 0 81 0 0 0 187 0 400 1,560 445 PM 0 0 0 0 0 106 0 31 0 0 95 0 0 0 158 0 390 1,461 5:00 PM 0 0 0 0 0 86 0 26 0 0 112 0 0 0 200 0 424 1,310 5:15 PM 0 0 0 0 0 84 0 26 0 0 76 0 0 0 160 0 346 5:30 PM 0 0 0 0 0 60 0 17 0 0 70 0 0 0 154 0 301 5:45 PM 0 0 0 0 0 59 0 13 0 0 72 0 0 0 95 0 239 Count Total 0 0 0 0 0 717 0 180 0 0 712 0 0 0 1,332 0 2,941 Peak Hour 0 0 0 0 0 428 0 98 0 0 382 0 0 0 723 0 1,631 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles eryStart Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk lntTimeal Start Time EB NB WB SB TotalEB NB WB SB Total Start Time EB NB WB SB Total 4:15PM 8 0 2 4 6 4:15 PM 0 0 0 0 0 4:15 PM 430 PM 0 1 0 2 3430PM 0 0 0 0 0 430 PM 0 0 4 0 4 445 PM 0 1 2 4 7445PM 0 0 8 0 0 445 PM 0 0 2 0 2 5:00 PM 0 1 2 3 6 5:00 PM 0 0 0 0 0 5:00 PM 0 0 1 0 1 5:15 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 1 0 4 5 5:30 PM 0 0 0 0 0 5:30 PM 0 0 2 0 2 5:45 PM 0 0 1 3 4 5:45 PM 0 0 0 0 0 5:45 PM 0 0 3 0 3 Count Total 0 8 9 25 42 Count Total 0 0 0 0 0 Count Total 0 0 16 0 16 Peak Hour 0 6 6 15 27 Peak Hour 0 0 0 0 0 Peak Hour 0 0 10 0 10 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (2,067) 1,152 0.95 369 (713) 0 0 NB 1-5 ON RAMP (22) «J L. li 0 16 0 _1 N 0 0.38 W 0.91 E 0.00 0 —• r 0 S —1.546 fl i t Location: 6 INTERURBAN AVE & NB I-5 ON RAMP PM Date: Tuesday, April 23, 2024 Peak Hour: 04:00 PM - 05:00 PM Peak 15-Minutes: 04:00 PM - 04:15 PM INTERURBAN AVE 3 (4) INTERURBAN AVE CAJ (1,029) 0 0 0 NB I-5 ON RAMP 0 u, (1,898) 1,066 0.86 842 (1,591) Note: Total study counts contained in parentheses. HV% P H F EB 0.0% 0.38 WB 0.0% 0.00 NB 1.0% 0.86 SB 1.3% 0.95 All 1.2% 0.91 0 Heavy Vehicles Pedestrians/Bicycles in Crosswalk 15 6 I I I 1 — ' 04"j 1 L. ll t_ 0 N *No 0 0 j 0 w E 0 w r 0 s — , 3 ni lir0 0 0 11 13 8 1 1 0 0 4o 0 I\AA epoE 0 40..0 0 Traffic Counts - Motorized Vehicles NB 1-5 ON RAMP NB 1-5 ON RAMP INTERURBAN AVE INTERURBAN AVE Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:15 PM 0 0 0 0 8 0 0 0 0 0 96 130 0 22 247 5 500 1,971 4:30PM 0 0 0 1 0 0 0 0 0 0 84 98 0 16 276 5 480 1,921 4:45PM 0 0 0 0 0 0 0 8 0 0 78 110 0 15 261 3 467 1,836 5:00 PM 0 0 0 0 0 0 0 0 0 0 119 111 0 22 269 3 524 1,665 5:15 PM 0 0 0 1 0 0 0 0 0 0 80 117 0 22 229 1 450 5:30 PM 0 0 0 0 0 0 0 0 0 0 76 91 0 21 206 1 395 5:45 PM 0 0 0 0 0 0 0 0 0 0 69 86 0 13 127 1 296 Count Total 0 0 0 4 0 0 0 0 0 0 713 878 0 151 1,894 22 3,662 Peak Hour 0 0 0 3 0 0 0 0 0 0 369 473 0 73 1,063 16 1,997 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Tote) Start Time EB NB WB SB To ) 4:15 P 4:15PM 0 8 0 0 0 4:15 PM 430 PM 0 8 0 5 5 430 PM 0 0 0 0 0 430 PM 8 0 445 PM 0 3 0 2 5 445 PM 0 0 0 0 0 445 PM 0 0 5:00 PM 0 1 0 6 7 5:00 PM 0 0 0 0 0 5:00 PM 0 5:15PM 0 0 0 2 2 5:15PM 0 0 0 0 0 5:15 PM 0 5:30 PM 0 0 0 4 4 5:30 PM 0 0 0 0 0 5:30 PM 0 5:45 PM 0 3 0 2 5 5:45 PM 0 0 0 0 0 5:45 PM 0 Count Total 0 12 0 29 41 Count Total 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 1 1 3 14 0 3 0 0 0 1 0 1 0 3 0 14 Peak Hour 0 8 0 15 23 Peak Hour 0 0 0 0 0 Peak Hour 0 0 9 0 9 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (3,026) 1,661 0.98 898 (1,717) S 129TH ST (482) L 1U. (796) 0 4,— 103 246 — 397 39 j N 134 0.92 W 0.97 E 0.92 69 r 160 236 S my, 256 128 —i 0 (457) ill tr (498) MLK WAY Location: 7 MLK WAY & S 129TH ST PM Date: Tuesday, April 23, 2024 Peak Hour: 04:30 PM - 05:30 PM Peak 15-Minutes: 04:45 PM - 05:00 PM MLK WAY (3,332) 1 0, 00 S 129TH ST Co 1,805 0.89 911 (1,750) Note: Total study counts contained in parentheses. HV% PHF EB 0.8% 0.92 WB 0.0% 0.92 NB 1.6% 0.89 SB 0.1% 0.98 All 0.6% 0.97 15 2 0 0 Heavy Vehicles 1 1 . - . . t_ 0 N 4`I` 0 j W ilM E ° —, r 0 s —,, 0 -in i i r'° o — 0 0 11 2 15 Pedestrians/Bicycles in Crosswalk 1 1 444.10 15 .4.4.0 25 Traffic Counts - Motorized Vehicles S 129TH ST S 129TH ST MLKWAY MLKWAY Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 7 15 40 0 43 28 13 0 18 194 16 1 9 297 5 686 3,070 4:15 PM 0 5 16 41 0 45 22 25 1 19 209 17 3 22 331 6 762 3,186 430 PM 0 11 19 42 0 45 27 27 0 20 179 11 2 29 381 4 797 3,205 5:00 PM 0 9 19 20 0 32 34 29 0 30 213 20 1 30 362 3 802 2,959 515 PM 0 5 15 27 0 37 37 20 0 23 174 19 2 38 378 6 781 5:30 PM 0 6 13 25 0 42 48 22 0 22 162 11 1 42 337 6 737 5:45 PM 0 9 16 28 0 51 35 25 0 24 133 13 4 52 246 3 639 Count Total 0 66 129 262 0 341 267 188 1 175 1,446 128 17 241 2,728 40 6,029 Peak Hour 0 39 69 128 0 160 134 103 0 92 748 71 8 116 1,517 20 3,205 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Start Time EB 4:00 PM 1 4:15 PM 1 4:30 PM 5:00 PM 5:15 PM 1 5:30 PM 2 5:45 PM 2 Count Total 8 Peak Hour 2 Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 5 0 2 8 4:00 PM 0 0 0 0 0 4:00 PM 1 1 0 1 3 2 0 0 3 4:15 PM 0 0 0 0 0 4:15 PM 4 5 0 2 11 6 430 PM 0 0 0 0 0 430 PM 4 2 1 6 13 5:00 PIVI 0 0 0 0 0 5:00 PM 6 4 0 7 17 0 0 6 515 PM 0 0 0 0 0 515 PM 2 1 2 6 11 7 0 0 9 5:30 PM 0 1 0 0 1 5:30 PM 1 4 1 3 9 5 0 1 8 5:45 PM 0 0 0 0 0 5:45 PM 1 0 1 1 3 34 0 4 46 Count Total 0 1 0 0 1 Count Total 23 20 8 32 83 15 0 1 18 Peak Hour 0 0 0 0 0 Peak Hour 16 10 6 25 57 ALL TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Peak Hour Motorized Vehicles (3,355) 1,778 0.93 1,112 (2,113) S 133RD ST «J 1 L. I/. (519) 0 %— 269 0 4""" 270 0 N 0.00 W 0.95 E 0.89 0 0 436 o 0 c 0 fl 1 tr (851) 5 133RD 5T 1 (2,506) 1,343 0.93 843 (1,596) Note: Total study counts contained in parentheses. HV% PHF EB 0.0% 0.00 WB 0.0% 0.89 NB 1.4% 0.93 SB 0.2% 0.93 All 0.5% 0.95 MLK WAY Location: 8 MLK WAY & S 133RD ST PM Date: Tuesday, April 23, 2024 Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 04:30 PM - 04:45 PM MLK WAY 1 t 1, 4, o o 0 0 Traffic Counts - Motorized Vehicles S 133RD ST Interval Eastbound Start Time U-Turn Left Thru Right U-Turn 4:00 PM 0 0 0 0 0 415 PM 8 8 8 0 0 0 0 0 Heavy Vehicles 3 12 I 1 .J 1 L. 11 t_ 0 N — 0 j W ilM r 0 E ° —, S — 0 -in i i CD o -11 3 12 Pedestrians/Bicycles in Crosswalk 10 1 0 0 N wAevoE s 0 _0 0 S 133RD ST MLKWAY MLKWAY Westbound Northbound Southbound Left Thru Right U-Turn Left Thru Right U-Turn Left Thru 0 0 73 0 0 199 1 0 71 298 75 0 0 213 0 0 107 320 2,843 Rolling Right Total Hour 0 642 716 2,891 4:45 PM 0 0 0 0 0 0 0 58 0 0 391 8 0 113 365 0 727 2,777 500 PM 0 0 8 0 0 0 0 72 0 0 227 0 0 97 294 0 690 2,627 5:15 PM 0 0 0 0 0 0 0 71 0 0 187 0 0 140 310 0 708 5:30 PM 0 0 0 0 0 0 0 59 0 0 176 0 0 125 292 0 652 5:45 PM 0 0 0 0 0 0 0 46 0 0 190 0 0 78 263 0 577 Count Total 0 0 0 0 0 1 0 518 0 0 1,595 1 0 850 2,505 0 5,470 Peak Hour 0 0 0 0 0 1 0 269 0 0 843 0 0 436 1,342 0 2,891 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Bicycles on Roadway Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 6 0 1 7 4:00 PM 0 0 0 0 0 4:00 PM 1 0 0 0 1 415 PM 0 2 0 1 3 4:15PM 0 0 0 0 0 4:15PM 1 0 0 0 4:45 PM 0 2 0 0 2 4:45 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 500 PM 0 4 0 0 4 500 PM 0 0 0 0 0 500 PM 1 0 0 0 1 5:15 PM 0 5 0 0 5:15 PM 0 0 0 0 0 5:15 PM 1 1 0 1 3 5:30 PM 0 7 0 2 9 5:30 PM 0 0 0 0 0 5:30 PM 1 0 0 0 1 5:45 PM 0 4 0 1 5 5:45 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 34 0 7 41 Count Total 0 0 0 0 0 Count Total 5 1 0 1 7 Peak Hour 0 12 0 3 15 Peak Hour 0 0 0 0 0 Peak Hour 2 0 0 0 2 n x c its HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h f +ft ft, vi) 0 1254 821 0 468 399 0 1254 821 0 468 399 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No 0 1870 1870 0 1870 0 1363 892 0 509 0.92 0.92 0.92 0.92 0.92 0 2 2 0 2 0 2042 1421 0 1382 0.00 0.40 0.40 0.00 0.40 0.00 0 5443 3741 0 3456 1585 1870 0 0.92 2 Grp Volume(v), veh/h 0 1363 892 0 509 0 Grp Sat Flow(s),veh/h/ln 0 1702 1777 0 1728 1585 Q Serve(g_s), s 0.0 8.7 8.0 0.0 4.1 0.0 Cycle Q Clear(g_c), s 0.0 8.7 8.0 0.0 4.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.67 0.63 0.00 0.37 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(C) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 9.8 9.6 0.0 8.4 0.0 Incr Delay (d2), slveh 0.0 1.7 2.1 0.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %iie BackOfQ(50%),veh/In 0.0 2.7 2.7 0.0 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 11.6 11.7 0.0 9.2 0.0 LnGrp LOS A BB A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Phs Duration (G+Y+Rc), s 1363 892 509 A 11.6 11.7 9.2 B B A Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 20.0 4.0 4.0 16.0 16.0 10.7 6.1 7 1.4 HCM 6th Ctrl Delay HCM 6th LOS 2 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations ft " '1' ) Ta• 41 Traffic Volume (veh/h) 0 382 152 216 249 59 14 17. 242 84 93 20 Future Volume (veh/h) 0 382 152 216 249 59 14 17 242 84 93 20 Initial Q'(Qb), veh; 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 0 1870 1870 1870 1870 1870 1870 18701870 1870 1870 1870 Adj Flow Rate, veh/h 0 415 165 235 271 64 15 18 263 91 101 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0,92 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, 0 1421 634 879 1145 266 633 41 599 443 580 132 Arrive On Green 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 0 3647 1585 1618 2863 665 1268 103 1498 687 1450 330 Grp Volume(v), veh/h 0 415 165 235 166 169 15 0 281 105 0 109 Grp Sat Flow(s),veh/h/In 0 1777 1585 809 1777 1751 1268 0 ` 1601 825 0 1643 Q Serve(g_s), s 0.0 3.2 2.8 4.6 2.5 2.6 0.3 0.0 5.1 2.4 0.0 1.7 Cycle Q Clear(g_c), s 0.0 3.2 2.8 7.8 2.5 2.6 2.0 0.0 5.1 7.5 0.0 1.7 Prop In Lane 0.00 1.00 1.00 0.38 1.00 0.94 0.87 0.20 Lane Grp Cap(c)veh/h 0 1421 634 879 711 700 633 0 640 498 0 657 V/C Ratio(X) 0.00 0.29 0.26 0.27 0.23 0.24 0.02 0.00 0.44 0.21 0.00 0.17 Avail Cap(c a), veh/h 0 1421 634 879 711 700 633 0 640 498 0 657 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(t) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.2 8.0 10.8 7.9 8.0 8.4 0.0 8.7 10.6 0.0 7.7 Incr Delay (d2), s/veh 0.0 0.5 1.0 0.7 0.8 0.8 0.1 0.0 2.2 1.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lle BackOfQ(50%),veh/In 0.0 1.0 0.9 0.7 0.8 0.9 0.1 0.0 1.7 0.7 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 8.7 9.0 11.5 8.7 8.8 8.4 0.0 ; 10.9 11.6 0.0 8.3 LnGrp LOS A A A B A A A A BB A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 580 570 296 214 8.8 9.9 10.8 9.9 A A B A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s GreenExt Time (p_c), s 20.0 4.0 16.0 9.8 1.9 20.0 4.0 16.0 7.1 1.2 20.0 4.0 16.0 5.2 2.5 20.0 4.0 16,0` 9.5 0.6 HCM 6th Ctrl Delay HCM 6th LOS 9.7 A Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Lane Configurations Traffic Volume (veh/h) 0 708 408 0 438 118 Future Volume (veh/h) 0 708 408 0 438 118 Initial Q (Qb), veh ; 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 770 443 0 476 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 1421 1421 0 1382 634 Arrive On Green 0.00 0.13 0.40 0.00 0.40 0.40 Sat Flow, veh/h 0 3741 3741 0 3456 1585 lit lit 03/06/2025 Grp Volume(v), veh/h 0 770 443 0 476 128 Grp Sat Flow(s),veh/h/In 0 1777 1777 0 1728 1585 Q Serve(g_s), s 0.0 8.1 3.4 0.0 3.8 2.1 Cycle Q Clear(g_c), s 0.0 8.1 3.4 0.0 3.8 2.1 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 1421 1421 0 1382 634 V/C Ratio(X) 0.00 0.54 0.31 0.00 0.34 0.20 Avail Cap(c a), vehfh 0 1421 1421 0 1382 634 HCM Platoon Ratio 1.00 0.33 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 13.9 8.2 0.0 8.4 7.8 Ina Delay (d2), slveh 0.0 1.5 0.6 0.0 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 3.4 1.1 0.0 1.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 LnGrp LOS A 5.4 8.8 0.0 9.0 8.5 B A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 770 443 15.4 8.8 B A 604 8.9 A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s HCM 6th Ctrl Delay HCM 6th LOS Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c) veh/h V/C Ratio(X) Avail Cap(c a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), slveh Initial Q Delay(d3),s/veh %lie BackOfQ(50%),veh/In 0,2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 0.0 9.5 12.7 8.4 8.4 LnGrp LOS c t II t t 40 69 129 160 134 103 116 1518 20 107 748 71 40 69 129 160 134 103 116 1518 20 107 748 71 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870;=. 1870 1870 1870 1870 43 75 140 174 146 112 126 1650 0 116 813 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 572 234 436 543 748 634 329 1421 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1121 584 1090 1166 1870 1585 671 3647 0 303 3647 0 43 0 215 174 146 112 126 1650 0 116 813 0 1121 0 1674 1166 1870 1585 671 1777 0 303 1777 0 1.0 0.0 3.5 4.8 2.0 1.8 7.2 16.0 0.0 0.0 7.1 0.0 3.1 0.0 3.5 8.4 2.0 1.8 14.3 16.0. 0.0 16.0 7.1 0.0 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 572 0 670 543 748 634 329 , 1421 180 1421 0.08 0.00 0.32 0.32 0.20 0.18 0.38 1.16 0.64 0.57 572 0 670 543 748 634 329 1421 180 1421 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 8.8 0.0 8.3 11.1 7.8 7.7 14.9 12.0 0.0 20.0 9.3 0.0 0.3 0.0 1.3 1.6 0.6 '' 0.6 3.4 80.6 0.0 16.4 1.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.2 0.7 0.6 1.2 20.4, < 0.0 1.8 2.3 0.0 92.6 0.0 36.4 11.0 0.0 A A A B A A B F D B Approach Vol, veh/h 258 Approach Delay, s/veh 9.4 Approach LOS A 432 10.1 1776 A 87.3 F" 929 14.2 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 ;. 4.0 16.0. 18.0 0.0 20.0 4.0 16.0 5.5 1.0 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 10.4 1.0 HCM 6th Ctrl Delay HCM 6th LOS .5 D Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 2.8 Traffic Vol, veh/h 8 62 ' , 269 137 250 495 Future Vol, veh/h 8 62 269 137 250 495 Conflicting Peds, #/hr .0 ;0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 92 Heavy Vehicles, % 2 Myatt Flow 9 t)' 0 0 - - 0 2 92 92 92 92 2 2 2 2 2 67 292 149 272 ' 538 Conflicting Flow All 1449 367 Stage 1 367 Stage 2 1082 Critical Hdwy 6.42 6.22 Critical Hdwy Stg 1 5.42 - Crttical.Hdwy Stg 2 5:42 Follow-up Hdwy 3.518 3.318 Pot Cap-1 Maneuver 144 678 Stage 1 701 - Stage 2 325 Platoon blocked, % Mov Cap-1 Maneuver 109 678 Mov Cap-2 Maneuver 109 - Stage 1 701 Stage 2 246 - HCM Contr HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 4.12 - 2.218 425 1119 - 0.179 0.243 15.3 ' 9.2 C A 0,6 1 Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh 1.8 Lane Configurations r 111 ++ Traffic Vol, vehlh 63 38 34 471 263 20 Future Vol, veh/h 63 38 34 471 263 20 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None ` - None Storage Length 0 0 Veil in Median Storage, # 0 Grade, % 0 Peak Hour Factor 92 Heavy Vehicles, % 2 2 Mvmt Flow 68 41 500 0 0 - 2 92 92 92 92 2 2 2 2 37 512 286 ` 22 Conflicting Flow All 627 154 308 Stage 1 297 - Stage 2 330 Critical Hdwy 6.84 694 4.14 Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 - Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 416 864 1249 Stage 1 728 Stage 2 701 - Platoon blocked, % Mov Cap-1 Maneuver 404 864 1249 Mov Cap-2 Maneuver 404 - Stage 1 706 Stage 2 701 - HCM Contr HCM LOS Delay, °s Capacity (venth) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) .3 B 0.5. 404 864 1249 - 0.17 0.048 0.03 15.7 9.4 8 C A A 0.6 ; 0.1 0.1 Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh Lane Configurations Traffic Vol, vehlh Future Vol, veh/h Conflicting Peds #/hr Sign Control RT Channelized Storage Length Veh in Median Storage; Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 HCM Control Delay, s HCM LOS 0.4 0 0 3 0 0 0 Stop Stop Stop None 0 92 2 0 0 92 2 0 0 Free 92 92 2 2 6,94 - 3.32 0 455. 0 0 0 455 0 0 0 0 Free 0 0 - - 92 92 92 2 2 2 0 0 78. 0 72 1057 17 0 72 1057 17 0 0 0 0 Free Free Free Free None - None - 200 4,14 2.22 12 0,5 0 - 92 92 2 2 49 18 r 409 475 0 409 475 0 0 0 Free Free Free Free 200 0 - 0 - 92 92 : 92 2 2 2 t} 445 516 0 - 0 0 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) 455 0.007 13 B 1112 - 0.07 - 8.5 - A 0,2 - Current 2024 with Detour 9:32 am 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h f +ft ft, vi) 0 1254 821 0 468 399 0 1254 821 0 468 399 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No 0 1870 1870 0 1870 0 1363 892 0 509 0.92 0.92 0.92 0.92 0.92 0 2 2 0 2 0 2042 1421 0 1382 0.00 0.40 0.40 0.00 0.40 0.00 0 5443 3741 0 3456 1585 1870 0 0.92 2 Grp Volume(v), veh/h 0 1363 892 0 509 0 Grp Sat Flow(s),veh/h/ln 0 1702 1777 0 1728 1585 Q Serve(g_s), s 0.0 8.7 8.0 0.0 4.1 0.0 Cycle Q Clear(g_c), s 0.0 8.7 8.0 0.0 4.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.67 0.63 0.00 0.37 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 9.8 9.6 0.0 8.4 0.0 Incr Delay (d2), slveh 0.0 1.7 2.1 0.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %iie BackOfQ(50%),veh/In 0.0 2.7 2.7 0.0 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 11.6 11.7 0.0 9.2 0.0 LnGrp LOS A BB A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Phs Duration (G+Y+Rc), s 1363 892 509 A 11.6 11.7 9.2 B B A Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 20.0 4.0 4.0 16.0 16.0 10.7 6.1 7 1.4 HCM 6th Ctrl Delay HCM 6th LOS 2 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations Traffic Volume (veh/h) 0 Future Volume (veh/h) 0 Initial Q (Qb), veh0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1,00 Work Zone On Approach Adj Sat Flow, veh/h/ln 0 Adj Flow Rate, veh/h 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 2 Cap, veh/h 0 1421 634 879 1161 252 633 Arrive On Green 0.00 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 0 3647 1585 1618 2903 631 1268 Grp Volume(v), veh/h 0 415 165 235 176 178 15 0 281 105 0 109 Grp Sat Flow(s),veh/h/ln 0 1777 1585 809 1777 1757 1268 0 1601 825 0 1643 Q Serve(g_s), s 0.0 3.2 2.8 4.6 2.6 2.7 0.3 0.0 5.1 2.4 0.0 1.7 Cycle Q Clear(g_c), s 0.0 3.2 2.8 7.8 2.6 2.7 2.0 0.0 5.1 7.5 0.0 1.7 Prop In Lane 0.00 1.00 1.00 0.36 1.00 0.94 0.87 0.20 Lane Grp Cap(c) veh/h 0 1421 634 879 711 703 633 0 640 498 0 657 V/C Ratio(X) 0.00 0.29 0.26 0.27 0.25 0.25 0.02 0.00 0.44 0.21 0.00 0.17 Avail Cap(c a), veh/h 0 1421 634 879 711 703 633 0 640 498 0 657 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(t) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 , 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.2 8.0 10.8 8.0 8.0 8.4 0.0 8.7 10.6 0.0 7.7 Incr Delay (d2), s/veh 0.0 0.5 1.0 0.7 0.8 0.9 0.1 0.0 2.2 1.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackOfQ(50%),veh/In 0.0 1.0 0.9 0.7 0.9 0.9 0.1 . 0.0 1.7 0.7 0.0 0.5 14 14 if /1) 382 152 216 267 59 382 152 216 267 59 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ". No No 1870 1870 1870 1870 1870 1870 415 165 235 290 64 15 0.92 2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 8.7 9.0 11.5 8.8 LnGrp LOS A A A B A 8.9 A 8.4. A 17, 242 84 93 20 17 242 84 93 20 0 0 0 0 0 1.00 1.00 1.00 1.00 ` 1.00 1.00 1.00 1,00 No No 1870. 1870. 1870 1870 1870 18 263 91 101 22 0.92 0.92 0.92 0,92 0,92 2 2 2 2 2 41 599 443 580 132 0.40 0.40 0.40 0.40 0.40 103 1498 687 1450 330 0,0 A 0.9 1.6 0.0 8,3 A A Approach Vol, veh/h Approach Delay, s/veh 589 9.9 Approach LOS A A 580 8.8 296 10.8 214 9.9 A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s GreenExt Time (p_c), s 20.0 4.0 16,0 9.8 2.0 20.0 4.0 16.0 7.1 1.2 20.0 4.0 16.0 5.2 2.5 20.0 4.0 16,0` 9.5 0.6. HCM 6th Ctrl Delay HCM 6th LOS A Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Nigk Lane Configurations Traffic Volume (veh/h) 0 Future Volume (veh/h) 0 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 ft ft 708 408 708 408 0 0 0 438 136 0 438 136 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 770 443 0 476 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 1421 1421 0 1382 634 Arrive On Green 0.00 0.13 0.40 0.00 0.40 0.40 Sat Flow, veh/h 0 3741 3741 0 3456 1585 03/06/2025 Grp Volume(v), veh/h 0 770 443 0 476 148 Grp Sat Flow(s),veh/h/ln 0 1777 1777 0 1728 1585 Q Serve(g_s), s 0.0 8.1 3.4 0.0 3.8 2.5 Cycle Q Clear(g_c), s 0.0 8.1 3.4 0.0 3.8 2.5 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 1421 1421 0 1382 634 V/C Ratio(X) 0.00 0.54 0.31 0.00 0.34 0.23 Avail Cap(c a), veh/h 0 1421 1421 0 1382 634 HCM Platoon Ratio 1.00 0.33 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 13.9 8.2 0.0 8.4 7.9 Incr Delay (d2), slveh 0.0 1.5 0.6 0.0 0.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 3.4 1.1 0.0 1.2 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 LnGrp LOS A 5.4 8.8 0.0 9.0 8.8 B A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 770 443 624 15.4 8.8 9.0 B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 4.0 16.0 5.4 2.1 20.0 4.0 16.0 10.1 2.6. 20.0 4.0 16.0 5.8 1.8 HCM 6th Ctrl Delay HCM 6th LOS Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h c t II t t 39 69 128 160 134 103 116 1517 20 92 748 71 39 69 128 160 134 103 116 1517 20 92 748 71 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ` 1.00 1.00 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 .1870 42 75 139 174 146 112 126 1649 0 100 813 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 572 235 435 544 748 634 329 1421 : 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1121 587 1088 1167 1870 ` 1585 671 3647 0 303 3647 0 Grp Volume(v), veh/h 42 0 214 174 146 112 126 1649 0 100 813 0 Grp Sat Flow(s),veh/h/ln 1121 0 1675 1167 1870 1585 671 1777 0 303 1777 0 Q Serve(g_s), s 1.0 0.0 3.5 4.8 2.0 1.8 7.2 16.0 0.0 0.0 7.1 0.0 Cycle Q Clear(g_c), s 3,0 0.0 3.5 8.3 2.0 1.8 14.3 16.0 ' 0.0 16.0 7.1 0,0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c)veh/h 572 0 670 544 748 634 ` 329 1421 180 1421 V/C Ratio(X) 0.07 0.00 0.32 0.32 0.20 0.18 0.38 1.16 0.56 0.57 Avail Cap(c a), veh/h 572 0 670 544 748 634 329 1421 180 1421 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(t) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 ' 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.8 0.0 8.3 11.1 7.8 7.7 14.9 12.0 0.0 20.0 9.3 0.0 Incr Delay (d2), slveh 0.2 0.0 1.3 1.5 0.6 0.6 3.4 80.3 0.0 11.8 1.7 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 %lle BackOfQ(50%),veh/In 0.2 0.0 1.2 1.2 0.7 0.6 1.2 20.3 0.0 1.4 2.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.0 0.0 9.5 12.7 8.4 8.4 18.3 92.3 0.0 31.8 11.0 0.0 LnGrp LOS A A A B A A B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 2566.. 9.4 A 432 10.1 1775 87.0 F 913 13.3 g Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s GreenExt Time (p_c), s 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 5.5 1.0 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16,0` 10.3 1.0 HCM 6th Ctrl Delay HCM 6th LOS 51.4 Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 2.8 Traffic Vol, veh/h 8 62 ' , 269 137 250 495 Future Vol, veh/h 8 62 269 137 250 495 Conflicting Peds, #/hr .0 ;0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 92 Heavy Vehicles, % 2 Myatt Flow 9 t)' 0 0 - - 0 2 92 92 92 92 2 2 2 2 2 67 292 149 272 ' 538 Conflicting Flow All 1449 367 Stage 1 367 Stage 2 1082 Critical Hdwy 6.42 6.22 Critical Hdwy Stg 1 5.42 - Critical.Hdwy Stg 2 5:42 Follow-up Hdwy 3.518 3.318 Pot Cap-1 Maneuver 144 678 Stage 1 701 - Stage 2 325 Platoon blocked, % Mov Cap-1 Maneuver 109 678 Mov Cap-2 Maneuver 109 - Stage 1 701 Stage 2 246 - HCM Contr HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 4.12 - 2.218 425 1119 - 0.179 0.243 15.3 ' 9.2 C A 0,6 1 Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh Lane Configurations 1.8 r 15 ++ 1 Traffic Vol, vehth 63 38 34 471 281 20 Future Vol, veh/h 63 38 34 471 281 20 Conflicting Peds; #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 Veh in Median Storage, # 0 Grade, % 0 - Peak Hour Factor 92 2 Heavy Vehicles, % 2 2 Mvmt Flow 68 41 500 0 0 - 92 92 92 92 2 2 2 2 37 512 305 22 Conflicting Flow All 646 164 327 Stage 1 316 Stage 2 330 - Critical Hdwy 6.84 6.94 4.14' Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 404 852 1229 Stage 1 712 Stage 2 701 _ Platoon blocked, % Mov Cap-1 Maneuver 392 852 1229 Mov Cap-2 Maneuver 392 Stage 1 691 - Stage 2 701 - HCM Control Delay, s HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 392 852 1229 - 0.175 0.048 0.03 16.1 9.4 8 C A 0.2 0.1 0.6 A Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh Lane Configurations Traffic Vol, vehlh Future Vol, veh/h Conflicting Peds #/hr Sign Control RT Channelized Storage Length Veh in Median Storage; Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 HCM Control Delay, s HCM LOS 0.4 0 0 3 0 0 0 Stop Stop Stop None 0 92 2 0 0 92 2 0 0 Free 92 92 2 2 6,94 - 3.32 0 455. 0 0 0 455 0 0 0 0 Free 0 0 - - 92 92 92 2 2 2 0 0 78. 0 72 1057 17 0 72 1057 17 0 0 0 0 Free Free Free Free None - None - 200 4,14 2.22 12 0,5 0 - 92 92 2 2 49 18 r 409 475 0 409 475 0 0 0 Free Free Free Free 200 0 - 0 - 92 92 : 92 2 2 2 t} 445 516 0 - 0 0 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) 455 0.007 13 B 1112 - 0.07 - 8.5 - A 0,2 - Current 2024 without Detour 6:48 am 05/02/2024 Baseline Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) f /41' ft 0 1530 1002 0 1530 1002 0 0 0 1.00 0 571 487 0 571 487 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 ` 1870 1870 Adj Flow Rate, veh/h 0 1663 1089 0 621 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2042 1421 0 1382 Arrive On Green 0.00 0.40 0.40 0.00 0.40 Sat Flow, veh/h 0 5443 3741 0 3456 0.00 Grp Volume(v), veh/h 0 1663 1089 0 621 Grp Sat Flow(s),veh/h/ln 0 1702 1777 0 1728 Q Serve(g_s), s 0.0 11.6 10.6 0.0 5.3 Cycle Q Clear(g_c), s 0.0 11.6 10.6 0.0 5.3 Prop In Lane 0.00 0.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.81 0.77 0.00 0.45 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.7 10.4 0.0 8.8 Incr Delay (d2), s/veh 0.0 3.7 4.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 3.8 3.8 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 14.4 14.4 0.0 9.8 0.0 LnGrp LOS A BB A A 0 1585 0.0 0.0; 1.00 1.00 0.00 0.0 0.0 0.0 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1663 1089 621, 14.4 14.4 9.8 B B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.6 2.0 20.0 4.0 16.0 7.3 1.7 20.0 4.0 16.0 12.6 2.2 HCM 6th_ Ctrl Delay HCM 6th LOS 5 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations Traffic Volume (veh/h) 0 Future Volume (veh/h) 0 Initial Q (Qb), veh0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h 466 185 264 326 72 17 21 295 102 113 24 466 185 264 326 72 17 21 295 102 113 24 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 No No No No 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 507 201 287 354 78 18 23 321 111 123 26 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 2 2 2 2 2 2 2 2 2 2 2 0 1421 634 791 1161 253 608 43 598 403 568 125 0.00 0.40 0.40 0.13 0.13 0.13 0.40 0.40 0.40 0.40 0.40 0.40 0 3647 1585 1437 2901 632 1239 107 1494 578 1419 311 Grp Volume(v), veh/h 0 507 201 287 215 217 18 0 344 123 0 137 Grp Sat Flow(s),veh/h/ln 0 1777 1585 718 1777 1757 1239 0 1601 662 0 1646 Q Serve(g_s), s 0.0 4.0 3.5 7.7 4.4 4.5 0.4 0.0 6.6 3.5 0.0 2.2 Cycle Q Clear(g_c), s 0.0 4.0 3.5 11.7 4.4 4.5 2.6 0.0 6.6 10.10.0 2.2 Prop In Lane 0.00 1.00 1.00 0.36 1.00 0.93 0.91 0.19 Lane Grp Cap(c) veh/h 0 1421 634 791 711 703 608 0 641 436 0 658 V/C Ratio(X) 0.00 0.36 0.32 0.36 0.30 0.31 0.03 0.00 0.54 0.28 0.00 0.21 Avail Cap(c a), veh/h 0 1421 634 791 711 703 608 0 ` 641 436 0 658 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00' 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.4 8.2 17.4 12.3 12.4 8.7 0.0 9.2 12.4 0.0 7.9 Mot* Delay (d2), slveh 0.0 0.7 1.3 1.3 1.1 1.1 0.1 0.0 3.2 1.6 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 1.3 1.1 1.5 1.6 1.7 0.1 0.0 2.2' 0.9 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 LnGrp LOS A A 9.6 18.7 13.4 A B B. 8.8 0.0 12.4 14.0 0.0 8.6 A A B B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 708 9.2 A 260 11.1 719 362 15.6 12.2 B 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 4.0 16.0. 13.7 20.0 4.0 16.0 8.6 1.3 20.0 4.0 16.0 6.0 2.9 20.0 4.0 16.0 12.1 0.6 HCM 6th Ctrl Delay HCM 6th LOS 12.2 Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h 0 0 1.00 1.00 ft ft 864 498 864 498 0 0 0 534 166 0 534 166 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 No No 0 1870 1870 0 939 541 0 0 1.00 1.00 No 1870 1870 580 180 0.92 0.92 0.92 0.92 0.92 0.92 0 2 2 0 2 2 0 1421 1421 0 1382 634 0.00 0.13 0.40 0.00 0.40 0.40 0 3741 3741 0 3456 1585 03/06/2025 Grp Volume(v), veh/h 0 939 541 0 580 180 Grp Sat Flow(s),veh/h/ln 0 1777 1777 0 1728 1585 Q Serve(g_s), s 0.0 10.1 4.3 0.0 4.8 3.1 Cycle Q Clear(g_c), s 0.0 10.1 4.3 0.0 4.8 3.1 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 1421 1421 0 1382 634 V/C Ratio(X) 0.00 0.66 0.38 0.00 0.42 0.28 Avail Cap(c a), veh/h 0 1421 1421 0 1382 634 HCM Platoon Ratio 1.00 0.33 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 14.8 8.5 0.0 8.7 8.1 Incr Delay (d2), slveh 0.0 2.4 0.8 0.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 %iie BackOfQ(50%),veh/In 0.0 4.6 1.4 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.2 9.3 0.0 9.6 9.2 LnGrp LOS A B A A A A 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 939 541 760 17.2 9.3 9.5 B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s HCM 6th Ctrl Delay HCM 6th LOS I2.7 Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c) veh/h V/C Ratio(X) Avail Cap(c a), veh/h HCM Platoon Ratio Upstream Filter(t) Uniform Delay (d), s/veh Incr Delay (d2), s/veh c i 13. t if II 1414 48 84 156 195 164 126 142 1851 24 112 913 87 48 84 156 195 164 126 142 1851 24 112 913 87 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 52 91 170 212 178 137 154 2012 0 122 992 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 539 233 436 503 748 634 275 1421 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1065 584 1090 1118 1870 1585 568 3647 0 213 3647 0 52 0 261 212 178 137 154 2012 0 122 992 0 1065 0 1674,. 1118 1870 1585 568 1777 0 213 1777 0 1.4 0.0 4.4 6.7 2.5 2.3 6.7 16.0 0.0 0.0 9.3 0.0 3.9 0.0 4.4 11.1 2.5 2.3 16.0 16.0 0,0 16.0 9.3 0.0 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 539 0 670 503 748 634 275 1421 180 1421 0.10 0.00 0.39 0.42 0.24 0.22 0.56 1.42 0.68 0.70 539 0 670 503 748 634 275 1421 180 1421 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 9.2 0.0 8.5 12.5 8.0 7.9 17.9 12.0 0.0 20.0 10.0 0.0 0.4 0.0 1.7 2.6 0.7 0.8 8.0 191.2 0.0 18.6 2.9 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 %lle BackOfQ(50%),veh/In 0.3 0.0 1.5 .1.7 0.9 0.7 1.9 42.20.0 1.9 3.2 0,0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.6 0.0 10.2 15.0 8.7 8.7 203.2 ' 0.0 38.6 12.9 0.0 LnGrp LOS A A B B 25.9 A A C F D B Approach Vol, veh/h 313 527 Approach Delay, s/veh 10.1 11.2 Approach LOS B B 2166 A 1114 190.6 15.7 B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 20.0 ;. 4.0 16.0. 18.0 0.0 20.0 4.0 16.0 6.4 1.2 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 13.1 0.7 HCM 6th_ Ctrl Delay HCM 6th LOS 06.6'. F Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 3.4 1' Traffic Vol, vehlh 10 76 328 167 305 604 Future Vol, veh/h 10 76 328 167 305 604 Conflicting Peds, #/hr 0 0 00 0 ::. 0 Sign Control Stop Stop Free Free Free Free RT Channelized - ` None None - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, % 0 - 0 Peak Hour Factor 92 92 92 Heavy Vehicles, % 2 2 2 Mvmt Flow 11 83 357 - - 0 92 92 92 2 2 2 182 332 657 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 62 611. Mov Cap-2 Maneuver 62 Stage 1 Stage 2 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile ()Orel') 1769 448 448 1321 6.42 6.22 5.42 - 5.42 3.518 3.318 92 611 644 - 249 644 169 539 4.12 - 2.218 1029 1029 01 1029 - 0.311 0.322 22.3 10.2 C B 1.4 Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh 2.1 Lane Configurations ' r 14t,. Traffic Vol, vehlh 77 46 41 575 343 24 Future Vol, veh/h 77 46 41 575 343 24 Conflicting Peds, Or ' 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - ' None None None Storage Length 0 0 500 Veh in Median Storage, 0 Grade, % 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Myatt Flow 84 50 45 625 373 26 0 0 P• Conflicting Flow All 789 200 399 Stage 1 386 Stage 2 403 Critical Hdwy 6.84 6:94 4.14: Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 328 808 1156 Stage 1 656 - Stage 2 644 Platoon blocked, % Mov Cap-1 Maneuver 315 808 1156 Mov Cap-2 Maneuver 315 - Stage 1 630 Stage 2 644 - HCM Control Delay, s 16.5 HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 315 808 1156 - 0.266 0.062 0.039 20.5: 9.7 8,2 C A A 1 0.2 : 0.1 Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh 0.5 Lane Configurations Traffic Vol, vehlh Future Vol, veh/h 0 0 4 Conflicting Peds #/hr 0 0 0 0 Sign Control Stop Stop Stop Free RT Channelized - None Storage Length - 0 - Veh in Median Storag Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 0 0 4 0 0 0 88 1290 21 0 0 0 88 1290 21 0 0 0 0 0 Free Free Free Free Free None - None - 200 0 - - 0 - 92 92 92 92 92 92 2 2 2 2 2 2 0 0 0 HCM Control Delay, s < 14.7 HCM LOS - 713 6.94 - 3.32 0 374 0 0 0 374 0 0 Capacity (veh/h) 374 - 1023 HCM Lane WC Ratio 0.012 - 0.094 HCM Control Delay (s) 14,7 8.9 HCM Lane LOS B A HCM 95th %tile O(veh) 0 0.3 0 - 92 92 92 2 2 2 96 1402 23 542 4.14 2.22 1023 1023 0 0 14 r 0 499 580 0 499 580 0 0 ; 0 Free Free Free Free 200 - 0 - 9292 92 2 2 2 0 542 630 0 0 Future 2045 without Detour 12:28 am 07/08/2024 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h f +ft ft, vi) 0 1550 1022 0 571 507 0 1550 1022 0 571 507 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No 1870 1870 0 1870 1870 0 1685 1111 0 621 0 0.92 0.92 0.92 0.92 0.92 0.92 0 2 2 0 2 2 0 2042 1421 0 1382 0.00 0.40 0.40 0.00 0.40 0.00 0 5443 3741 0 3456 1585 0 Grp Volume(v), veh/h 0 1685 1111 0 621 0 Grp Sat Flow(s),veh/h/ln 0 1702 1 777 0 1728 " 1585 Q Serve(g_s), s 0.0 11.8 10.9 0.0 5.3 0.0 Cycle Q Clear(g_c), s 0.0 11.8 10.9 0.0 5.3 0.0 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.82 0.78 0.00 0.45 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 10.7 10.5 0.0 8.8 0.0 Incr Delay (d2), slveh 0.0 4.0 4.3 0.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %lle BackOfQ(50%),veh/ln 0.0 3.9 3.9 0.0 1.6 '; 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 14.7 14.8 0.0 9.8 0.0 LnGrp LOS A BB A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1685 �1111, 14.7 14.8 B B 621 A 9.8 A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s HCM 6th Ctrl Delay HCM 6th LOS Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations ft " '1' ) Traffic Volume (veh/h) 0 446 185 264 306 72 17 21 295 102 113 24 Future Volume (veh/h) 0 446 185 264 306 72 17 21 295 102 113 24 Initial Q'(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 0 1870 1870 1870 1870 1870 1870 1870 ' 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 485 201 287 333 78 18 23 321 111 123 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, 0 1421 634 808 1146 265 608 43 598 403 568 125 Arrive On Green 0.00 0.40 0.40 0.13 0.13 0.13 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, _veh/h_0 3647 1585 1466 2866 662 1239 107 1494 578 1419 .311- Grp Volume(v), veh/h 0 485 201 287 205 206 18 0 344 123 0 137 Grp Sat Flow(s),veh/h/In 0 1777 1585 733 1777 1751 1239 0 1601 662 0 1646 Q Serve(g_s), s 0.0 3.8 3.5 7.5 4.2 4.3 0.4 0.0 6.6 3.5 0.0 2.2 Cycle Q Clear(g_c), s 0.0 3.8 3.5 11.3 4.2 4.3 2.6 0.0 6.6 ' 10.1' 0.0 2.2 Prop In Lane 0.00 1.00 1.00 0.38 1.00 0.93 0.91 0.19 Lane Grp Cap(c) veh/h 0 1421 634 808 711 700 608 0 641 436 0 658 V/C Ratio(X) 0.00 0.34 0.32 0.36 0.29 0.29 0.03 0.00 0.54 0.28 0.00 0.21 Avail Cap(c a), vehfh 0 1421 634 808 711 700 608 0 641 436 0 658 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.3 8.2 17.2 12.2 12.3 8.7 0.0 9.2 12.4 0.0 7.9 Incr Delay (d2), s/veh 0.0 0.7 1.3 1.2 1,0 1.1 0.1 0.0` 3.2 1.6 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/ln 0.0 1.2 1.1 1.5 1.5 1.6 0.1 0.0 2.2 0.9 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.0 9.6 18.4 13,2 LnGrp LOS A A A B B 3 8.8 0.0 12.4 14.0 0.0 8.6 A A B B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 686 9.2 698 15.4 260 11.1 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.3 1.2 20.0 4.0 16.0 8.6 1.3 20.0 20.0 4.0 4.0 16.0 16.0 5.8 12.1 2.9 0.6 HCM 6th_ Ctrl Delay HCM 6th LOS 21 Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Nigk Lane Configurations Traffic Volume (veh/h) 0 Future Volume (veh/h) 0 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 ft ft 844 478 844 478 0 0 0 534 166 0 534 166 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 ' 1870 1870 Adj Flow Rate, veh/h 0 917 520 0 580 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 1421 1421 0 1382 634 Arrive On Green 0.00 0.13 0.40 0.00 0.40 0.40 Sat Flow, veh/h 0 3741 3741 0 3456 , 1585 03/06/2025 Grp Volume(v), veh/h 0 917 Grp Sat Flow(s),veh/h/ln 0 1777 Q Serve(g_s), s 0.0 9.8 Cycle Q Clear(g_c), s 0.0 9.8 Prop In Lane 0.00 Lane Grp Cap(c) veh/h 0 1421 V/C Ratio(X) 0.00 0.65 Avail Cap(c a), veh/h 0 1421 HCM Platoon Ratio 1.00 0.33 Upstream Filter(t) 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.7 Incr Delay (d2), slveh 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 %lie BackOfQ(50%),veh/ln 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 16.9 9.2 LnGrp LOS A B A 0.0 9.6 9.2 A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 917 520 16.9 9.2 A 760 9.5 A Phs Duration (G+Y+Rc), s 20.0 ;. Change Period (Y+Rc), s 4.0 Max Green Setting (Gmax), s 16.0. Max Q Clear Time (g_c+11), s 6.1 GreenExt Time (p_c), s - 2.4 520 0 580 180 1777 0 1728 1585 4.1 0.0 4.8 3.1 4.1 0.0 4.8 3.1 0.00 1.00 1.00 1421 0 1382 634 0.37 0.00 0.42 0.28 1421 0 1382 634 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 8.4 0.0 8.7 8.1 0.7 0.0 0.9 1.1 0.0 0.0 0.0 0.0 1 0.0 1.5 1.0 .3 20.0 4.0 16.0 11.8 2.3 20.0 4.0 16.0 6.8 2.1 HCM 6th Ctrl Delay HCM 6th LOS Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c) veh/h V/C Ratio(X) Avail Cap(c a), veh/h HCM Platoon Ratio Upstream Filter(t) Uniform Delay (d), s/veh Incr Delay (d2), s/veh c i 13. t if II 1414 48 84 156 195 164 126 142 1851 24 112 913 87 48 84 156 195 164 126 142 1851 24 112 913 87 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 52 91 170 212 178 137 154 2012 0 122 992 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 539 233 436 503 748 634 275 1421 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1065 584 1090 1118 1870 1585 568 3647 0 213 3647 0 52 0 261 212 178 137 154 2012 0 122 992 0 1065 0 1674,. 1118 1870 1585 568 1777 0 213 1777 0 1.4 0.0 4.4 6.7 2.5 2.3 6.7 16.0 0.0 0.0 9.3 0.0 3.9 0.0 4.4 11.1 2.5 2.3 16.0 16.0 0,0 16.0 9.3 0.0 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 539 0 670 503 748 634 275 1421 180 1421 0.10 0.00 0.39 0.42 0.24 0.22 0.56 1.42 0.68 0.70 539 0 670 503 748 634 275 1421 180 1421 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 9.2 0.0 8.5 12.5 8.0 7.9 17.9 12.0 0.0 20.0 10.0 0.0 0.4 0.0 1.7 2.6 0.7 0.8 8.0 191.2 0.0 18.6 2.9 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 %lle BackOfQ(50%),veh/ln 0.3 0.0 1.5 .1.7 0.9 0.7 1.9 42.20.0 1.9 3.2 0,0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.6 0.0 10.2 15.0 8.7 8.7 203.2 ' 0.0 38.6 12.9 0.0 LnGrp LOS A A B B 25.9 A A C F D B Approach Vol, veh/h 313 527 Approach Delay, s/veh 10.1 11.2 Approach LOS B B 2166 A 1114 190.6 15.7 B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 ;. 4.0 16.0. 18.0 0.0 20.0 4.0 16.0 6.4 1.2 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 13.1 0.7 HCM 6th_ Ctrl Delay HCM 6th LOS 06.6'. F Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 3.4 1' Traffic Vol, vehlh 10 76 328 167 305 604 Future Vol, veh/h 10 76 328 167 305 604 Conflicting Peds, #/hr 0 0 00 0 ::. 0 Sign Control Stop Stop Free Free Free Free RT Channelized - ` None None - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, % 0 - 0 Peak Hour Factor 92 92 92 Heavy Vehicles, % 2 2 2 Mvmt Flow 11 83 357 - - 0 92 92 92 2 2 2 182 332 657 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 62 611. Mov Cap-2 Maneuver 62 Stage 1 Stage 2 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 1769 448 448 1321 6.42 6.22 5.42 - 5.42 3.518 3.318 92 611 644 - 249 644 169 539 4.12 - 2.218 1029 1029 01 1029 - 0.311 0.322 22.3 10.2 C B 1.4 Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh 2.2 Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length 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 Myatt Flow 84 50 45 603 351 26 r 44 +t 77 46 41 555 323 24 77 46 41 555 323 24 0 0 0 0 0 0 Stop Stop Free Free Free Free None None None 0 0 500 ` Conflicting Flow All 756 Stage 1 364 - Stage 2 392 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - Critical.Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 344 821 1178 Stage 1 673 - - Stage 2 ; 652 Platoon blocked, % - Mov Cap-1 Maneuver 331 821 1178 Mov Cap-2 Maneuver 331 - - Stage 1 647 Stage 2 652 - - T Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 331 821 ` 1178 - 0.253 0.061 0.038 19.5 9.7 8.2 C A A 1 0.2 0.1 TiViNV Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh 0.5 Lane Configurations]44) Traffic Vol, vehlh 0 0 4 0 0 0 88 1270 21 Future Vol, veh/h 0 0 4 0 0 0 88 1270 21 Conflicting Peds, #/hr 0 :;0 0 0 _ 0 0 0 . 0 0 Sign Control Stop Stop Stop Free Free Free Free Free Free RT Channelized - None None None Storage Length 0 - 200 Veh in Median Storag Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 0 - - 0 - - 0 - 92 92 92 92 92 92 92 92 92 2 2 2 2 2 2 2 2 2 0 0 4 0 0 0 96 1380 23 0 HCM Control Delay, s HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) - 702 6.94 - 3.32 0 381 0 0 381 0 0 521 4.14 2.22 1 041 1041 0 14 r 0 , 479 ' 580 0 479 580 0 0 0 Free Free Free Free 200 92 2 0 0 - 92 92 2 2 521 ' 630 0 B Future 2045 Alt 2 6:21 pm 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) f /41' ft 0 1530 1002 0 1530 1002 0 0 0 1.00 0 571 487 0 571 487 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 ` 1870 1870 Adj Flow Rate, veh/h 0 1663 1089 0 621 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2042 1421 0 1382 Arrive On Green 0.00 0.40 0.40 0.00 0.40 Sat Flow, veh/h 0 5443 3741 0 3456 0.00 Grp Volume(v), veh/h 0 1663 1089 0 621 Grp Sat Flow(s),veh/h/ln 0 1702 1777 0 1728 Q Serve(g_s), s 0.0 11.6 10.6 0.0 5.3 Cycle Q Clear(g_c), s 0.0 11.6 10.6 0.0 5.3 Prop In Lane 0.00 0.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.81 0.77 0.00 0.45 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.7 10.4 0.0 8.8 Incr Delay (d2), s/veh 0.0 3.7 4.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.8 3.8 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 14.4 14.4 0.0 9.8 0.0 LnGrp LOS A BB A A 0 1585 0.0 0.0; 1.00 1.00 0.00 0.0 0.0 0.0 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1663 1089 621, 14.4 14.4 9.8 B B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.6 2.0 20.0 4.0 16.0 7.3 1.7 20.0 4.0 16.0 12.6 2.2 HCM 6th_ Ctrl Delay HCM 6th LOS 5 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c) veh/h V/C Ratio(X) Avail Cap(c a), veh/h HCM Platoon Ratio AkVitsit if /1) 0 446 185 264 306 72 17 41 295 102 133 24 0 446 185 264 306 72 17 41 295 102 133 24 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 485 201 287 333 78 18 45 321 111 145 26 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 2 2 2 2 2 2 2 2 2 2 2 0 1421 634 808 1146 265 592 79 567 374 601 114 0.00 0.40 0.40 0.13 0.13 0.13 0.40 0.40 0.40 0.40 0.40 0.40 0 3647 1585 1466 2866 662 1214 199 1417 519 1502 284 0 485 201 287 205 206 18 0 366 131 0 151 0 1777 1585 733 ` 1777 1751 1214 0 1615 654 0 1651. 0.0 3.8 3.5 7.5 4.2 4.3 0.4 0.0 7.0 3.5 0.0 2.4 0.0 3.8 3.5 11.3 4.2 4.3 2.8 0.0 7.0 10.6 0.0 2.4 0.00 1.00 1.00 0.38 1.00 0.88 0.85 0.17 0 1421 634 808 711 700 592 0 646 428 0 660 0.00 0.34 0.32 0.36 0.29 0.29 0.03 0.00 0.57 0.31 0.00 0.23 0 1421 634 808 711 700 592 0 646 428 0 660 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.3 8.2 17.2 12.2 12.3 8.9 0.0 9.3 12.3 0.0 7.9 Incr Delay (d2), s/veh 0.0 0.7 1.3 1.2 1,0 1.1 0.1 0.0 3.6 18 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackOfQ(50%),veh/ln 0.0 1.2 1.1 1.5 1.5 1.6 0.1 0.0 2.4 1.0 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.0 9.6 18.4 13,2 LnGrp LOS A A A B B 3 8.9 0.0 12.9 14.1 0.0 8.7 A A B B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 686 9.2 698 15.4 384 282 12.7 11.2 B 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.3 1.2 20.0 4.0 16.0 9.0 1.4 20.0 4.0 16.0 5.8 2.9 20.0 4.0 16.0 12.6 0.5 HCM 6th Ctrl Delay HCM 6th LOS 12.2 Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h 0 0 1.00 1.00 ft ft 864 498 864 498 0 0 0 534 166 0 534 166 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 No No 0 1870 1870 0 939 541 0 0 1.00 1.00 No 1870 1870 580 180 0.92 0.92 0.92 0.92 0.92 0.92 0 2 2 0 2 2 0 1421 1421 0 1382 634 0.00 0.13 0.40 0.00 0.40 0.40 0 3741 3741 0 3456 1585 03/06/2025 Grp Volume(v), veh/h 0 939 541 0 580 180 Grp Sat Flow(s),veh/h/ln 0 1777 1777 0 1728 1585 Q Serve(g_s), s 0.0 10.1 4.3 0.0 4.8 3.1 Cycle Q Clear(g_c), s 0.0 10.1 4.3 0.0 4.8 3.1 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c) veh/h 0 1421 1421 0 1382 634 V/C Ratio(X) 0.00 0.66 0.38 0.00 0.42 0.28 Avail Cap(c a), veh/h 0 1421 1421 0 1382 634 HCM Platoon Ratio 1.00 0.33 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 14.8 8.5 0.0 8.7 8.1 Incr Delay (d2), slveh 0.0 2.4 0.8 0.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 %iie BackOfQ(50%),veh/ln 0.0 4.6 1.4 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.2 9.3 0.0 9.6 9.2 LnGrp LOS A B A A A A 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 939 541 760 17.2 9.3 9.5 B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s HCM 6th Ctrl Delay HCM 6th LOS 12.7 Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c) veh/h V/C Ratio(X) Avail Cap(c a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh c i 13. t if II 1414 48 84 156 195 164 126 142 1851 24 112 913 87 48 84 156 195 164 126 142 1851 24 112 913 87 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 52 91 170 212 178 137 154 2012 0 122 992 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 539 233 436 503 748 634 275 1421 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1065 584 1090 1118 1870 1585 568 3647 0 213 3647 0 52 0 261 212 178 137 154 2012 0 122 992 0 1065 0 1674,. 1118 1870 1585 568 1777 0 213 1777 0 1.4 0.0 4.4 6.7 2.5 2.3 6.7 16.0 0.0 0.0 9.3 0.0 3.9 0.0 4.4 11.1 2.5 2.3 16.0 16.0 0,0 16.0 9.3 0.0 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 539 0 670 503 748 634 275 1421 180 1421 0.10 0.00 0.39 0.42 0.24 0.22 0.56 1.42 0.68 0.70 539 0 670 503 748 634 275 1421 180 1421 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 9.2 0.0 8.5 12.5 8.0 7.9 17.9 12.0 0.0 20.0 10.0 0.0 0.4 0.0 1.7 2.6 0.7 0.8 8.0 191.2 0.0 18.6 2.9 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 %lle BackOfQ(50%),veh/ln 0.3 0.0 1.5 .1.7 0.9 0.7 1.9 42.20.0 1.9 3.2 0,0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.6 0.0 10.2 15.0 8.7 8.7 203.2 ' 0.0 38.6 12.9 0.0 LnGrp LOS A A B B 25.9 A A C F D B Approach Vol, veh/h 313 527 Approach Delay, s/veh 10.1 11.2 Approach LOS B B 2166 A 1114 190.6 15.7 B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 ;. 4.0 16.0. 18.0 0.0 20.0 4.0 16.0 6.4 1.2 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 13.1 0.7 HCM 6th_ Ctrl Delay HCM 6th LOS 06.6'. F Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 3.4 1' Traffic Vol, vehlh 10 76 328 167 305 604 Future Vol, veh/h 10 76 328 167 305 604 Conflicting Peds, #/hr 0 0 00 0 ::. 0 Sign Control Stop Stop Free Free Free Free RT Channelized - ` None None - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, % 0 - 0 Peak Hour Factor 92 92 92 Heavy Vehicles, % 2 2 2 Mvmt Flow 11 83 357 - - 0 92 92 92 2 2 2 182 332 657 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 62 611. Mov Cap-2 Maneuver 62 Stage 1 Stage 2 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 1769 448 448 1321 6.42 6.22 5.42 - 5.42 3.518 3.318 92 611 644 - 249 644 169 539 4.12 - 2.218 1029 1029 01 1029 - 0.311 0.322 22.3 10.2 C B 1.4 Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh 2.2 Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length 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 Myatt Flow 84 50 45 603 351 26 r 44 +t 77 46 41 555 323 24 77 46 41 555 323 24 0 0 0 0 0 0 Stop Stop Free Free Free Free None None None 0 0 500 ` Conflicting Flow All 756 Stage 1 364 - Stage 2 392 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - Critical.Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 344 821 1178 Stage 1 673 - - Stage 2 ; 652 Platoon blocked, % - Mov Cap-1 Maneuver 331 821 1178 Mov Cap-2 Maneuver 331 - - Stage 1 647 Stage 2 652 - - T Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 331 821 ` 1178 - 0.253 0.061 0.038 19.5 9.7 8.2 C A A 1 0.2 0.1 TiViNV Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh 0.5 Lane Configurations Traffic Vol, vehlh Future Vol, veh/h 0 0 4 Conflicting Peds Or 0 0 0 0 Sign Control Stop Stop Stop Free RT Channelized - None Storage Length - 0 - Veh in Median Storag Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 0 0 4 0 0 0 88 1290 21 0 0 0 88 1290 21 0 0 0 0 0 Free Free Free Free Free None - None - 200 0 - - 0 - 92 92 92 92 92 92 2 2 2 2 2 2 0 0 0 HCM Control Delay, s < 14.7 HCM LOS - 713 6.94 - 3.32 0 374 0 0 0 374 0 0 Capacity (veh/h) 374 - 1023 HCM Lane WC Ratio 0.012 - 0.094 HCM Control Delay (s) 14,7 8.9 HCM Lane LOS B A HCM 95th %tile O(veh) 0 0.3 0 - 92 92 92 2 2 2 96 1402 23 542 4.14 2.22 1023 1023 0 0 r 0 499 580 0 499 580 0 0 ; 0 Free Free Free Free 200 - 0 - 9292 92 2 2 2 0 542 630 0 0 Future 2045 Alt 3B 6:21 pm 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 4: S Boeing Access Rd & 1-5 Off Ramp 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) f /41' ft 0 1530 1002 0 1530 1002 0 0 0 1.00 0 571 487 0 571 487 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 ` 1870 1870 Adj Flow Rate, veh/h 0 1663 1089 0 621 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2042 1421 0 1382 Arrive On Green 0.00 0.40 0.40 0.00 0.40 Sat Flow, veh/h 0 5443 3741 0 3456 0.00 Grp Volume(v), veh/h 0 1663 1089 0 621 Grp Sat Flow(s),veh/h/ln 0 1702 1777 0 1728 Q Serve(g_s), s 0.0 11.6 10.6 0.0 5.3 Cycle Q Clear(g_c), s 0.0 11.6 10.6 0.0 5.3 Prop In Lane 0.00 0.00 1.00 Lane Grp Cap(c) veh/h 0 2042 1421 0 1382 V/C Ratio(X) 0.00 0.81 0.77 0.00 0.45 Avail Cap(c a), veh/h 0 2042 1421 0 1382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.7 10.4 0.0 8.8 Incr Delay (d2), s/veh 0.0 3.7 4.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.8 3.8 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 14.4 14.4 0.0 9.8 0.0 LnGrp LOS A BB A A 0 1585 0.0 0.0; 1.00 1.00 0.00 0.0 0.0 0.0 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1663 1089 621, 14.4 14.4 9.8 B B A A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.6 2.0 20.0 4.0 16.0 7.3 1.7 20.0 4.0 16.0 12.6 2.2 HCM 6th_ Ctrl Delay HCM 6th LOS 5 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th Signalized Intersection Summary 11: Interurban Ave S & Gateway Dr S 03/06/2025 Lane Configurations ft " '1' ) Traffic Volume (veh/h) 0 446 185 264 306 72 17 21 295 102 113 24 Future Volume (veh/h) 0 446 185 264 306 72 17 21 295 102 113 24 Initial Q'(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 0 1870 1870 1870 1870 1870 1870 1870 ' 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 485 201 287 333 78 18 23 321 111 123 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, 0 1421 634 808 1146 265 608 43 598 403 568 125 Arrive On Green 0.00 0.40 0.40 0.13 0.13 0.13 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, _veh/h_0 3647 1585 1466 2866 662 1239 107 1494 578 1419 .311- Grp Volume(v), veh/h 0 485 201 287 205 206 18 0 344 123 0 137 Grp Sat Flow(s),veh/h/In 0 1777 1585 733 1777 1751 1239 0 1601 662 0 1646 Q Serve(g_s), s 0.0 3.8 3.5 7.5 4.2 4.3 0.4 0.0 6.6 3.5 0.0 2.2 Cycle Q Clear(g_c), s 0.0 3.8 3.5 11.3 4.2 4.3 2.6 0.0 6.6 ' 10.1' 0.0 2.2 Prop In Lane 0.00 1.00 1.00 0.38 1.00 0.93 0.91 0.19 Lane Grp Cap(c) veh/h 0 1421 634 808 711 700 608 0 641 436 0 658 V/C Ratio(X) 0.00 0.34 0.32 0.36 0.29 0.29 0.03 0.00 0.54 0.28 0.00 0.21 Avail Cap(c a), vehfh 0 1421 634 808 711 700 608 0 641 436 0 658 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(t) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.3 8.2 17.2 12.2 12.3 8.7 0.0 9.2 12.4 0.0 7.9 Incr Delay (d2), s/veh 0.0 0.7 1.3 1.2 1,0 1.1 0.1 0.0` 3.2 1.6 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/ln 0.0 1.2 1.1 1.5 1.5 1.6 0.1 0.0 2.2 0.9 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.0 9.6 18.4 13,2 LnGrp LOS A A A B B 3 8.8 0.0 12.4 14.0 0.0 8.6 A A B B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 686 9.2 698 15.4 260 11.1 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 13.3 1.2 20.0 4.0 16.0 8.6 1.3 20.0 20.0 4.0 4.0 16.0 16.0 5.8 12.1 2.9 0.6 HCM 6th_ Ctrl Delay HCM 6th LOS 21 Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th Signalized Intersection Summary 16: Interurban Ave S & 1-5 Off Ramp Nigk Lane Configurations Traffic Volume (veh/h) 0 Future Volume (veh/h) 0 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 ft ft 844 478 844 478 0 0 0 534 166 0 534 166 0 0 0 .00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 ' 1870 1870 Adj Flow Rate, veh/h 0 917 520 0 580 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 1421 1421 0 1382 634 Arrive On Green 0.00 0.13 0.40 0.00 0.40 0.40 Sat Flow, veh/h 0 3741 3741 0 3456 , 1585 03/06/2025 Grp Volume(v), veh/h 0 917 Grp Sat Flow(s),veh/h/ln 0 1777 Q Serve(g_s), s 0.0 9.8 Cycle Q Clear(g_c), s 0.0 9.8 Prop In Lane 0.00 Lane Grp Cap(c) veh/h 0 1421 V/C Ratio(X) 0.00 0.65 Avail Cap(c a), veh/h 0 1421 HCM Platoon Ratio 1.00 0.33 Upstream Filter(t) 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.7 Incr Delay (d2), slveh 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 %lie BackOfQ(50%),veh/ln 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 16.9 9.2 LnGrp LOS A B A 0.0 9.6 9.2 A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS 917 520 16.9 9.2 A 760 9.5 A Phs Duration (G+Y+Rc), s 20.0 ;. Change Period (Y+Rc), s 4.0 Max Green Setting (Gmax), s 16.0. Max Q Clear Time (g_c+11), s 6.1 GreenExt Time (p_c), s - 2.4 520 0 580 180 1777 0 1728 1585 4.1 0.0 4.8 3.1 4.1 0.0 4.8 3.1 0.00 1.00 1.00 1421 0 1382 634 0.37 0.00 0.42 0.28 1421 0 1382 634 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 8.4 0.0 8.7 8.1 0.7 0.0 0.9 1.1 0.0 0.0 0.0 0.0 1 0.0 1.5 1.0 .3 20.0 4.0 16.0 11.8 2.3 20.0 4.0 16.0 6.8 2.1 HCM 6th Ctrl Delay HCM 6th LOS Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 3 HCM 6th Signalized Intersection Summary 22: S 129th St & Martin Luther King Jr Way S 03/06/2025 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h c 111 111 t 68 84 156 195 164 126 142 1851 44 112 913 87 68 84 156 195 164 126 142 1851 44 112 913 87 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No 1870 1870 1870 1870 1870 1870 1870 1870 : 1870 1870 1870 1870 74 91 170 212 178 137 154 2012 0 122 992 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 539 233 436 503 748 634 275 1421 180 1421 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.40 0.40 0.00 1065 584 1090 1118 1870 1585 568 ; 3647 0 213 3647 0 Grp Volume(v), veh/h 74 0 261 212 178 137 154 2012 0 122 992 0 Grp Sat:Flow(s),veh/h/ln 1065 0 1674. 1118 1870 1585 568 1777 0 213 1777 0 Q Serve(g_s), s 2.0 0.0 4.4 6.7 2.5 2.3 6.7 16.0 0.0 0.0 9.3 0.0 Cycle Q Clear(g_c), s 4.5 0.0 4.4 11.1 2.5 2.3 16.0 16:0 0.0 16.0 9.3 0.0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c) veh/h 539 0 670 503 748 634 275 1421 180 1421 V/C Ratio(X) 0.14 0.00 0.39 0.42 0.24 0.22 0.56 1.42 0.68 0.70 Avail Cap(c a), veh/h 539 0 670 503 748 634 275 1421 180 1421 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(t) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 ` 1.00 1.00 0.00 Uniform Delay (d), s/veh 9.5 0.0 8.5 12.5 8.0 7.9 17.9 12.0 0.0 20.0 10.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.7 2.6 0.7 0.8 8.0 191.2 0.0 18.6 2.9 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 0.0 1.5 1.7 0.9 0.7 1.9 ` 42.2 0.0 1..9 3.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.0 0.0 10.2 15.0 8.7 LnGrp LOS A A BB A 8.7 A 2 203.2 F 0.0. 8.6 D 12.9 B 0.0 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 335 10.2 527 11.2 B.: 2166 A 1114 190.6 F 15.7 B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 6.5 20.0 4.0 16.0 18.0 0.0 20.0 4.0 16.0 13.1 0.7 HCM 6th Ctrl Delay HCM 6th LOS F Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 4 HCM 6th TWSC 7: S 115th St & E Marginal Way S 03/06/2025 Int Delay, s/veh Lane Configurations 3.4 1' Traffic Vol, vehlh 10 76 328 167 305 604 Future Vol, veh/h 10 76 328 167 305 604 Conflicting Peds, #/hr 0 0 00 0 ::. 0 Sign Control Stop Stop Free Free Free Free RT Channelized - ` None None - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, % 0 - 0 Peak Hour Factor 92 92 92 Heavy Vehicles, % 2 2 2 Mvmt Flow 11 83 357 - - 0 92 92 92 2 2 2 182 332 657 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 62 611. Mov Cap-2 Maneuver 62 Stage 1 Stage 2 Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 1769 448 448 1321 6.42 6.22 5.42 - 5.42 3.518 3.318 92 611 644 - 249 644 169 539 4.12 - 2.218 1029 1029 01 1029 - 0.311 0.322 22.3 10.2 C B 1.4 Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 1 HCM 6th TWSC 14: Interurban Ave S & Gateway Dr N 03/06/2025 Int Delay, s/veh 2.2 Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length 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 Myatt Flow 84 50 45 603 351 26 r 44 +t 77 46 41 555 323 24 77 46 41 555 323 24 0 0 0 0 0 0 Stop Stop Free Free Free Free None None None 0 0 500 ` Conflicting Flow All 756 Stage 1 364 - Stage 2 392 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - Critical.Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 344 821 1178 Stage 1 673 - - Stage 2 ; 652 Platoon blocked, % - Mov Cap-1 Maneuver 331 821 1178 Mov Cap-2 Maneuver 331 - - Stage 1 647 Stage 2 652 - - T Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile (veh) 331 821 ` 1178 - 0.253 0.061 0.038 19.5 9.7 8.2 C A A 1 0.2 0.1 TiViNV Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 2 HCM 6th TWSC 18: Interurban Ave S & 1-5 On Ramp 03/06/2025 Int Delay, s/veh 0.5 Lane Configurations]44) Traffic Vol, vehlh 0 0 4 0 0 0 88 1270 21 Future Vol, veh/h 0 0 4 0 0 0 88 1270 21 Conflicting Peds, #/hr 0 :;0 0 0 _ 0 0 0 . 0 0 Sign Control Stop Stop Stop Free Free Free Free Free Free RT Channelized - None None None Storage Length 0 - 200 Veh in Median Storag Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 0 - - 0 - - 0 - 92 92 92 92 92 92 92 92 92 2 2 2 2 2 2 2 2 2 0 0 4 0 0 0 96 1380 23 0 HCM Control Delay, s HCM LOS Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) - 702 6.94 - 3.32 0 381 0 0 381 0 0 521 4.14 2.22 1 041 1041 0 14 r 0 , 479 ' 580 0 479 580 0 0 0 Free Free Free Free 200 92 2 0 0 - 92 92 2 2 521 ' 630 0 B Future 2045 Alt 4 6:21 pm 03/06/2025 Synchro 11 Report Page 3