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HomeMy WebLinkAboutRS_Final Transportation Impact Study_Boeing Apron E_-200918_v4.pdfTransportation Impact Analysis BOEING RENTON APRON E Prepared for: The Boeing Company September 2020 Prepared by: 12131 113th Avenue NE, Suite 203 Kirkland, WA 98034-7120 Phone: 425-821-3665 www.transpogroup.com 1.19122.00 © 2020 Transpo Group Transportation Impact Analysis Boeing Renton Apron E September 2020 i Table of Contents Chapter 1. Introduction............................................................................................................ 1 Project Description ................................................................................................................. 1 Study Scope ........................................................................................................................... 1 Chapter 2. Parking Code Analysis ......................................................................................... 6 Chapter 3. Parking Utilization ................................................................................................. 9 Existing Parking Conditions ................................................................................................... 9 Future Parking Conditions ................................................................................................... 10 Chapter 4. Operations and Access ...................................................................................... 13 Existing and Future (2023) Without-Project Conditions....................................................... 13 Project Impacts .................................................................................................................... 17 Chapter 5. Recommendations .............................................................................................. 22 Chapter 6. Summary of Findings .......................................................................................... 23 Appendix Appendix A: Traffic Counts Appendix B: LOS Definitions Appendix C: LOS Worksheets Figures Figure 1. Site Vicinity .......................................................................................................... 3 Figure 2. Preliminary Site Plan ........................................................................................... 4 Figure 3. Study Intersections & Observed Parking Areas .................................................. 5 Figure 4. Code Required Parking Areas ............................................................................. 8 Figure 5. Off-Site Parking ................................................................................................. 10 Figure 6. Existing Pedestrian Facilities ............................................................................. 12 Figure 7. Existing Weekday Peak Hour Traffic Volumes .................................................. 14 Figure 8. Future (2023) Without-Project Weekday Peak Hour Traffic Volumes ............... 15 Figure 9. Weekday Peak Hour Traffic Shifts .................................................................... 18 Figure 10. Future (2023) With-Project Weekday Peak Hour Traffic Volumes .................... 19 Tables Table 1. Code Required Parking ....................................................................................... 6 Table 2. Existing Parking Supply Summary ...................................................................... 7 Table 3. Peak Period Observed Parking ........................................................................... 9 Table 4. Peak Period Parking Demand & Utilization Without-Project ............................. 11 Table 5. Peak Period Parking Demand & Utilization With-Project .................................. 11 Table 6. Existing & Future Without-Project Weekday Peak Hour Intersection LOS Summary ........................................................................................................... 16 Table 7. Future Weekday Peak Hour Intersection LOS Summary ................................. 20 Transportation Impact Analysis Boeing Renton Apron E September 2020 1 Chapter 1. Introduction The purpose of this transportation impact analysis (TIA) is to identify potential transportation- related impacts to the surrounding street network associated with the proposed Apron E development on the Boeing Campus in Renton, WA. No new employment levels are anticipated as a result of the proposed project; instead, current employees would shift from other areas to Apron E. As described in the following report, the Apron E project is proposed on an existing parking lot resulting in additional shifts in traffic to other parking lots on campus. Impacts of the proposed project are identified by comparing intersection operations before and after shifts in traffic as a result of the proposed project and an evaluation of the on-campus parking utilization. As necessary mitigation measures were identified that would offset or reduce transportation related impacts. Since the time this study was initiated, reductions in production and staffing levels have been made at the Boeing Renton facility and are projected through completion of the proposed Apron E development. The reductions in employment and production are anticipated to be 15 percent and 40 percent, respectively. These changes further reduce peak parking demand and traffic volumes on the campus. This updated report addresses comments from the City of Renton regarding the assumed parking supply, inclusive of off-site lots; specifically, Lot 10. To address this comment, the following analysis presents a parking analysis without the continued use of Lot 10. It also reflects a reduction in anticipated parking demand as referenced above. Intersection volumes are difficult to differentiate between Boeing and general background traffic; therefore, the traffic volumes estimates were not reduced by 15 percent. Project Description The proposed Apron E project would create three new production stalls and a new paint hangar, located east of the existing Apron D hanger, encompassing the entirety of the S1 parking lot. The S1 parking lot is located on the southwest corner of the Logan Avenue N/N 6th Street intersection and currently includes 976 parking stalls. The site vicinity is shown on Figure 1. This analysis addresses the impacts associated with the changes to lot S1 only as no changes to the to the fire station are included in this proposal. As part of the Apron E project, an additional paint hangar will be constructed. No increase in employment is anticipated as a result of the proposed project, conversely, a decrease in employment and production is anticipated site-wide, employees would be shifted to the paint hanger from other facilities on campus. A preliminary site plan is shown on Figure 2. The proposed Apron E hangar is anticipated to be constructed and occupied by 2023. Study Scope This report documents the potential impacts associated with the development of Apron E, the reduction in the campus wide parking supply, and displacement of peak parking demand within the S1 parking lot to other lots in the area. Peak parking displaced as part of the proposed project would be shifted to other parking lots on the Boeing Campus. Parking spaces on the Boeing campus are organized in a tiered system and includes vanpool/carpool spaces, service vehicle parking, and ADA parking stalls. This parking demand study focuses only on the general-purpose parking lots as that is the only category of parking to be displaced as part of the S1 proposal. The parking utilization survey was conducted during the following intervals: · 7:00 AM – 1: 00 PM in 1-hour intervals Transportation Impact Analysis Boeing Renton Apron E September 2020 2 · 1:00 PM – 3:00 PM in 30-minute intervals · 3:00 PM – 6:00 PM in 1-hour intervals Based on current shift schedules on site, the traffic analysis focuses on the AM (6:00 to 9:00) and PM (4:00 to 6:00) peak commute periods. Considering anticipated localized trip distribution patterns associated with the displaced parking the study area includes the following intersections: 1. Logan Avenue N/N 8th Street 7. Garden Avenue N/N 6th Street 2. Park Avenue N/N 8th Street 8. Logan Avenue N/Lot S1/E7 North Access 3. Garden Avenue N/N 8th Street 9. Logan Avenue N/Lot S1/E7 South Access 4. Internal Road/N 6th Street 10. Park Avenue N/N 5th Street 5. Logan Avenue N/N 6th Street 11. Garden Avenue N/N 5th Street 6. Park Avenue N/N 6th Street The study area and parking lots included in the demand study are shown on Figure 3. Additionally, the Boeing lease on Lot 10 was terminated in January 2020. As a result, demand observed in the lot was shifted to other lots and the supply was removed from overall calculations in the subsequent sections. The analysis also includes a review of the parking code requirements, parking utilization, and traffic operations and access. Future (2023) with-project conditions were evaluated by shifting traffic associated with Lot S1 to other parking lots on campus and added to future without- project volumes. The with-project conditions are compared to future without-project conditions to identify the potential impacts of the proposed project on the surrounding intersections. Site VicinityBoeing Renton Apron EFIGURE1 Dec 11, 2019 - 8:29am jonathans M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Site VicinityXStudy IntersectionLEGENDParking AreaProposedApron E(Lot S1) Preliminary Site PlanBoeing Renton Apron EFIGURE2 Dec 18, 2019 - 1:20pm jonathans M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Site Plan Study Intersections & Observed Parking AreasBoeing Renton Apron EFIGURE3 Dec 13, 2019 - 7:14am Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Study Area_S11XStudy IntersectionLEGENDParking AreaLot S1Lot E6Garage10-20Lot E5Lot E4Lot 10Garage10-18Lot E1LotE2Garage10-16Lot E7Lot E3Lot S3Lot S2101167895423 Transportation Impact Analysis Boeing Renton Apron E September 2020 6 Chapter 2. Parking Code Analysis The following sections summarize the code required parking and available parking supply under with-project conditions without inclusion of Lot 10. Code required parking for the Renton Boeing site was calculated based on rates provided in Renton City Code (RCC) 4-4-080-d and the different land uses on-site. Table 1 provides a summary of the with-project code required parking for the Boeing Renton site. Table 1. Code Required Parking Land Use Minimum Code Required Parking Maximum Code Required Parking Total Existing Building Area (sf) Proposed Apron E (sf) Total Building Area (sf) Minimum Code Required Parking Supply Maximum Code Allowed Parking Supply Medical & Airplane Hanger Office 5 stalls/1,000 sf 5 stalls/1,000 sf 10,477 12,653 sf 23,130 115 stalls 115 stalls General Office 2 stalls/1,000 sf 4.5 stalls/1,000 sf 1,428,984 0 sf 1,428,984 2,858 stalls 6,430 stalls Retail 2.5 stalls/1,000 sf 2.5 stalls/1,000 sf 2,168 0 sf 2,168 5 stalls 5 stalls Airplane Hanger 0 stalls 0 stalls 47,176 55,698 sf 102,874 0 stalls 0 stalls Manufacturing Lab/Test 1 stall/1,000 sf 1.5 stall/1,000 sf 2,733,384 40,893 sf 2,774,227 2,774 stalls 4,161 stalls Warehouse & Storage 1 stall/1,500 sf 1 stall/1,500 sf 43,618 0 sf 43,618 30 stalls 30 stalls Total - - 4,265,807 109,244 4,375,001 5,782 stalls 10,741 stalls Notes: sf = square feet As shown in Table 1, the minimum number of code required parking stalls with completion of the proposed Apron E project is approximately 5,782 stalls with a maximum of 10,741 stalls allowed by code. The code required parking areas are shown on Figure 4. As discussed previously, parking spaces on the Boeing campus are organized in a tiered system and also include vanpool/carpool, service vehicle parking, and ADA parking stalls. Table 2 provides a summary of the existing parking between general-purpose and Tier 1 stalls. Transportation Impact Analysis Boeing Renton Apron E September 2020 7 Table 2. Existing Parking Supply Summary Lot General-Purpose Tier 1 Total S1 976 - 976 S2 277 206 483 S3 390 403 793 S5 - 193 193 S6 - 371 371 S7 - 88 88 E1 275 - 275 E2 64 - 64 E3 215 - 215 E4 264 - 264 E5 - - - E6 413 - 413 E7 313 - 313 Garage 10-20 543 - 543 Garage 10-18 1,053 - 1,053 Garage 10-16 782 - 782 Total 5,565 1,261 6,826 Source: Transpo Group. As shown in Table 2, with consideration of general-purpose and Tier 1 parking the site meets minimum code parking requirements. The site would continue to meet minimum code required parking with consideration of the proposed project which would reduce the parking supply by 976 stalls to 5,850 stalls. Code Required Parking AreasBoeing Renton Apron EFIGURE4 Dec 16, 2019 - 7:57am jonathans M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Code Parking AreasLEGENDGeneral-Purpose ParkingAreaApron ELot E6Garage10-20Lot E5Lot E4Garage10-18Lot E1LotE2Garage10-16Lot E7Lot E3Lot S2Lot S6Lot S5Lot S7Tier 1 Parking AreaLot S3 Transportation Impact Analysis Boeing Renton Apron E September 2020 9 Chapter 3. Parking Utilization This section analyzes the parking on-site by first looking at existing parking conditions, and then how parking would change with the completion of the proposed project. Existing Parking Conditions The following sections review existing parking condition on-site and in the vicinity of the Boeing Renton campus. On-Site Parking Parking supply and demand counts were collected at the 14 parking lots shown on Figure 3. It is the intention of the displaced parking in lot S1 to be accommodated within like type parking in other lots on the Boeing site. The following tables focus on general-purpose only as that is the designation of the S1 parking. As discussed previously, reductions in production and staffing levels are being implemented, increased employees are anticipated to continue telecommuting once office begin to open, and adjustments to when shift changes occur are being made. Reductions in employment and production are anticipated to be 15 percent and 40 percent, respectively. A 15 percent reduction was applied to the existing observed demand to account for the reductions in production and employment levels. Given the increased telecommuting and adjustments to shift changes, the 15 percent should be considered conservative. Based on the parking counts and application of the 15 percent reduction, the peak parking demand of the S1 lot was observed during the 1:00 to 2:00 p.m. with a demand of 769 stalls during the 1:00 to 1:30 p.m. count and 796 stalls during the 1:30 to 2:00 p.m. count. Table 3 provides a summary of the observed parking supply and demand during the 1:00 to 2:00 p.m. time period, utilization, and the number of available stalls. Table 3. Peak Period Observed Parking Lot Existing General- Purpose Supply 1:00 – 1:30 p.m. Count Period 1:30 – 2:00 p.m. Count Period Parking Demand Utilization Available Supply Parking Demand Utilization Available Supply S1 976 769 79% 207 796 82% 180 S2 277 235 85% 42 232 84% 45 S3 390 332 85% 58 295 76% 95 E1 275 65 24% 210 63 23% 212 E2 64 7 11% 57 7 11% 57 E3 215 162 75% 53 160 74% 55 E4 264 220 83% 44 220 83% 44 E5 - - - - - - - E6 413 350 85% 63 350 85% 63 E7 313 106 34% 207 116 37% 197 Lot 10 675 441 65% 234 453 67% 222 Garage 10-20 543 363 67% 180 343 63% 200 Garage 10-18 1053 354 34% 699 353 34% 700 Garage 10-16 782 588 75% 194 568 73% 214 Total 6,240 3,992 64% 2,248 3,956 63% 2,284 Source: Transpo Group. Transportation Impact Analysis Boeing Renton Apron E September 2020 10 As shown in Table 3, there are approximately 6,240 general-purpose parking stalls. After application of the 15 percent reduction, the site is currently operating at an overall utilization of 64 percent during the 1:00 to 1:30 p.m. period and 63 percent during the 1:30 to 2:00 p.m. period. Off-Site Parking Off-site parking is available in the vicinity of the Boeing Renton Campus in the form of on- street and off-street commercial parking at the Landing. A surface parking lot is available for the commercial uses at The Landing. On-street parking is available in the residential neighborhood roughly bound by N 6th Street to the north, Logan Avenue N to the west, N 3rd Street to the south, and Park Avenue N to the east. On- and off-street parking in the area is shown on Figure 5. Figure 5. Off-Site Parking As shown in Figure 5, near the site either parking isn’t allowed on-street or is 2-hour time limited between 8 AM and 6 PM. These time limits prohibit long-term use during the day. Further from the site on-street parking is not restricted. Future Parking Conditions The following sections summarize the future without and with-project parking conditions on campus. Transportation Impact Analysis Boeing Renton Apron E September 2020 11 Without-Project As discussed previously, under future without-project conditions the lease on Lot 10 was terminated resulting in a decrease in the parking supply of approximately 675 stalls. With the termination of the Lot 10 lease, the parking demand would be reallocated to other general- purpose parking lots on campus. Table 4 provides a summary of the peak parking demand and utilization under without-project conditions. Table 4. Peak Period Parking Demand & Utilization Without-Project Time of Day General-Purpose Parking Supply Parking Demand Utilization 1:00 – 1:30 p.m. 5,565 3,992 72% 1:30 – 2:00 p.m. 5,565 3,956 71% Source: Transpo Group. As shown in Table 4, under future without-project conditions, campus wide general-purpose parking utilization is anticipated to be 72 percent during the 1:00 to 1:30 p.m. period and 71 percent during the 1:30 to 2:00 p.m. period. With-Project As discussed previously, the proposed Apron E project would create three new production stalls and a new paint hangar, located east of the existing Apron D hanger, encompassing the entirety of the S1 parking lot. The S1 parking lot currently includes 976 parking stalls. People currently utilizing the S1 lot are anticipated to shift to other lots on campus. As shown in Figure 6 the other lots are well connected with sidewalk/walkway or covered walkways, and marked crosswalk facilities. As noted earlier, no increase in employment is anticipated as a result of the proposed project, actually a decrease in employment and production is anticipated site-wide, employees would be shifted to Apron E from other facilities on campus. The proposed project would provide 45 parking stalls. Table 5 provides a summary of the peak parking demand and utilization under with-project conditions. Table 5. Peak Period Parking Demand & Utilization With-Project Time of Day General-Purpose Parking Supply Apron E Parking Supply Total Parking Supply Parking Demand Utilization 1:00 – 1:30 p.m. 4,589 45 4,634 3,992 86% 1:30 – 2:00 p.m. 4,589 45 4,634 3,956 85% Source: Transpo Group. As shown in Table 5, with completion of the proposed project overall general-purpose utilization is anticipated to be 86 percent during the 1:00 to 1:30 p.m. period and 85 percent during the 1:30 to 2:00 p.m. period. Typically, for a parking lot, industry standard would target 85 to 90 percent parking utilization. A utilization of 85 to 90 percent allows for some open spaces for people searching for parking. At 86 percent utilization, enough parking is available that off-site impacts are unlikely. As such, no parking mitigation is required; however, a plan has been developed to monitor the site-wide general-purpose parking utilization. The monitoring plan is discussed in a subsequent section on Page 22. Existing Pedestrian FacilitiesBoeing Renton Apron EFIGURE6 Aug 18, 2020 - 2:57pm Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Ex Ped Facilities.dwg Layout: L1Apron ELot E6Garage10-20Lot E5Lot E4Garage10-18Lot E1LotE2Garage10-16Lot E7Lot E3Lot S2Lot S3Apron ESidewalk/WalkwayLEGENDCovered WalkwayMarked CrosswalkSignalizedIntersection Transportation Impact Analysis Boeing Renton Apron E September 2020 13 Chapter 4. Operations and Access This section of the report documents project-generated impacts on the surrounding roadway network and at the study intersections. First, existing and future without-project conditions are described. Next, future with-project volumes are projected and potential impact to traffic volumes and traffic operations are identified. Existing and Future (2023) Without-Project Conditions This section describes both existing and future (2023) without-project conditions within the identified study area. Traffic Volumes The following sections document traffic volumes used in the existing and future (2023) without-project operations analyses. Existing Volumes Weekday AM and PM peak hour traffic counts were collected at the study intersections in April 2019. For purposes of equally redistributing AM and PM peak hour volumes at the S1 driveways through the study area, a consistent system-wide peak hour was utilized at the study intersections. Figure 7 illustrates the existing weekday AM and PM peak hour traffic volumes at the study intersections. The detailed traffic counts are provided in Appendix A. Future Without-Project Volumes Future (2023) without-project traffic volumes were forecasted by applying an average annual growth rate to existing traffic volumes and traffic from previously approved “pipeline” development projects that would contribute traffic to study intersections. An annual growth rate of three percent per year was applied to the existing AM and PM peak hour traffic volumes along public roadways. A growth rate was not applied to turning movements to/from private driveways along N 6th Street and Logan Avenue N. Growth at private driveways was accounted for in traffic shifts associated with the closure of the S1 parking lot. The three percent growth rate is consistent with previously approved traffic studies. Traffic from one pipeline project in the project vicinity was also included in the future without-project volume forecasts and include: · TopGolf Facility: The proposed project includes 102 golf driving range bays, a 220- room hotel, and a 3,400-square foot (sf) restaurant space. Future (2023) without-project weekday peak hour traffic volumes are shown on Figure 8. Existing Weekday Peak Hour Traffic VolumesBoeing Renton Apron EFIGURE7 Aug 18, 2020 - 2:49pm Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Existing1234567891011Logan Ave NN 8th St(5) 31(16) 34(15) 16(19) 6740(633)(79) 89(43) 73(18) 4(18) 53(3) 16(549)612(26) 8(10) 56(71) 71(15) 17(12) 21386(377)(143) 65(49) 80(64) 77(14) 59(30) 88(155)261(7) 37Park Ave NN 8th StGarden Ave NN 8th St (232) 210(19) 12(6) 16 (103) 248(152) 39(126) 190 Boeing RdN 6th St(6) 3(20) 31(1) 4(3) 611(14)(4) 17(11) 3(27) 26(67) 11(22) 98(8)3(1) 2Logan Ave NN 6th St(0) 15(12) 35(31) 99(63) 28806(720)(263) 217(21) 110(25) 7(11) 14(9) 8(566)690(16) 9Park Ave NN 6th St(88) 209(86) 104(24) 140(86) 18260(455)(14) 6(8) 16(25) 21(6) 2(16) 6(126)429(55) 28Garden Ave NN 6th St(72) 86(5) 2(42) 22(18) 871(95)(4) 0(0) 0(4) 3(5) 1(0) 0(56)86(9) 28Logan Ave NS1/E7 DW (North)(0) 0 (3) 11(0) 01,032(1,039)(10) 0(0) 0 (2) 1(0) 0(607)888(15) 9Park Ave NN 5th St(19) 17(6) 7(10) 14(6) 2(602)(29) 14(3) 42(0) 1(4) 5(3) 3(143)480(2) 15Garden Ave NN 5th St(8) 6 (0) 22(2) 2(134) (14)139(5) 11123456781011       1                                N 8TH STLOGAN AVE NN 6TH STPARK AVE NGARDEN AVE NBURNETT AVE NWILLIAMS AVE NWELLS AVE NPELLY AVE NN 5TH STN 4TH STSOUTHPORT DR NN 10TH STXStudy IntersectionX Weekday PM PeakHour Traffic VolumesLEGEND(X)Weekday AM PeakHour Traffic Volumes24623Logan Ave NS1/E7 DW (South)(0) 3(0) 0(1) 51(55) 6(1,046)(3) 0(0) 1(0) 0(0) 1(2) 2(604)894(5) 31,0659     Boeing Renton Apron EFIGURE8 Aug 18, 2020 - 2:51pm Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Baseline1234567891011Logan Ave NN 8th St(6) 35(18) 38(17) 18(21) 7888(732)(89) 100(48) 82(20) 5(20) 60(3) 18(630)716(29) 9(11) 63(80) 80(17) 19(14) 24434(424)(161) 73(79) 144(72) 87(16) 66(34) 99(182)312(8) 42Park Ave NN 8th StGarden Ave NN 8th St (261) 236(21) 14(7) 18 (116) 279(171) 44(166) 268 Boeing RdN 6th St(7) 3(23) 35(1) 4(3) 611(14)(4) 17(11) 3(30) 29(75) 12(25) 110(8)3(1) 2Logan Ave NN 6th St(0) 17(14) 39(35) 111(71) 32988(846)(296) 244(24) 124(28) 8(12) 16(10) 9(649)808(18) 10Park Ave NN 6th St(95) 232(101) 120(27) 158(97) 20293(510)(18) 7(9) 22(30) 24(7) 2(18) 7(167)550(60) 32Garden Ave NN 6th St(87) 100(6) 2(47) 25(20) 980(107)(5) 0(0) 0(5) 3(6) 1(0) 0(63)97(12) 36Logan Ave NS1/E7 DW (North)(0) 0 (3) 11(0) 01,243(1,205)(10) 0(0) 0 (2) 1(0) 0(695)1,030(15) 9Park Ave NN 5th St(21) 19(7) 8(11) 16(7) 2(678)(33) 16(3) 47(0) 1(5) 6(3) 3(186)611(2) 17Garden Ave NN 5th St(9) 7 (0) 25(2) 2(151) (16)156(6) 12123456781011       1                                N 8TH STLOGAN AVE NN 6TH STPARK AVE NGARDEN AVE NFuture (2023) Without-Project Weekday Peak Hour Traffic VolumesBURNETT AVE NWILLIAMS AVE NWELLS AVE NPELLY AVE NN 5TH STN 4TH STSOUTHPORT DR NN 10TH STXStudy IntersectionX Weekday PM PeakHour Traffic VolumesLEGEND(X)Weekday AM PeakHour Traffic Volumes27726Logan Ave NS1/E7 DW (South)(0) 3(0) 0(1) 51(55) 6(1,213)(3) 0(0) 1(0) 0(0) 1(2) 2(692)1,037(5) 31,2809     Transportation Impact Analysis Boeing Renton Apron E September 2020 16 Traffic Operations The operational characteristics of an intersection are determined by calculating the intersection level of service (LOS). At side-street stop-controlled intersections, LOS is measured in average delay per vehicle during the peak hour of traffic and is reported for the worst operating approach of the intersection. At signalized intersections, LOS is measured in average control delay per vehicle and is typically reported using the intersection delay. Traffic operations for an intersection can be described alphabetically with a range of levels of service (LOS A through F), with LOS A indicating free-flowing traffic and LOS F indicating extreme congestion and long vehicle delays. Appendix B contains a detailed explanation of LOS criteria and definitions. Weekday AM and PM peak hour traffic operations for existing and future without-project conditions were evaluated at the study intersections based on the procedures identified in the Highway Capacity Manual (HCM) 6th Edition and were evaluated using the Synchro 10 software program. Pedestrian and bicycle volumes were taken into account when evaluating intersection operations. The intersection operations are summarized in Table 6. Detailed LOS worksheets for each intersection analysis are included in Appendix C. Table 6. Existing & Future Without-Project Weekday Peak Hour Intersection LOS Summary Existing 2023 Without-Project Intersection LOS1 Delay2 WM3 LOS Delay WM AM Peak Hour 1. Logan Avenue N/N 8th Street B 16 - B 18 - 2. Park Avenue N/N 8th Street B 18 - B 19 - 3. Garden Avenue N/N 8th Street A 6 - A 6 - 4. Lot S6 Access/Internal Road B 12 NBL B 12 NBL 5. Logan Avenue N/N 6th Street B 19 - C 22 - 6. Park Avenue/N 6th Street B 20 - B 20 - 7. Garden Avenue N/N 6th Street A 9 - A 9 - 8. Logan Avenue N/Lot S1/E7 Access North B 14 WB C 15 WB 9. Logan Avenue N/Lot S1/E7 Access South B 11 SBL B 12 SBL 10. Park Avenue N/N 5th Street C 18 WBL C 20 WBL 11. Garden Avenue N/N 5th Street A 10 EBL B 10 EB PM Peak Hour 1. Logan Avenue N/N 8th Street C 22 - C 31 - 2. Park Avenue N/N 8th Street C 27 - C 28 - 3. Garden Avenue N/N 8th Street A 8 - A 8 - 4. Lot S6 Access/Internal Road B 11 SBL B 12 SBL 5. Logan Avenue N/N 6th Street C 27 - D 46 - 6. Park Avenue/N 6th Street C 34 - D 38 - 7. Garden Avenue N/N 6th Street A 9 - A 9 - 8. Logan Avenue N/Lot S1/E7 Access North C 19 WB C 23 WB 9. Logan Avenue N/Lot S1/E7 Access South E 41 WB F 66 WB 10. Park Avenue N/N 5th Street C 15 EB C 19 EB 11. Garden Avenue N/N 5th Street B 11 EB B 11 EBL 1. Level of Service (A – F) as defined by the Highway Capacity Manual (TRB, 2016) 2. Average delay per vehicle in seconds. 3. Worst movement reported for unsignalized intersections. As shown in Table 6, the study intersections currently operate at LOS C or better during the weekday AM and PM peak hour with the exception of the Logan Avenue N/Lot S1/E7 South Transportation Impact Analysis Boeing Renton Apron E September 2020 17 Access driveway. The Logan Avenue N/Lot S1/E7 South Access driveway currently operates at LOS E during the PM peak hour. After accounting for increases in background traffic growth, the study intersections are forecast to operate at LOS D or better under future without-project conditions with the exception of the Logan Avenue N/Lot S1/E7 South Access, which degrades to LOS F with an increase in delay of 25 seconds. Project Impacts This section documents the proposed project’s impacts on the surrounding street system and identifies potential mitigation measures if necessary. As discussed previously, since the time this study was initiated, reductions in production and staffing levels have been made at the Boeing Renton facility and are projected through completion of the proposed Apron E development. Additionally, as a result of the pandemic, more employees are anticipated to continue telecommuting following the reopening of offices and adjustments to when shift changes occur are being made to reduce mass gatherings. These changes further reduce peak parking demand and traffic volumes on the campus. Traffic data collected in April 2019 were not reduced by 15 percent consistent with the parking analysis. Intersection volumes are difficult to differentiate between Boeing and general background traffic; therefore, the following traffic volumes estimates and resulting traffic operations should be considered conservative. Traffic Volume Shifts With the displacement of parking on lot S1, travel volumes at the intersections in the area will change accordingly. Figure 9 summarizes the trip assignment that reflects the peak hour shift in traffic associated with the displacement of traffic from lot S1 to the surrounding lots. Future with-project volumes were estimated by adding shifts associated with the AM and PM peak volumes at the S1 parking lot to the future without project volumes. Future (2023) with- project weekday peak hour traffic volumes are shown on Figure 10. Weekday Peak Hour Traffic ShiftsBoeing Renton ApronFIGURE9 Aug 18, 2020 - 2:52pm Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: Project Trips1234567891011N 8TH STLOGAN AVE NN 6TH STPARK AVE NGARDEN AVE NBURNETT AVE NWILLIAMS AVE NWELLS AVE NPELLY AVE NN 5TH STN 4TH STSOUTHPORT DR NN 10TH STLogan Ave NN 8th St(-3) -5(-11) -6 (3) 5 (-20)-12 (-11) -6 (3) 5 (11) 6 (20)12 Park Ave NN 8th StGarden Ave NN 8th St Boeing RdN 6th St (1) 4(-1) -4(-3) -6-11(-14)(-4) -17(-11) -3(3) 6 (8) 3(-8)-3 Logan Ave NN 6th St (5) 7-17(-11) (31)38(3) 3 (-20)-12 Park Ave NN 6th St(18) 4 (7) 3 2(12) 1029Garden Ave NN 6th St (9) 10 Logan Ave NS1/E7 DW (North) (-3) -11 (20) (-5)18(-15) -9Park Ave NN 5th St (10) 10 Garden Ave NN 5th St (10) 18 123456781011                                     2 Logan Ave NS1/E7 DW (South)-3 (-1) -51(-55) -6(20)(15) 4(4) 13 3 (-3)10(-5) -3 9    XStudy IntersectionX Weekday PM PeakHour Project TripsLEGEND(X)Weekday AM PeakHour Project Trips Future (2023) With-Project Weekday Peak Hour Traffic VolumesBoeing Renton Apron EFIGURE10 Aug 18, 2020 - 2:54pm Jessical M:\19\1.19122.00 - Boeing Renton Apron E and Fire Station T\Graphics\DWG\Scoping Figures_v2017.dwg Layout: With Project1234567891011Logan Ave NN 8th St(3) 30(7) 32(17) 18(21) 7888(732)(89) 100(48) 82(20) 5(23) 65(3) 18(610)704(29) 9(11) 63(69) 74(17) 19(17) 29434(424)(172) 79(79) 144(72) 87(16) 66(34) 99(202)324(8) 42Park Ave NN 8th StGarden Ave NN 8th St (261) 236(21) 14(7) 18 (116) 279(171) 44(166) 268 Boeing RdN 6th St(7) 3(24) 39 (33) 35(75) 12(33) 113 (1) 2Logan Ave NN 6th St17(19) 46(35) 94(60) 32988(846)(327) 244(24) 162(31) 11(12) 16(10) 9(629)796(18) 10Park Ave NN 6th St(113) 236(101) 120(34) 161(97) 20295(522)(18) 7(9) 22(30) 24(7) 2(18) 7(167)560(60) 61Garden Ave NN 6th St(87) 100(6) 2(47) 25(20) 980(116)(5) (5) 3(6) 1 (63)107(12) 36Logan Ave NS1/E7 DW (North) 1,243(1,225)(10) (2) 1 (690)1,048 Park Ave NN 5th St(21) 19(7) 8(11) 16(7) 2(688)(33) 16(3) 471(5) 6(3) 3(186)621(2) 17Garden Ave NN 5th St(9) 7 25(2) 2(161) (16)174(6) 12123456781011       1                                N 8TH STLOGAN AVE NN 6TH STPARK AVE NGARDEN AVE NBURNETT AVE NWILLIAMS AVE NWELLS AVE NPELLY AVE NN 5TH STN 4TH STSOUTHPORT DR NN 10TH STXStudy IntersectionX Weekday PM PeakHour Traffic VolumesLEGEND(X)Weekday AM PeakHour Traffic Volumes27926Logan Ave NS1/E7 DW (South)(1,233)(18) 4(4) 144(2) 2(689)1,0471,2809   Transportation Impact Analysis Boeing Renton Apron E September 2020 20 Future With-Project Traffic Operations An intersection level of service analysis was conducted in the study area to evaluate the future 2023 conditions with the development of the project. Project impacts are determined by comparing future (2023) with-project conditions to without-project conditions. Intersection LOS were calculated at the study intersections using the LOS methodology described previously. Table 7 provides a comparison between the 2023 with and without project conditions. Detailed LOS worksheets are provided in Appendix C. Table 7. Future Weekday Peak Hour Intersection LOS Summary 2023 Without-Project 2023 With-Project Intersection LOS Delay WM LOS Delay WM AM Peak Hour 1. Logan Avenue N/N 8th Street B 18 - B 17 - 2. Park Avenue N/N 8th Street B 19 - B 18 - 3. Garden Avenue N/N 8th Street A 6 - A 6 - 4. Lot S6 Access/Internal Road B 12 NBL B 10 SBL 5. Logan Avenue N/N 6th Street C 22 - C 22 - 6. Park Avenue/N 6th Street B 20 - C 21 - 7. Garden Avenue N/N 6th Street A 9 - A 9 - 8. Logan Avenue N/Lot S1/E7 Access North C 15 WB C 16 WB 9. Logan Avenue N/Lot S1/E7 Access South B 12 SBL D 26 WB 10. Park Avenue N/N 5th Street C 20 WBL C 20 WBL 11. Garden Avenue N/N 5th Street B 10 EB B 10 EB PM Peak Hour 1. Logan Avenue N/N 8th Street C 31 - C 30 - 2. Park Avenue N/N 8th Street C 28 - C 28 - 3. Garden Avenue N/N 8th Street A 8 - A 8 - 4. Lot S6 Access/Internal Road B 12 SBL B 11 SB 5. Logan Avenue N/N 6th Street D 46 - D 47 - 6. Park Avenue/N 6th Street D 38 - D 39 - 7. Garden Avenue N/N 6th Street A 9 - A 9 - 8. Logan Avenue N/Lot S1/E7 Access North C 23 WB C 23 WB 9. Logan Avenue N/Lot S1/E7 Access South F 66 WB D 28 WB 10. Park Avenue N/N 5th Street C 19 EB C 19 EB 11. Garden Avenue N/N 5th Street B 11 EBL B 11 EBL 1. Level of Service (A – F) as defined by the Highway Capacity Manual (TRB, 2000) 2. Average delay per vehicle in seconds. 3. Worst movement reported for unsignalized intersections. As shown in Table 7, with anticipated shifts associated with the proposed project all study intersections are projected to operate at LOS D or better, including the Logan Avenue N/Lot S1/E7 South Access. No traffic impact operations are anticipated with completion of the proposed project. Additionally, with completion of the proposed project, a driveway is proposed along Logan Avenue N at the southern portion of the project site and is anticipated to serve delivery vehicles. Approximately 2 deliveries are anticipated on a daily basis, as such, the site access location with Logan Avenue N is anticipated to operate with minimal delay. Transportation Impact Analysis Boeing Renton Apron E September 2020 21 Traffic Impact Fees As stated in the Rate Study for Impact Fees for Transportation, Parks, and Fire Protection, City of Renton, August 26, 2011: “Impact fees are charges paid by new development to reimburse local governments for the capital cost of public facilities that are needed to serve new development and the people who occupy or use the new development.” Additionally, the City’s impact fees and capital improvement needs are determined based on the PM peak hour. As discussed previously, no increase in employment is anticipated as a result of the proposed project, employees would be shifted to the paint hanger from other facilities on campus; therefore, no net new weekday daily, AM, or PM peak hour trips are anticipated. More realistically, a decrease in employment and production is anticipated site- wide. Additionally, as shown in Table 5 and Table 7 no site-wide parking or intersection operational impacts are anticipated as a result of the proposed project. Transportation Impact Analysis Boeing Renton Apron E September 2020 22 Chapter 5. Recommendations As discussed previously, with completion of the proposed project, general-purpose parking utilization could increase to over 85 percent during the 1:00 to 1:30 p.m. period. Typically, for a parking lot, industry standard would target 85 to 90 percent parking utilization. A utilization of 85 to 90 percent allows for some open spaces for people searching for parking. While a parking utilization of 86 percent during the 1:00 to 1:30 p.m. would not warrant mitigation measures, it is recognized that this utilization rate is dependent on the anticipated reductions in on-site staffing levels. As such, a monitoring plan with contingency measures has been developed to ensure general-purpose parking utilization rates, regardless of the number of employees, remain at or under 90 percent and is described as follows. Under a monitoring plan a yearly parking utilization study would be conducted for the general- purpose parking stalls, outside the secured perimeter of the site. The utilization study should be conducted between 11 AM and 2 PM in 30-minute intervals. This time is consistent with the peak period identified above. A maximum parking utilization of 90 percent should be maintained campus wide for the general-purpose parking stalls. If the site-wide general- purpose parking utilization were to exceed 90 percent contingency measures to reduce the overall general purpose would be identified, presented to the City, and implemented. Those contingency measures could include: · Restriping lots · Develop a commute trip reduction (CTR) plan · Lease additional parking stalls · Conversion of non-general-purpose stalls Ultimately, as the utilization increases beyond the level it will create issues for Boeing employees. This could create parking overflow in The Landing and residential areas surrounding the site. It is likely that the company would be working towards some solutions regardless of the monitoring report. Transportation Impact Analysis Boeing Renton Apron E September 2020 23 Chapter 6. Summary of Findings This transportation impact study summarizes the project traffic impacts of the proposed Boeing Apron E project. General findings and recommendations include: · The proposed Apron E project would create three new production stalls and a new paint hangar, encompassing the entirety of lot S1. Lot S1 is located on the southwest corner of the Logan Avenue N/N 6th Street intersection and currently includes 976 parking stalls. · With the elimination of the Lot S1 parking in the future, the forecast peak hour utilization anticipated to be approximately 86 percent during the 1:00 to 1:30 p.m. period. Typically, for a parking lot, industry standard would target 85 to 90 percent parking utilization. A utilization of 85 to 90 percent allows for some open spaces for people searching for parking. At 86 percent utilization, enough parking is available that off-site impacts are unlikely. · The study intersections are forecast to operate at LOS D or better under future (2023) with-project conditions. No traffic impact operations are anticipated with completion of the proposed project and associated change in travel patterns. · A monitoring plan and possible contingency measures have been identified in the event that future parking utilization rates exceed 90 percent site-wide for the general- purpose parking stalls outside the secure perimeter of the site. Appendix A: Traffic Counts Peak Hour:07:30 AM - 08:30 AM LOGAN AVE LOGAN AVE8TH ST8TH ST (303) 216-2439 www.alltrafficdata.net Location:1 LOGAN AVE & 8TH ST AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk240621 21 38 14 14 5 606 656 80 90 719628 33 64 N S EW 0 0 576196307008TH ST 8TH STLOGAN AVELOGAN AVE1,438 13 22546N S EW 20322 11 2 640Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 1,209017240513071170269293131421 6:15 AM 1,230067010110101250174275121117 6:30 AM 1,29503401011051730176316321612 6:45 AM 1,3430170790514401107325231821 7:00 AM 1,3820020550515202109314621511 7:15 AM 1,4240050143071710010634034234 7:30 AM 1,438005010100515201142364352011 7:45 AM 1,399014072031540216036455147 8:00 AM 1,3790420123041560014135644224 8:15 AM 0 0 3 0 9 6 0 7 168 0 3 133 35427142 8:30 AM 0 1 2 0 9 2 0 4 153 0 1 122 32585153 8:45 AM 0 2 0 0 9 2 0 8 168 0 0 108 34498255 Count Total 0 35 65 0 107 77 0 70 1,833 0 14 1,347 3,9704750207118 Peak Hour 0 5 14 0 38 21 0 19 630 0 6 576 1,43814217024 HV%PHF 0.83 0.80 0.95 0.90 33.3% 12.5% 6.8% 5.1% 7.0%0.99 EB WB NB SB All 0012 0 8 3 8 0 31 47 10 13 4941 11 0 N S EW 0 0 3004540Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 4 6 1 6 17 6:15 AM 4 9 1 4 18 6:30 AM 3 16 2 3 24 6:45 AM 4 16 3 4 27 7:00 AM 3 6 0 4 13 7:15 AM 5 17 1 2 25 7:30 AM 4 15 3 7 29 7:45 AM 3 8 2 7 20 8:00 AM 4 11 3 10 28 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 37 0 0 4 41 6:15 AM 18 7 0 5 30 6:30 AM 22 6 1 10 39 6:45 AM 13 7 0 9 29 7:00 AM 11 2 0 4 17 7:15 AM 11 4 2 7 24 7:30 AM 14 6 0 5 25 7:45 AM 14 6 0 4 24 8:00 AM 13 9 1 2 25 8:15 AM 0 15 2 7 24 8:30 AM 1 7 3 4 15 8:45 AM 0 25 1 8 34 Count Total 35 151 22 66 274 Peak Hour 11 49 10 31 101 8:15 AM 5 4 1 2 12 8:30 AM 13 10 0 2 25 8:45 AM 5 3 0 1 9 Count Total 176 64 5 55 300 Peak Hour 46 25 2 13 86 Peak Hour:06:45 AM - 07:45 AM PARK AVE N PARK AVE N8TH AVE8TH AVE (303) 216-2439 www.alltrafficdata.net Location:2 PARK AVE N & 8TH AVE AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk702214 56 32 13 68 10 178 408 102 269 579194 91 79 N S EW 0 0 1491638417908TH AVE 8TH AVEPARK AVE NPARK AVE N950 12 44150N S EW 431312 12 0 00Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 782072705140234072614814192 6:15 AM 858041405180375033719024232 6:30 AM 917021104180178033320043412 6:45 AM 950051807170595034224424460 7:00 AM 92802110450586044822433530 7:15 AM 9470122081805103073124964431 7:30 AM 90302170131601100082823323376 7:45 AM 8880314013100477065222262350 8:00 AM 9080418015200297184424315280 8:15 AM 0 3 15 0 13 15 0 4 82 0 2 29 205310281 8:30 AM 0 5 11 0 14 11 0 3 97 0 6 26 218213264 8:45 AM 0 4 22 0 10 14 0 8 99 0 7 30 24239342 Count Total 0 42 200 0 111 176 0 43 1,023 1 64 426 2,618356441320 Peak Hour 0 10 68 0 32 56 0 16 384 0 22 149 95013141797 HV%PHF 0.78 0.80 0.96 0.86 17.6% 8.8% 5.4% 7.3% 7.3%0.95 EB WB NB SB All 0010 8 1 6 8 2 13 30 9 12 3119 16 8 N S EW 0 0 1202830Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 5 5 1 0 11 6:15 AM 5 10 2 3 20 6:30 AM 2 4 1 5 12 6:45 AM 5 9 4 3 21 7:00 AM 4 6 1 5 16 7:15 AM 5 11 2 3 21 7:30 AM 2 5 2 2 11 7:45 AM 4 11 2 4 21 8:00 AM 4 10 4 2 20 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 2 6 2 10 6:15 AM 0 5 7 1 13 6:30 AM 0 5 10 0 15 6:45 AM 0 1 11 5 17 7:00 AM 0 6 11 1 18 7:15 AM 0 6 10 3 19 7:30 AM 0 2 12 3 17 7:45 AM 0 3 12 2 17 8:00 AM 0 1 3 0 4 8:15 AM 0 4 3 2 9 8:30 AM 1 8 2 3 14 8:45 AM 3 6 2 5 16 Count Total 40 89 26 37 192 Peak Hour 16 31 9 13 69 8:15 AM 0 1 11 4 16 8:30 AM 0 1 10 1 12 8:45 AM 0 2 7 0 9 Count Total 0 35 110 22 167 Peak Hour 0 15 44 12 71 Peak Hour:07:15 AM - 08:15 AM GARDEN AVE N 8TH AVE8TH AVE (303) 216-2439 www.alltrafficdata.net Location:3 GARDEN AVE N & 8TH AVE AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk 0 126 152 19 232 0 278 335 109171 251 132 N S EW 0 0 6010308TH AVE 8TH AVEGARDEN AVE N 638 031N S EW 003001 Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 5700049049210401385010 6:15 AM 5730033030320201285026 6:30 AM 6140058043240001443016 6:45 AM 6270061044290001607019 7:00 AM 6270069038150001413016 7:15 AM 6380067045300101695021 7:30 AM 5850061026310201573034 7:45 AM 5670052052270001606023 8:00 AM 5500052029380301525025 8:15 AM 0 0 43 0 19 32 0 6 0 1161015 8:30 AM 0 0 41 0 28 46 0 0 0 1391023 8:45 AM 0 0 53 0 30 25 0 1 0 1438026 Count Total 0 0 639 0 433 350 0 19 0 1,747520254 Peak Hour 0 0 232 0 152 126 0 6 0 638190103 HV%PHF 0.87 0.88 0.76 6.4% 3.2% 11.9% 6.0%0.94 EB WB NB SB All 0 9 0 7 9 0 9 21 137 16 10 N S EW 0 0 10120Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 3 3 0 6 6:15 AM 2 2 1 5 6:30 AM 2 4 1 7 6:45 AM 3 5 3 11 7:00 AM 6 1 0 7 7:15 AM 2 3 2 7 7:30 AM 2 3 4 9 7:45 AM 8 1 0 9 8:00 AM 4 6 3 13 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 0 0 6:15 AM 0 0 0 0 6:30 AM 0 1 0 1 6:45 AM 0 1 0 1 7:00 AM 0 0 0 0 7:15 AM 0 1 0 1 7:30 AM 0 0 0 0 7:45 AM 1 2 0 3 8:00 AM 0 0 0 0 8:15 AM 0 1 4 5 8:30 AM 5 3 4 12 8:45 AM 6 3 6 15 Count Total 43 35 28 106 Peak Hour 16 13 9 38 8:15 AM 0 1 0 1 8:30 AM 1 1 0 2 8:45 AM 0 0 0 0 Count Total 2 7 0 9 Peak Hour 1 3 0 4 Peak Hour:06:00 AM - 07:00 AM LOT S1 ROAD LOT S2-S3 ROAD6TH AVE6TH AVE (303) 216-2439 www.alltrafficdata.net Location:6 LOT S1 ROAD & 6TH AVE AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk4038178 17 10 1 19 4 46 198 205 75 3815 24 25 N S EW 0 0 44161806TH AVE 6TH AVELOT S1 ROADLOT S2-S3 ROAD313 0 03324N S EW 001518 0 0 519Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 3130140250220253117154171 6:15 AM 2560150440150606803912 6:30 AM 2340050120130406504900 6:45 AM 2290250360060316303601 7:00 AM 2150230850230916012411 7:15 AM 1840140490030514601810 7:30 AM 1850270270140836012311 7:45 AM 1680270480140524901600 8:00 AM 1560120130130422901020 8:15 AM 0 2 4 0 3 8 0 0 5 0 7 4 4701112 8:30 AM 0 1 11 0 3 8 0 1 1 0 2 3 4301012 8:45 AM 0 0 6 0 1 9 0 0 2 0 5 2 3701002 Count Total 0 15 63 0 36 74 0 10 41 0 83 22 68433002512 Peak Hour 0 4 19 0 10 17 0 4 16 0 38 4 3131178184 HV%PHF 0.86 0.84 0.45 0.40 20.8% 3.4% 26.3% 17.4% 9.6%0.67 EB WB NB SB All 0080 7 0 0 5 0 8 8 7 13 100 5 9 N S EW 0 0 02800Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 1 3 1 2 7 6:15 AM 1 2 2 2 7 6:30 AM 1 3 2 2 8 6:45 AM 2 2 2 2 8 7:00 AM 1 4 1 2 8 7:15 AM 0 2 4 2 8 7:30 AM 0 3 5 2 10 7:45 AM 1 3 4 2 10 8:00 AM 2 2 3 2 9 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 3 16 0 0 19 6:15 AM 11 9 0 0 20 6:30 AM 7 3 0 0 10 6:45 AM 3 5 0 0 8 7:00 AM 12 7 0 0 19 7:15 AM 6 1 0 0 7 7:30 AM 9 5 0 0 14 7:45 AM 9 3 0 0 12 8:00 AM 17 13 0 0 30 8:15 AM 3 2 1 0 6 8:30 AM 1 1 3 1 6 8:45 AM 1 1 2 0 4 Count Total 14 28 30 19 91 Peak Hour 5 10 7 8 30 8:15 AM 10 5 0 0 15 8:30 AM 16 7 0 0 23 8:45 AM 2 2 0 0 4 Count Total 105 76 0 0 181 Peak Hour 24 33 0 0 57 Peak Hour:07:00 AM - 08:00 AM LOGAN AVE N LOGAN AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:7 LOGAN AVE N & 6TH ST AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk1801212 23 16 35 13 0 562 740 52 311 1,097583 48 125 N S EW 1 0 5328472828506TH ST 6TH STLOGAN AVE NLOGAN AVE N1,759 4 12118N S EW 11129 4 0 08Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 1,48508304120421270360349311508 6:15 AM 1,584040045034156046835290599 6:30 AM 1,663000068038190036839170683 6:45 AM 1,7410040410033159049839342723 7:00 AM 1,75900212303218705121448103793 7:15 AM 1,7370030580151900311943173735 7:30 AM 1,6990050550221940214346973785 7:45 AM 1,65200304701515702149411113555 8:00 AM 1,6350010750111790215542662571 8:15 AM 0 1 4 0 8 1 0 13 178 0 2 130 39372434 8:30 AM 0 0 1 0 11 2 0 16 189 0 7 141 42290424 8:45 AM 0 0 2 0 6 2 0 12 189 0 9 118 394132374 Count Total 0 13 28 1 66 68 0 283 2,095 0 46 1,370 4,8791212171354 Peak Hour 0 0 13 1 16 23 0 84 728 0 12 532 1,759351228518 HV%PHF 0.86 0.81 0.92 0.90 20.8% 7.7% 6.2% 4.4% 6.1%0.94 EB WB NB SB All 3012 0 2 10 0 0 25 46 4 14 6833 10 14 N S EW 0 0 211144130Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 2 6 1 8 17 6:15 AM 4 13 0 5 22 6:30 AM 3 17 2 6 28 6:45 AM 4 18 0 7 29 7:00 AM 3 13 1 5 22 7:15 AM 2 24 1 3 30 7:30 AM 1 18 0 11 30 7:45 AM 4 13 2 6 25 8:00 AM 2 18 1 15 36 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 2 1 3 0 6 6:15 AM 1 1 3 1 6 6:30 AM 2 2 4 1 9 6:45 AM 1 0 2 1 4 7:00 AM 0 2 2 2 6 7:15 AM 1 4 7 0 12 7:30 AM 4 2 2 0 8 7:45 AM 3 3 1 2 9 8:00 AM 2 2 6 3 13 8:15 AM 4 23 1 9 37 8:30 AM 1 20 0 8 29 8:45 AM 1 26 0 9 36 Count Total 31 209 9 92 341 Peak Hour 10 68 4 25 107 8:15 AM 2 1 3 3 9 8:30 AM 2 2 2 0 6 8:45 AM 0 0 3 3 6 Count Total 20 20 38 16 94 Peak Hour 8 11 12 4 35 Peak Hour:06:45 AM - 07:45 AM PARK AVE N PARK AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:8 PARK AVE N & 6TH ST AM Wednesday, April 24, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk600153 21 5 19 103 89 173 565 29 135 610122 211 201 N S EW 0 0 981204731706TH ST 6TH STPARK AVE NPARK AVE N1,023 15 23123N S EW 1211111 7 8 30Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 8810173500502752041718270414 6:15 AM 9300132401703364011918820222 6:30 AM 1,00201926013024105022423730624 6:45 AM 1,02302427018037126042427441414 7:00 AM 99502026013029114001723140512 7:15 AM 98902028015032120052826070212 7:30 AM 97002522025022113062925842622 7:45 AM 930025190112021110013424671213 8:00 AM 9130181704301111204352256348 8:15 AM 0 38 22 0 0 7 0 17 100 1 2 32 24180212 8:30 AM 0 18 27 0 0 6 0 7 104 0 3 35 2188037 8:45 AM 0 23 21 0 3 2 0 7 117 0 5 29 22910336 Count Total 0 260 294 0 15 66 0 267 1,237 1 37 323 2,789701043166 Peak Hour 0 89 103 0 5 21 0 120 473 0 15 98 1,0231931760 HV%PHF 0.96 0.73 0.91 0.76 4.7% 13.8% 2.3% 9.2% 4.3%0.93 EB WB NB SB All 5011 2 1 0 7 3 16 18 4 8 1411 10 7 N S EW 0 0 1001400Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 2 3 0 1 6 6:15 AM 1 5 0 5 11 6:30 AM 1 2 0 3 6 6:45 AM 3 5 1 4 13 7:00 AM 0 3 1 4 8 7:15 AM 5 4 0 3 12 7:30 AM 2 2 2 5 11 7:45 AM 3 2 0 3 8 8:00 AM 5 8 0 3 16 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 3 1 4 6:15 AM 1 4 7 7 19 6:30 AM 1 1 1 6 9 6:45 AM 0 3 1 1 5 7:00 AM 0 4 7 10 21 7:15 AM 0 0 7 1 8 7:30 AM 3 5 8 3 19 7:45 AM 5 5 11 4 25 8:00 AM 3 5 11 4 23 8:15 AM 8 4 2 2 16 8:30 AM 7 4 1 3 15 8:45 AM 4 5 0 2 11 Count Total 41 47 7 38 133 Peak Hour 10 14 4 16 44 8:15 AM 0 3 5 4 12 8:30 AM 0 0 9 6 15 8:45 AM 7 4 5 2 18 Count Total 20 34 75 49 178 Peak Hour 3 12 23 15 53 Peak Hour:07:15 AM - 08:15 AM LOGAN AVE N LOGAN AVE NLOT E7 NORTH ACCESSLOT ST NORTH ACCESS (303) 216-2439 www.alltrafficdata.net Location:9 LOGAN AVE N & LOT E7 NORTH ACCESS AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk15002 0 0 3 0 0 622 1,041 2 10 1,049610 3 15 N S EW 0 0 60701,039100LOT ST NORTH ACCESS LOT E7 NORTH ACCESSLOGAN AVE NLOGAN AVE N1,676 0 6010N S EW 5100 0 0 37Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 1,3860000000021700863158004 6:15 AM 1,4850000000024400743271107 6:30 AM 1,5740000000029000793750024 6:45 AM 1,6420000000026400993690015 7:00 AM 1,66700000000286001174141028 7:15 AM 1,67600000000276001314162025 7:30 AM 1,65000000000284001524430142 7:45 AM 1,60400000000231001583940014 8:00 AM 1,58200000000248001664231134 8:15 AM 0 0 0 0 0 0 0 0 243 0 0 140 3901024 8:30 AM 0 0 0 0 0 0 0 0 239 0 0 157 3970010 8:45 AM 0 0 0 0 0 0 0 0 236 0 0 133 3720003 Count Total 0 0 0 0 0 0 0 0 3,058 0 0 1,492 4,6351431850 Peak Hour 0 0 0 0 0 0 0 0 1,039 0 0 607 1,676321015 HV%PHF 0.38 0.50 0.91 0.91 0.0% 0.0% 7.0% 7.1% 7.0%0.95 EB WB NB SB All 8000 0 0 0 0 0 44 73 0 0 7336 0 8 N S EW 0 0 3607300Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 0 6 0 10 16 6:15 AM 0 10 0 8 18 6:30 AM 0 15 0 11 26 6:45 AM 0 17 0 11 28 7:00 AM 0 14 0 9 23 7:15 AM 0 25 0 7 32 7:30 AM 0 17 0 11 28 7:45 AM 0 14 0 11 25 8:00 AM 0 17 0 15 32 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 1 0 1 0 2 6:15 AM 2 0 0 0 2 6:30 AM 5 0 0 0 5 6:45 AM 2 0 0 0 2 7:00 AM 2 0 0 0 2 7:15 AM 5 0 3 0 8 7:30 AM 2 0 2 0 4 7:45 AM 2 0 1 0 3 8:00 AM 1 0 0 0 1 8:15 AM 0 21 0 12 33 8:30 AM 0 16 0 7 23 8:45 AM 0 24 0 9 33 Count Total 0 196 0 121 317 Peak Hour 0 73 0 44 117 8:15 AM 1 0 2 0 3 8:30 AM 0 1 2 0 3 8:45 AM 0 0 3 0 3 Count Total 23 1 14 0 38 Peak Hour 10 0 6 0 16 Peak Hour:07:15 AM - 08:15 AM LOGAN AVE N LOGAN AVE NLOT E7 SOUTH ACCESSLOT S1 SOUTH ACCESS (303) 216-2439 www.alltrafficdata.net Location:10 LOGAN AVE N & LOT E7 SOUTH ACCESS AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk5020 0 0 1 0 0 611 1,046 0 5 1,104605 1 60 N S EW 0 0 604551,04630LOT S1 SOUTH ACCESS LOT E7 SOUTH ACCESSLOGAN AVE NLOGAN AVE N1,716 0 207N S EW 1100 0 0 34Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 1,47002000001821100903296002 6:15 AM 1,55101000002423901823544012 6:30 AM 1,62501000001229200783904102 6:45 AM 1,689010000021274001013970000 7:00 AM 1,687000000113278001174101000 7:15 AM 1,716000000018276001344280000 7:30 AM 1,673000000015289021454540021 7:45 AM 1,62200000009224001603951001 8:00 AM 1,588000000013257001654390013 8:15 AM 0 1 0 0 0 0 0 11 230 0 1 140 3851010 8:30 AM 0 0 0 0 0 0 0 8 240 0 1 152 4030020 8:45 AM 0 0 0 0 0 0 0 4 223 0 2 130 3611001 Count Total 0 6 0 0 0 0 1 166 3,033 0 7 1,494 4,745181712 Peak Hour 0 0 0 0 0 0 0 55 1,046 0 2 604 1,7161035 HV%PHF 0.25 0.00 0.90 0.91 0.0% 0.0% 6.4% 5.4% 6.1%0.94 EB WB NB SB All 0000 0 0 0 0 0 33 71 0 0 7133 0 0 N S EW 0 0 3307100Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 1 6 0 8 15 6:15 AM 1 9 0 5 15 6:30 AM 0 16 0 9 25 6:45 AM 0 18 0 8 26 7:00 AM 0 14 0 5 19 7:15 AM 0 25 0 3 28 7:30 AM 0 16 0 8 24 7:45 AM 0 12 0 8 20 8:00 AM 0 18 0 14 32 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 1 0 1 6:15 AM 1 0 0 0 1 6:30 AM 5 0 1 0 6 6:45 AM 1 0 0 0 1 7:00 AM 2 0 0 0 2 7:15 AM 3 0 1 0 4 7:30 AM 2 0 1 0 3 7:45 AM 2 0 0 0 2 8:00 AM 0 0 0 0 0 8:15 AM 0 21 0 9 30 8:30 AM 0 20 0 7 27 8:45 AM 0 22 0 8 30 Count Total 2 197 0 92 291 Peak Hour 0 71 0 33 104 8:15 AM 1 0 0 0 1 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 17 0 4 0 21 Peak Hour 7 0 2 0 9 Peak Hour:07:15 AM - 08:15 AM GARDEN AVE N GARDEN AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:11 GARDEN AVE N & 6TH ST AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk9005 4 0 42 5 72 65 172 9 9 11798 119 31 N S EW 0 0 561895406TH ST 6TH STGARDEN AVE NGARDEN AVE N310 0 1221N S EW 1002 0 0 201Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 2710130001021300135910106 6:15 AM 285015000002220011619002 6:30 AM 3000131001021401126922003 6:45 AM 3070111000072200158220105 7:00 AM 3010115001032400157313001 7:15 AM 310017200204220017768211 7:30 AM 284023100005260012768001 7:45 AM 2710140000062300167611114 8:00 AM 2680182002032400118215223 8:15 AM 0 9 2 0 0 1 0 2 17 0 1 10 506101 8:30 AM 0 11 2 0 0 0 0 5 17 0 2 16 634123 8:45 AM 0 18 3 0 1 2 0 4 15 0 0 20 735122 Count Total 0 173 19 0 1 10 0 45 239 0 4 168 84013110832 Peak Hour 0 72 5 0 0 4 0 18 95 0 0 56 31042549 HV%PHF 0.85 0.56 0.94 0.81 9.2% 55.6% 2.6% 1.5% 6.5%0.95 EB WB NB SB All 0003 2 0 1 4 6 1 12 5 4 32 11 2 N S EW 0 0 10300Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 1 1 2 0 4 6:15 AM 0 2 0 0 2 6:30 AM 1 5 1 0 7 6:45 AM 1 5 0 0 6 7:00 AM 4 2 0 0 6 7:15 AM 3 0 3 0 6 7:30 AM 3 0 0 0 3 7:45 AM 2 0 0 0 2 8:00 AM 3 3 2 1 9 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 3 0 0 1 4 6:15 AM 7 2 0 0 9 6:30 AM 7 0 1 0 8 6:45 AM 8 0 0 0 8 7:00 AM 4 0 0 0 4 7:15 AM 6 2 0 0 8 7:30 AM 3 0 1 0 4 7:45 AM 4 0 0 0 4 8:00 AM 8 0 0 0 8 8:15 AM 3 0 2 2 7 8:30 AM 4 1 1 3 9 8:45 AM 2 3 2 5 12 Count Total 27 22 13 11 73 Peak Hour 11 3 5 1 20 8:15 AM 4 0 0 0 4 8:30 AM 2 0 0 0 2 8:45 AM 6 0 0 0 6 Count Total 62 4 2 1 69 Peak Hour 21 2 1 0 24 Peak Hour:06:45 AM - 07:45 AM PARK AVE N PARK AVE N5TH ST5TH ST (303) 216-2439 www.alltrafficdata.net Location:12 PARK AVE N & 5TH ST AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk2163 0 3 8 8 20 113 686 6 56 708115 36 6 N S EW 0 0 10446624205TH ST 5TH STPARK AVE NPARK AVE N863 0 231N S EW 2021 0 0 01Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 7240210000010301131282051 6:15 AM 8180420100013103221744160 6:30 AM 8580300100115104261931060 6:45 AM 86303200001180122322910151 7:00 AM 84904200000171032522221140 7:15 AM 82706101000166012521412101 7:30 AM 7910730200314500311984030 7:45 AM 76203200001151014021542110 8:00 AM 7440300000214001472001051 8:15 AM 0 3 1 0 0 0 0 1 124 0 3 38 1783122 8:30 AM 0 9 0 0 3 1 0 0 111 0 4 31 1693250 8:45 AM 0 4 4 0 1 2 0 3 131 0 1 39 1973270 Count Total 0 51 18 0 9 3 0 12 1,704 1 24 360 2,3172911896 Peak Hour 0 20 8 0 3 0 0 4 662 1 6 104 86383422 HV%PHF 0.64 0.50 0.90 0.91 0.0% 0.0% 2.5% 8.0% 3.1%0.94 EB WB NB SB All 0000 0 0 0 0 0 9 17 0 1 189 0 0 N S EW 0 0 901710Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 0 2 0 0 2 6:15 AM 0 6 1 3 10 6:30 AM 0 3 0 4 7 6:45 AM 0 4 0 2 6 7:00 AM 0 5 0 2 7 7:15 AM 0 6 0 4 10 7:30 AM 0 3 0 1 4 7:45 AM 1 6 0 3 10 8:00 AM 0 9 0 3 12 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 1 0 1 6:15 AM 0 1 1 0 2 6:30 AM 1 0 0 0 1 6:45 AM 0 1 1 0 2 7:00 AM 0 0 0 0 0 7:15 AM 0 1 1 0 2 7:30 AM 1 1 0 0 2 7:45 AM 0 1 0 0 1 8:00 AM 3 0 2 0 5 8:15 AM 0 0 0 2 2 8:30 AM 0 8 0 2 10 8:45 AM 1 8 0 6 15 Count Total 2 60 1 32 95 Peak Hour 0 18 0 9 27 8:15 AM 2 1 2 0 5 8:30 AM 1 0 0 0 1 8:45 AM 1 0 1 0 2 Count Total 9 6 9 0 24 Peak Hour 1 3 2 0 6 Peak Hour:06:45 AM - 07:45 AM GARDEN AVE N GARDEN AVE N 5TH ST (303) 216-2439 www.alltrafficdata.net Location:13 GARDEN AVE N & 5TH ST AM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk5002 0 15 17 159 14514 17 6 N S EW 0 121144005TH ST GARDEN AVE NGARDEN AVE N179 0 00N S EW 00 0 0 00Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 156010062400135003 6:15 AM 166010033100240102 6:30 AM 172030022100230002 6:45 AM 179040004400251001 7:00 AM 175060003200545200 7:15 AM 163010003800446003 7:30 AM 151040013000137001 7:45 AM 151010013900547001 8:00 AM 149020002700433000 8:15 AM 0 0 0 0 0 27 0 0 6 34001 8:30 AM 0 1 0 0 1 23 0 0 7 37302 8:45 AM 0 4 0 0 0 21 0 0 12 45602 Count Total 0 28 0 0 14 357 0 0 51 48012018 Peak Hour 0 15 0 0 1 144 0 0 12 179205 HV%PHF 0.53 0.82 0.61 17.6% 4.8% 11.8% 6.7%0.88 EB WB NB SB All 0002 0 1 2 8 74 3 0 N S EW 0 20700Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 0 1 0 1 6:15 AM 0 3 0 3 6:30 AM 1 4 0 5 6:45 AM 0 5 0 5 7:00 AM 2 2 1 5 7:15 AM 0 0 1 1 7:30 AM 1 0 0 1 7:45 AM 0 0 0 0 8:00 AM 0 2 0 2 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 0 0 6:15 AM 0 0 0 0 6:30 AM 0 0 0 0 6:45 AM 0 0 0 0 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 2 0 0 2 8:00 AM 1 0 0 1 8:15 AM 0 0 1 1 8:30 AM 0 0 3 3 8:45 AM 4 4 4 12 Count Total 8 21 10 39 Peak Hour 3 7 2 12 8:15 AM 0 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 Count Total 3 0 0 3 Peak Hour 0 0 0 0 Peak Hour:04:45 PM - 05:45 PM LOGAN AVE LOGAN AVE8TH ST8TH ST (303) 216-2439 www.alltrafficdata.net Location:1 LOGAN AVE & 8TH ST PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk60758 5 80 18 19 29 660 892 143 123 909745 66 18 N S EW 0 0 64778059708TH ST 8TH STLOGAN AVELOGAN AVE1,778 18 01132N S EW 00101 4 14 293Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 1,64601115023102176011263981010230 4:15 PM 1,682091001400116707137390316233 4:30 PM 1,73704100221001750315039876182 4:45 PM 1,778010902100520203162460220233 5:00 PM 1,76308501630019603163434411250 5:15 PM 0 5 1 0 21 2 0 1 210 0 1 157 445416252 5:30 PM 0 6 4 0 22 0 0 1 197 0 0 165 439811241 5:45 PM 0 5 2 0 22 0 0 1 206 0 3 166 445216202 Count Total 0 58 56 0 161 7 0 11 1,529 0 21 1,226 3,4094010618113 Peak Hour 0 29 19 0 80 5 0 7 805 0 7 647 1,7781858976 HV%PHF 0.79 0.87 0.96 0.98 10.6% 0.7% 2.6% 3.5% 3.1%0.97 EB WB NB SB All 0000 0 1 1 5 1 23 19 1 10 2425 7 1 N S EW 0 0 2311850Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 5 6 1 3 15 4:15 PM 5 10 0 9 24 4:30 PM 4 6 0 8 18 4:45 PM 3 10 0 7 20 5:00 PM 1 7 0 8 16 5:15 PM 1 4 1 3 9 5:30 PM 2 3 0 5 10 5:45 PM 0 9 0 3 12 Count Total 21 55 2 46 124 Peak Hour 7 24 1 23 55 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 23 7 0 7 37 4:15 PM 11 7 0 4 22 4:30 PM 12 4 0 4 20 4:45 PM 9 2 0 2 13 5:00 PM 10 5 0 9 24 5:15 PM 7 3 0 2 12 5:30 PM 6 1 0 5 12 5:45 PM 11 3 0 3 17 Count Total 89 32 0 36 157 Peak Hour 32 11 0 18 61 Peak Hour:04:00 PM - 05:00 PM PARK AVE N PARK AVE N8TH AVE8TH AVE (303) 216-2439 www.alltrafficdata.net Location:2 PARK AVE N & 8TH AVE PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk3307761 89 94 24 75 52 366 506 244 212 472374 151 141 N S EW 0 0 256193936008TH AVE 8TH AVEPARK AVE NPARK AVE N1,233 6 59290N S EW 1148254 1 5 00Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 1,2330141603128048901651293718136 4:15 PM 1,218092202118069301877302611129 4:30 PM 1,22101318019150410202366303711169 4:45 PM 1,22301619023280510902062335421199 5:00 PM 1,16001812017160682027562780161810 5:15 PM 0 15 19 0 29 28 0 8 89 0 30 42 305127134 5:30 PM 0 9 12 0 28 25 0 5 90 0 17 78 3051171211 5:45 PM 0 11 15 0 27 23 0 9 75 0 22 53 27212187 Count Total 0 105 133 0 195 181 0 47 729 0 173 485 2,3932714211165 Peak Hour 0 52 75 0 94 89 0 19 393 0 77 256 1,23324616033 HV%PHF 0.97 0.79 0.89 0.88 16.6% 0.8% 3.6% 4.4% 4.9%0.92 EB WB NB SB All 0021 0 1 5 18 2 16 20 2 20 1720 25 0 N S EW 0 0 1401700Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 6 5 0 2 13 4:15 PM 6 5 0 6 17 4:30 PM 6 4 2 3 15 4:45 PM 7 3 0 5 15 5:00 PM 2 4 0 3 9 5:15 PM 1 4 1 3 9 5:30 PM 1 4 1 4 10 5:45 PM 0 3 0 3 6 Count Total 29 32 4 29 94 Peak Hour 25 17 2 16 60 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 0 9 18 0 27 4:15 PM 0 7 20 3 30 4:30 PM 0 3 13 2 18 4:45 PM 0 10 8 1 19 5:00 PM 0 1 9 3 13 5:15 PM 0 7 15 2 24 5:30 PM 0 2 6 3 11 5:45 PM 0 8 12 0 20 Count Total 0 47 101 14 162 Peak Hour 0 29 59 6 94 Peak Hour:04:00 PM - 05:00 PM GARDEN AVE N 8TH AVE8TH AVE (303) 216-2439 www.alltrafficdata.net Location:3 GARDEN AVE N & 8TH AVE PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk 0 212 38 13 202 0 250 474 29251 216 233 N S EW 0 1 20027208TH AVE 8TH AVEGARDEN AVE N 758 023N S EW 001121 Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 758004508660802103080 4:15 PM 716104908400501752070 4:30 PM 7350054015380401664051 4:45 PM 707005407680302074071 5:00 PM 648005309440401682056 5:15 PM 0 0 60 0 9 77 0 5 0 1942041 5:30 PM 0 0 37 0 6 62 0 0 0 1382031 5:45 PM 0 0 46 0 8 63 0 6 0 1480025 Count Total 1 0 398 0 70 458 0 35 0 1,406190425 Peak Hour 1 0 202 0 38 212 0 20 0 758130272 HV%PHF 0.93 0.83 0.83 9.3% 4.8% 1.4% 4.7%0.90 EB WB NB SB All 0 2 10 10 10 0 12 14 420 20 2 N S EW 0 0 0040Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 3 1 2 6 4:15 PM 5 2 2 9 4:30 PM 5 0 7 12 4:45 PM 7 1 1 9 5:00 PM 4 4 3 11 5:15 PM 1 0 3 4 5:30 PM 2 1 1 4 5:45 PM 1 1 0 2 Count Total 28 10 19 57 Peak Hour 20 4 12 36 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 1 0 0 1 4:15 PM 1 0 0 1 4:30 PM 1 0 0 1 4:45 PM 0 2 0 2 5:00 PM 0 0 0 0 5:15 PM 2 0 0 2 5:30 PM 1 0 0 1 5:45 PM 0 0 0 0 Count Total 6 2 0 8 Peak Hour 3 2 0 5 Peak Hour:04:00 PM - 05:00 PM LOT S1 ROAD LOT S2-S3 ROAD6TH AVE6TH AVE (303) 216-2439 www.alltrafficdata.net Location:6 LOT S1 ROAD & 6TH AVE PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk2011313 28 2 2 37 2 117 28 43 171 396 41 35 N S EW 0 0 25132106TH AVE 6TH AVELOT S1 ROADLOT S2-S3 ROAD240 0 02033N S EW 00164 0 0 321Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 24000100060050301610360 4:15 PM 21501120080220370741551 4:30 PM 1700160180230261601371 4:45 PM 1330090160130200450230 5:00 PM 1190140140130152362120 5:15 PM 0 0 6 0 0 4 0 1 4 0 10 1 290210 5:30 PM 0 1 3 0 0 7 0 0 1 0 7 0 230211 5:45 PM 0 0 3 0 1 7 0 3 1 0 8 3 310410 Count Total 0 4 53 0 4 50 0 10 22 0 153 8 359422263 Peak Hour 0 2 37 0 2 28 0 5 13 0 113 2 240213212 HV%PHF 0.73 0.83 0.81 0.77 9.8% 11.6% 23.1% 5.1% 10.0%0.81 EB WB NB SB All 0060 5 0 0 4 0 6 7 5 10 90 4 7 N S EW 0 0 02700Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 1 2 0 1 4 4:15 PM 1 3 1 2 7 4:30 PM 1 2 3 2 8 4:45 PM 1 2 1 1 5 5:00 PM 0 2 2 3 7 5:15 PM 1 1 1 1 4 5:30 PM 0 1 1 1 3 5:45 PM 2 1 1 1 5 Count Total 7 14 10 12 43 Peak Hour 4 9 5 6 24 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 10 6 0 0 16 4:15 PM 8 1 0 0 9 4:30 PM 10 10 0 0 20 4:45 PM 5 3 0 0 8 5:00 PM 7 9 0 0 16 5:15 PM 2 1 0 0 3 5:30 PM 2 2 0 0 4 5:45 PM 2 1 0 0 3 Count Total 46 33 0 0 79 Peak Hour 33 20 0 0 53 Peak Hour:04:15 PM - 05:15 PM LOGAN AVE N LOGAN AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:7 LOGAN AVE N & 6TH ST PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk90814 7 110 99 35 15 707 835 131 260 1,051899 149 44 N S EW 0 0 6902880621706TH ST 6TH STLOGAN AVE NLOGAN AVE N2,038 3 01016N S EW 0091 1 2 142Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 2,000051103100719300161496289483 4:15 PM 2,038079041101017604159498345493 4:30 PM 2,029051202030618501165480273512 4:45 PM 2,017031202820820502184526184582 5:00 PM 1,98100202110424001182534202592 5:15 PM 0 0 4 0 20 1 0 5 219 0 3 174 489124470 5:30 PM 0 3 1 0 13 1 0 4 209 0 2 184 46860414 5:45 PM 0 1 4 0 7 2 0 5 233 0 4 185 49074344 Count Total 0 24 55 0 181 11 0 49 1,660 0 17 1,394 3,9811523138720 Peak Hour 0 15 35 0 110 7 0 28 806 0 8 690 2,03899142179 HV%PHF 0.75 0.70 0.87 0.94 6.7% 2.3% 4.5% 4.1% 4.4%0.95 EB WB NB SB All 2010 0 3 8 0 2 29 26 3 19 4737 10 7 N S EW 0 0 26524180Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 4 10 0 3 17 4:15 PM 3 11 2 7 23 4:30 PM 3 13 0 6 22 4:45 PM 2 10 0 8 20 5:00 PM 2 13 1 8 24 5:15 PM 1 7 0 5 13 5:30 PM 1 6 0 4 11 5:45 PM 2 10 0 4 16 Count Total 18 80 3 45 146 Peak Hour 10 47 3 29 89 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 10 9 1 0 20 4:15 PM 2 3 0 0 5 4:30 PM 5 3 0 0 8 4:45 PM 4 4 0 0 8 5:00 PM 5 0 0 3 8 5:15 PM 5 5 4 2 16 5:30 PM 3 0 2 5 10 5:45 PM 7 3 0 0 10 Count Total 41 27 7 10 85 Peak Hour 16 10 0 3 29 Peak Hour:04:15 PM - 05:15 PM PARK AVE N PARK AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:8 PARK AVE N & 6TH ST PM Wednesday, April 24, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk28062 21 16 140 104 209 463 471 39 116 284585 453 67 N S EW 0 0 42918260606TH ST 6TH STPARK AVE NPARK AVE N1,239 10 151014N S EW 132010 7 3 410Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 1,2020351418704690410127930006 4:15 PM 1,2390472407304530212531237028 4:30 PM 1,1770482200504700010329937127 4:45 PM 1,1130592703404760393312300112 5:00 PM 1,0450553106906610110831636111 5:15 PM 0 43 18 0 7 5 0 4 58 0 3 87 25020122 5:30 PM 0 31 15 0 2 5 0 6 58 0 1 92 23516117 5:45 PM 0 35 14 0 3 3 0 0 67 0 1 101 24417012 Count Total 0 353 165 1 36 41 0 32 512 0 15 810 2,24722341045 Peak Hour 0 209 104 0 16 21 0 18 260 0 6 429 1,2391402628 HV%PHF 0.93 0.61 0.88 0.86 3.3% 10.3% 2.8% 4.3% 3.8%0.98 EB WB NB SB All 3000 3 1 0 13 2 20 10 4 13 818 15 6 N S EW 0 0 170800Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 1 4 1 4 10 4:15 PM 5 2 0 6 13 4:30 PM 6 3 1 6 16 4:45 PM 1 2 1 4 8 5:00 PM 3 1 2 4 10 5:15 PM 1 2 1 3 7 5:30 PM 1 2 1 4 8 5:45 PM 2 2 0 3 7 Count Total 20 18 7 34 79 Peak Hour 15 8 4 20 47 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 7 1 3 1 12 4:15 PM 5 1 5 2 13 4:30 PM 5 4 2 2 13 4:45 PM 2 2 5 5 14 5:00 PM 2 3 3 1 9 5:15 PM 1 1 0 0 2 5:30 PM 4 0 1 0 5 5:45 PM 0 1 1 0 2 Count Total 26 13 20 11 70 Peak Hour 14 10 15 10 49 Peak Hour:04:30 PM - 05:30 PM LOGAN AVE N LOGAN AVE NLOT E7 NORTH ACCESSLOT ST NORTH ACCESS (303) 216-2439 www.alltrafficdata.net Location:9 LOGAN AVE N & LOT E7 NORTH ACCESS PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk7001 0 0 9 0 0 869 1,065 1 0 1,064871 9 7 N S EW 0 0 86201,06400LOT ST NORTH ACCESS LOT E7 NORTH ACCESSLOGAN AVE NLOGAN AVE N1,943 0 2012N S EW 0200 0 0 75Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 1,87900000000234002164596003 4:15 PM 1,94100000000229002304642003 4:30 PM 1,94300000000244002064574003 4:45 PM 1,94000000000267002304991001 5:00 PM 1,90900000000292002225214102 5:15 PM 0 0 0 0 0 0 0 0 261 0 0 204 4660001 5:30 PM 0 0 0 0 0 0 0 0 248 0 0 202 4541102 5:45 PM 0 0 0 0 0 0 0 0 271 0 0 195 4680200 Count Total 0 0 0 0 0 0 0 0 2,046 0 0 1,705 3,788184015 Peak Hour 0 0 0 0 0 0 0 0 1,064 0 0 862 1,9439107 HV%PHF 0.56 0.25 0.91 0.94 0.0% 100.0% 3.6% 3.6% 3.6%0.93 EB WB NB SB All 6001 0 0 0 0 0 31 39 1 0 3825 0 6 N S EW 0 0 2503800Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 0 7 0 7 14 4:15 PM 0 10 0 11 21 4:30 PM 0 12 0 8 20 4:45 PM 0 10 0 8 18 5:00 PM 0 11 1 9 21 5:15 PM 0 5 0 6 11 5:30 PM 0 6 0 4 10 5:45 PM 0 10 0 5 15 Count Total 0 71 1 58 130 Peak Hour 0 38 1 31 70 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 8 0 0 0 8 4:15 PM 5 0 1 0 6 4:30 PM 3 0 0 0 3 4:45 PM 3 0 0 0 3 5:00 PM 3 0 1 0 4 5:15 PM 3 0 1 0 4 5:30 PM 6 0 2 0 8 5:45 PM 6 0 0 0 6 Count Total 37 0 5 0 42 Peak Hour 12 0 2 0 14 Peak Hour:04:15 PM - 05:15 PM LOGAN AVE N LOGAN AVE NLOT E7 SOUTH ACCESSLOT S1 SOUTH ACCESS (303) 216-2439 www.alltrafficdata.net Location:10 LOGAN AVE N & LOT E7 SOUTH ACCESS PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk3021 0 1 51 0 3 899 1,069 2 2 1,071946 54 9 N S EW 0 0 89461,06500LOT S1 SOUTH ACCESS LOT E7 SOUTH ACCESSLOGAN AVE NLOGAN AVE N2,026 0 0014N S EW 0000 0 0 86Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 1,964030010122380222048012100 4:15 PM 2,026000000022350022948216000 4:30 PM 2,019000010022490020747918002 4:45 PM 1,995020000012740023352312001 5:00 PM 1,94601000001307022255425100 5:15 PM 0 5 0 0 0 0 0 3 260 0 0 198 4759000 5:30 PM 0 2 0 0 0 0 0 2 244 0 0 204 4552010 5:45 PM 0 1 0 0 0 0 0 1 276 0 0 191 4745000 Count Total 0 14 0 0 2 0 1 14 2,083 0 4 1,707 3,91079213 Peak Hour 0 3 0 0 1 0 0 6 1,065 0 2 894 2,02651103 HV%PHF 0.75 0.50 0.87 0.96 0.0% 0.0% 4.3% 3.0% 3.6%0.93 EB WB NB SB All 0010 0 0 0 0 0 27 46 0 1 4626 0 0 N S EW 0 0 2604600Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 0 6 0 4 10 4:15 PM 0 11 0 8 19 4:30 PM 0 13 0 5 18 4:45 PM 0 10 0 6 16 5:00 PM 0 12 0 8 20 5:15 PM 0 7 0 6 13 5:30 PM 0 7 0 3 10 5:45 PM 0 11 0 5 16 Count Total 0 77 0 45 122 Peak Hour 0 46 0 27 73 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 6 0 0 0 6 4:15 PM 4 0 0 0 4 4:30 PM 3 0 0 0 3 4:45 PM 4 0 0 0 4 5:00 PM 3 0 0 0 3 5:15 PM 2 0 0 0 2 5:30 PM 3 0 1 0 4 5:45 PM 3 0 0 0 3 Count Total 28 0 1 0 29 Peak Hour 14 0 0 0 14 Peak Hour:04:00 PM - 05:00 PM GARDEN AVE N GARDEN AVE N6TH ST6TH ST (303) 216-2439 www.alltrafficdata.net Location:11 GARDEN AVE N & 6TH ST PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk26011 6 0 18 2 91 122 174 7 3 94113 111 44 N S EW 0 0 951282006TH ST 6TH STGARDEN AVE NGARDEN AVE N334 0 4014N S EW 3100 0 0 212Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 334024100406270122942106 4:15 PM 307019000100190020642003 4:30 PM 292020100103170030867007 4:45 PM 2470280000031900239070010 5:00 PM 197019100102160013676108 5:15 PM 0 13 0 0 0 0 0 0 17 0 2 13 491003 5:30 PM 0 8 0 0 0 0 0 1 14 0 0 12 412004 5:45 PM 0 14 0 0 0 0 0 1 6 0 0 12 403004 Count Total 0 145 3 0 0 7 0 16 135 0 3 145 531302045 Peak Hour 0 91 2 0 0 6 0 12 82 0 1 95 334181026 HV%PHF 0.79 0.35 0.71 0.82 9.9% 14.3% 0.0% 10.7% 7.5%0.89 EB WB NB SB All 2010 1 0 4 1 6 13 6 1 2 014 11 3 N S EW 0 0 100000Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 2 0 0 3 5 4:15 PM 3 0 1 2 6 4:30 PM 4 0 0 5 9 4:45 PM 2 0 0 3 5 5:00 PM 3 1 2 4 10 5:15 PM 0 1 0 2 3 5:30 PM 0 0 0 0 0 5:45 PM 1 0 0 0 1 Count Total 15 2 3 19 39 Peak Hour 11 0 1 13 25 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 6 0 1 0 7 4:15 PM 4 0 2 0 6 4:30 PM 2 0 0 0 2 4:45 PM 2 0 1 0 3 5:00 PM 5 0 0 0 5 5:15 PM 3 0 0 0 3 5:30 PM 1 0 0 0 1 5:45 PM 0 0 1 0 1 Count Total 23 0 5 0 28 Peak Hour 14 0 4 0 18 Peak Hour:04:00 PM - 05:00 PM PARK AVE N PARK AVE N5TH ST5TH ST (303) 216-2439 www.alltrafficdata.net Location:12 PARK AVE N & 5TH ST PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk17032 3 38 13 5 15 517 262 43 19 259548 33 23 N S EW 0 0 49732451105TH ST 5TH STPARK AVE NPARK AVE N852 0 517N S EW 3201 0 0 52Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 85202001120154001322144044 4:15 PM 84603201100059001332182107 4:30 PM 81508201100059011232194155 4:45 PM 8050210510273021092013021 5:00 PM 77904201500055001152085372 5:15 PM 0 2 0 0 7 0 0 0 70 0 1 98 1873132 5:30 PM 0 2 2 0 4 0 0 1 75 0 1 112 2095115 5:45 PM 0 4 0 0 0 1 0 0 65 0 0 95 1756013 Count Total 0 27 9 0 64 4 0 4 510 0 5 917 1,6313272329 Peak Hour 0 15 5 0 38 3 0 3 245 0 3 497 8521321117 HV%PHF 0.59 0.83 0.84 0.92 15.2% 0.0% 6.6% 3.5% 4.7%0.97 EB WB NB SB All 1010 0 0 0 5 0 18 9 0 14 1716 5 1 N S EW 0 0 160980Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 0 6 0 3 9 4:15 PM 2 2 0 5 9 4:30 PM 2 6 0 5 13 4:45 PM 1 3 0 5 9 5:00 PM 2 6 0 4 12 5:15 PM 0 4 0 3 7 5:30 PM 1 2 0 4 7 5:45 PM 0 2 0 4 6 Count Total 8 31 0 33 72 Peak Hour 5 17 0 18 40 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 0 1 2 0 3 4:15 PM 2 0 1 0 3 4:30 PM 3 0 1 0 4 4:45 PM 2 0 1 0 3 5:00 PM 1 0 2 0 3 5:15 PM 1 0 0 0 1 5:30 PM 0 0 2 0 2 5:45 PM 2 0 0 0 2 Count Total 11 1 9 0 21 Peak Hour 7 1 5 0 13 Peak Hour:04:00 PM - 05:00 PM GARDEN AVE N GARDEN AVE N 5TH ST (303) 216-2439 www.alltrafficdata.net Location:13 GARDEN AVE N & 5TH ST PM Thursday, April 25, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk110017 0 8 169 31 24175 25 12 N S EW 0 158123005TH ST GARDEN AVE NGARDEN AVE N218 0 12N S EW 01 0 0 11Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 218020007003955304 4:15 PM 203010005003848202 4:30 PM 191010016004159604 4:45 PM 159040005004056601 5:00 PM 126000017002040804 5:15 PM 0 0 0 0 0 7 0 0 24 36302 5:30 PM 0 2 0 0 1 5 0 0 15 27202 5:45 PM 0 0 0 0 0 4 0 0 18 23100 Count Total 0 10 0 0 3 46 0 0 235 34431019 Peak Hour 0 8 0 0 1 23 0 0 158 21817011 HV%PHF 0.63 0.86 0.94 56.0% 0.0% 7.7% 12.4%0.92 EB WB NB SB All 00014 0 0 13 0 027 14 0 N S EW 0 130000Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 3 0 1 4 4:15 PM 2 0 4 6 4:30 PM 5 0 7 12 4:45 PM 4 0 1 5 5:00 PM 7 1 5 13 5:15 PM 2 1 0 3 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 Count Total 23 2 18 43 Peak Hour 14 0 13 27 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 1 1 0 2 4:15 PM 1 0 0 1 4:30 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 2 0 0 2 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 Count Total 4 1 0 5 Peak Hour 2 1 0 3 Appendix B: LOS Definitions Highway Capacity Manual 2010/6th Edition Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due to the traffic signal control as well as provides a surrogate measure for driver discomfort and fuel consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in seconds) during a specified time period (e.g., weekday PM peak hour). Control delay is a complex measure based on many variables, including signal phasing and coordination (i.e., progression of movements through the intersection and along the corridor), signal cycle length, and traffic volumes with respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized intersections, as described in the Highway Capacity Manual 2010 and 6th Edition (Transportation Research Board, 2010 and 2016, respectively). Table 1. Level of Service Criteria for Signalized Intersections Level of Service Average Control Delay (seconds/vehicle) General Description A £10 Free Flow B >10 – 20 Stable Flow (slight delays) C >20 – 35 Stable flow (acceptable delays) D >35 – 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) E >55 – 80 Unstable flow (intolerable delay) F1 >80 Forced flow (congested and queues fail to clear) Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume-to-capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or intersection is determined solely by the control delay. Unsignalized intersection LOS criteria can be further reduced into two intersection types: all-way stop and two-way stop control. All-way stop control intersection LOS is expressed in terms of the weighted average control delay of the overall intersection or by approach. Two-way stop-controlled intersection LOS is defined in terms of the average control delay for each minor-street movement (or shared movement) as well as major-street left-turns. This approach is because major-street through vehicles are assumed to experience zero delay, a weighted average of all movements results in very low overall average delay, and this calculated low delay could mask deficiencies of minor movements. Table 2 shows LOS criteria for unsignalized intersections. Table 2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay (seconds/vehicle) A 0 – 10 B >10 – 15 C >15 – 25 D >25 – 35 E >35 – 50 F1 >50 Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume-to-capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized intersections, or minor street approach at two-way stop-controlled intersections. Overall intersection LOS is determined solely by control delay. Appendix C: LOS Worksheets HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 16 15 43 18 18 19 633 79 3 549 26 Future Volume (veh/h) 5 16 15 43 18 18 19 633 79 3 549 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.88 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1411 1411 1411 1707 1707 1707 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 5 16 0 44 18 18 19 646 81 3 560 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 33 33 33 13 13 13 7 7 7 5 5 5 Cap, veh/h 9 197 55 165 126 34 1052 132 7 1136 55 Arrive On Green 0.01 0.07 0.00 0.03 0.10 0.10 0.02 0.67 0.67 0.00 0.66 0.66 Sat Flow, veh/h 1344 2681 1196 1626 1639 1255 1711 1561 196 1739 1726 83 Grp Volume(v), veh/h 5 16 0 44 18 18 19 0 727 3 0 587 Grp Sat Flow(s),veh/h/ln 1344 1340 1196 1626 1622 1272 1711 0 1756 1739 0 1809 Q Serve(g_s), s 0.4 0.6 0.0 3.0 1.1 1.4 1.2 0.0 25.3 0.2 0.0 18.1 Cycle Q Clear(g_c), s 0.4 0.6 0.0 3.0 1.1 1.4 1.2 0.0 25.3 0.2 0.0 18.1 Prop In Lane 1.00 1.00 1.00 0.99 1.00 0.11 1.00 0.05 Lane Grp Cap(c), veh/h 9 197 55 163 128 34 0 1184 7 0 1191 V/C Ratio(X) 0.58 0.08 0.80 0.11 0.14 0.55 0.00 0.61 0.43 0.00 0.49 Avail Cap(c_a), veh/h 197 539 238 326 255 250 0 1184 255 0 1191 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.5 47.5 0.0 52.8 45.0 45.1 53.4 0.0 10.0 54.7 0.0 9.5 Incr Delay (d2), s/veh 48.9 0.2 0.0 23.0 0.3 0.5 13.3 0.0 2.4 37.5 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.2 0.0 1.6 0.5 0.5 0.6 0.0 9.6 0.2 0.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 103.4 47.7 0.0 75.8 45.3 45.6 66.7 0.0 12.3 92.1 0.0 11.0 LnGrp LOS F D E D D E A B F A B Approach Vol, veh/h 21 A 80 746 590 Approach Delay, s/veh 60.9 62.1 13.7 11.4 Approach LOS E E B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 14.0 8.1 78.3 6.6 17.0 6.3 80.1 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 5.0 2.6 3.2 20.1 2.4 3.4 2.2 27.3 Green Ext Time (p_c), s 0.0 0.0 0.0 3.1 0.0 0.1 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 71 15 49 64 14 12 377 143 30 155 7 Future Volume (veh/h) 10 71 15 49 64 14 12 377 143 30 155 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.96 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1633 1633 1633 1767 1767 1767 1826 1826 1826 1796 1796 1796 Adj Flow Rate, veh/h 11 75 16 52 67 15 13 397 151 32 163 7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 18 18 18 9 9 9 5 5 5 7 7 7 Cap, veh/h 176 194 40 192 277 60 26 1608 603 50 2232 95 Arrive On Green 0.01 0.08 0.08 0.04 0.10 0.10 0.02 0.66 0.66 0.03 0.67 0.67 Sat Flow, veh/h 1555 2534 519 1682 2723 585 1739 2453 920 1711 3331 142 Grp Volume(v), veh/h 11 45 46 52 40 42 13 279 269 32 83 87 Grp Sat Flow(s),veh/h/ln1555 1552 1502 1682 1678 1629 1739 1735 1638 1711 1706 1767 Q Serve(g_s), s 0.6 2.7 2.9 2.8 2.2 2.4 0.7 6.6 6.8 1.9 1.7 1.7 Cycle Q Clear(g_c), s 0.6 2.7 2.9 2.8 2.2 2.4 0.7 6.6 6.8 1.9 1.7 1.7 Prop In Lane 1.00 0.35 1.00 0.36 1.00 0.56 1.00 0.08 Lane Grp Cap(c), veh/h 176 119 115 192 171 166 26 1137 1074 50 1143 1184 V/C Ratio(X) 0.06 0.38 0.40 0.27 0.24 0.25 0.49 0.25 0.25 0.64 0.07 0.07 Avail Cap(c_a), veh/h 311 310 300 296 336 326 174 1137 1074 257 1143 1184 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.7 43.9 44.0 40.5 41.3 41.4 48.9 7.1 7.1 48.0 5.7 5.7 Incr Delay (d2), s/veh 0.1 0.7 0.8 0.3 0.3 0.3 5.1 0.5 0.5 4.9 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 1.1 1.1 1.2 0.9 1.0 0.4 2.4 2.3 0.9 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.8 44.6 44.8 40.7 41.6 41.7 54.0 7.6 7.6 52.8 5.8 5.8 LnGrp LOS D D D D D D D A A D A A Approach Vol, veh/h 102 134 561 202 Approach Delay, s/veh 44.4 41.3 8.7 13.3 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.8 12.7 6.5 72.0 6.3 15.2 7.9 70.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s4.8 4.9 2.7 3.7 2.6 4.4 3.9 8.8 Green Ext Time (p_c), s 0.0 0.2 0.0 1.0 0.0 0.2 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 232 19 152 126 6 103 Future Volume (veh/h) 232 19 152 126 6 103 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/ln 1811 1811 1856 1856 1722 1722 Adj Flow Rate, veh/h 247 20 162 134 6 110 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 3 3 12 12 Cap, veh/h 1064 86 665 573 200 178 Arrive On Green 0.33 0.33 0.33 0.33 0.12 0.12 Sat Flow, veh/h 3315 259 867 1822 1640 1459 Grp Volume(v), veh/h 131 136 177 119 6 110 Grp Sat Flow(s),veh/h/ln1721 1763 1001 1604 1640 1459 Q Serve(g_s), s 1.0 1.0 2.1 1.0 0.1 1.3 Cycle Q Clear(g_c), s 1.0 1.0 3.1 1.0 0.1 1.3 Prop In Lane 0.15 0.92 1.00 1.00 Lane Grp Cap(c), veh/h 568 582 709 529 200 178 V/C Ratio(X) 0.23 0.23 0.25 0.23 0.03 0.62 Avail Cap(c_a), veh/h 2452 2513 1956 2286 1708 1520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 4.4 4.4 5.4 4.4 7.1 7.6 Incr Delay (d2), s/veh 0.4 0.4 0.3 0.3 0.1 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.1 0.2 0.1 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.9 4.9 5.6 4.7 7.1 12.5 LnGrp LOS A A A A A B Approach Vol, veh/h 267 296 116 Approach Delay, s/veh 4.9 5.3 12.2 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 11.0 7.2 11.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 26.0 19.0 26.0 Max Q Clear Time (g_c+I1), s 5.1 3.3 3.0 Green Ext Time (p_c), s 2.5 0.4 2.8 Intersection Summary HCM 6th Ctrl Delay 6.3 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 20 1 11 27 67 3 14 4 22 8 1 Future Vol, veh/h 6 20 1 11 27 67 3 14 4 22 8 1 Conflicting Peds, #/hr 24 0 57 33 0 0 57 0 33 0 0 24 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 160 - - 0 - - 100 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 21 21 21 3 3 3 26 26 26 17 17 17 Mvmt Flow 8 26 1 14 35 87 4 18 5 29 10 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 146 0 0 84 0 0 269 274 117 218 231 160 Stage 1 - - - - - - 100 100 - 131 131 - Stage 2 - - - - - - 169 174 - 87 100 - Critical Hdwy 4.31 - - 4.13 - - 7.36 6.76 6.46 7.27 6.67 6.37 Critical Hdwy Stg 1 - - - - - - 6.36 5.76 - 6.27 5.67 - Critical Hdwy Stg 2 - - - - - - 6.36 5.76 - 6.27 5.67 - Follow-up Hdwy 2.389 - - 2.227 - - 3.734 4.234 3.534 3.653 4.153 3.453 Pot Cap-1 Maneuver 1328 - - 1506 - - 637 595 874 707 644 847 Stage 1 - - - - - - 851 768 - 838 760 - Stage 2 - - - - - - 780 712 - 885 784 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1298 - - 1424 - - 554 541 801 640 586 783 Mov Cap-2 Maneuver - - - - - - 554 541 - 640 586 - Stage 1 - - - - - - 800 722 - 814 735 - Stage 2 - - - - - - 719 689 - 825 737 - Approach EB WB NB SB HCM Control Delay, s 1.7 0.8 11.4 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 554 583 1298 - - 1424 - - 640 603 HCM Lane V/C Ratio 0.007 0.04 0.006 - - 0.01 - - 0.045 0.019 HCM Control Delay (s) 11.5 11.4 7.8 - - 7.6 - - 10.9 11.1 HCM Lane LOS B B A - - A - - B B HCM 95th %tile Q(veh) 0 0.1 0 - - 0 - - 0.1 0.1 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 12 31 21 25 11 63 720 263 9 566 16 Future Volume (veh/h) 0 12 31 21 25 11 63 720 263 9 566 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1589 1589 1589 1781 1781 1781 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 0 13 0 23 27 12 68 774 283 10 609 17 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 21 21 21 8 8 8 6 6 6 4 4 4 Cap, veh/h 1 296 39 453 376 87 1081 911 21 1940 54 Arrive On Green 0.00 0.19 0.00 0.02 0.25 0.25 0.05 0.60 0.60 0.01 0.56 0.56 Sat Flow, veh/h 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 3474 97 Grp Volume(v), veh/h 0 13 0 23 27 12 68 774 283 10 306 320 Grp Sat Flow(s),veh/h/ln 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 1749 1823 Q Serve(g_s), s 0.0 0.7 0.0 1.5 1.3 0.7 4.3 33.1 10.1 0.6 10.3 10.3 Cycle Q Clear(g_c), s 0.0 0.7 0.0 1.5 1.3 0.7 4.3 33.1 10.1 0.6 10.3 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 1 296 39 453 376 87 1081 911 21 976 1018 V/C Ratio(X) 0.00 0.04 0.59 0.06 0.03 0.78 0.72 0.31 0.48 0.31 0.31 Avail Cap(c_a), veh/h 206 376 262 453 376 282 1081 911 239 976 1018 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 36.7 0.0 53.2 31.0 30.8 51.6 15.6 11.0 54.0 13.0 13.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 12.2 0.2 0.1 13.6 4.1 0.9 15.8 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.3 0.0 0.8 0.6 0.3 2.2 14.0 3.5 0.4 4.2 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 36.8 0.0 65.4 31.3 31.0 65.2 19.7 11.8 69.8 13.8 13.8 LnGrp LOS A D E C C E B B E B B Approach Vol, veh/h 13 A 62 1125 636 Approach Delay, s/veh 36.8 43.9 20.4 14.7 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 25.5 10.6 66.4 0.0 33.0 6.3 70.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 3.5 2.7 6.3 12.3 0.0 3.3 2.6 35.1 Green Ext Time (p_c), s 0.0 0.0 0.1 3.5 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 19.4 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 86 24 8 25 6 86 455 14 16 126 55 Future Volume (veh/h) 88 86 24 8 25 6 86 455 14 16 126 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1693 1693 1693 1870 1870 1870 1767 1767 1767 Adj Flow Rate, veh/h 93 91 25 8 26 6 91 479 15 17 133 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 5 5 14 14 14 2 2 2 9 9 9 Cap, veh/h 118 344 90 16 92 21 117 2083 65 33 1259 522 Arrive On Green 0.07 0.13 0.13 0.01 0.07 0.07 0.07 0.59 0.59 0.02 0.55 0.55 Sat Flow, veh/h 1739 2694 708 1612 1311 303 1781 3516 110 1682 2304 955 Grp Volume(v), veh/h 93 57 59 8 0 32 91 242 252 17 95 96 Grp Sat Flow(s),veh/h/ln1739 1735 1668 1612 0 1613 1781 1777 1849 1682 1678 1580 Q Serve(g_s), s 4.2 2.4 2.6 0.4 0.0 1.5 4.0 5.1 5.1 0.8 2.2 2.3 Cycle Q Clear(g_c), s 4.2 2.4 2.6 0.4 0.0 1.5 4.0 5.1 5.1 0.8 2.2 2.3 Prop In Lane 1.00 0.42 1.00 0.19 1.00 0.06 1.00 0.60 Lane Grp Cap(c), veh/h 118 221 213 16 0 113 117 1053 1096 33 917 864 V/C Ratio(X) 0.79 0.26 0.28 0.49 0.00 0.28 0.78 0.23 0.23 0.51 0.10 0.11 Avail Cap(c_a), veh/h 152 477 459 141 0 444 223 1053 1096 168 917 864 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 31.5 31.6 39.4 0.0 35.3 36.8 7.7 7.7 38.8 8.7 8.8 Incr Delay (d2), s/veh 17.6 0.2 0.2 8.1 0.0 0.5 4.2 0.5 0.5 4.5 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 1.0 1.0 0.2 0.0 0.6 1.8 1.9 2.0 0.4 0.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.3 31.7 31.8 47.5 0.0 35.8 41.0 8.2 8.2 43.3 8.9 9.0 LnGrp LOS D C C D A D D A A D A A Approach Vol, veh/h 209 40 585 208 Approach Delay, s/veh 41.8 38.1 13.3 11.8 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.4 10.6 10.2 48.7 5.8 15.2 6.6 52.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s7.0 22.0 10.0 21.0 7.0 22.0 8.0 23.0 Max Q Clear Time (g_c+I1), s6.2 3.5 6.0 4.3 2.4 4.6 2.8 7.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.0 0.3 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 5 42 0 4 5 18 95 4 0 56 9 Future Volume (veh/h) 72 5 42 0 4 5 18 95 4 0 56 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1767 1767 0 1070 1070 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 76 5 44 0 4 5 19 100 4 0 59 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 9 9 9 0 56 56 3 3 3 2 2 2 Cap, veh/h 498 25 309 0 217 193 43 799 32 242 408 62 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.02 0.45 0.45 0.00 0.26 0.26 Sat Flow, veh/h 1237 118 1449 0 1070 905 1767 1771 71 1290 1575 240 Grp Volume(v), veh/h 81 0 44 0 4 5 19 0 104 0 0 68 Grp Sat Flow(s),veh/h/ln1355 0 1449 0 1017 905 1767 0 1841 1290 0 1815 Q Serve(g_s), s 1.3 0.0 0.7 0.0 0.1 0.1 0.3 0.0 1.0 0.0 0.0 0.9 Cycle Q Clear(g_c), s 1.5 0.0 0.7 0.0 0.1 0.1 0.3 0.0 1.0 0.0 0.0 0.9 Prop In Lane 0.94 1.00 0.00 1.00 1.00 0.04 1.00 0.13 Lane Grp Cap(c), veh/h 523 0 309 0 217 193 43 0 831 242 0 470 V/C Ratio(X) 0.15 0.00 0.14 0.00 0.02 0.03 0.44 0.00 0.13 0.00 0.00 0.14 Avail Cap(c_a), veh/h 1095 0 924 0 648 577 297 0 1916 817 0 1280 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 9.5 0.0 9.3 9.3 14.3 0.0 4.8 0.0 0.0 8.5 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.1 6.9 0.0 0.1 0.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.9 0.0 9.7 0.0 9.3 9.3 21.2 0.0 4.9 0.0 0.0 8.8 LnGrp LOS A A A A A A C A A A A A Approach Vol, veh/h 125 9 123 68 Approach Delay, s/veh 9.8 9.3 7.4 8.8 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.3 5.7 12.7 11.3 18.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.1 2.3 2.9 3.5 3.0 Green Ext Time (p_c), s 0.0 0.0 0.4 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: S1 (North)/E7 (North) & Logan Ave N Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 0 0 2 0 1039 10 0 607 15 Future Vol, veh/h 0 0 3 0 0 2 0 1039 10 0 607 15 Conflicting Peds, #/hr 10 0 10 6 0 6 10 0 6 6 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 7 7 7 7 7 7 Mvmt Flow 0 0 3 0 0 2 0 1094 11 0 639 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 348 - - 565 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 7.1 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.9 - - - - - - Pot Cap-1 Maneuver 0 0 654 0 0 405 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 642 - - 400 - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 14 0 0 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 642 400 - - HCM Lane V/C Ratio - - 0.005 0.005 - - HCM Control Delay (s) - - 10.6 14 - - HCM Lane LOS - - B B - - HCM 95th %tile Q(veh) - - 0 0 - - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & S1 (South)/E7 (South)Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 0 0 0 55 1046 3 2 604 5 Future Vol, veh/h 0 0 1 0 0 0 55 1046 3 2 604 5 Conflicting Peds, #/hr 7 0 7 2 0 2 7 0 2 2 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 0 6 6 6 5 5 5 Mvmt Flow 0 0 1 0 0 0 59 1113 3 2 643 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1339 1893 338 1568 1894 567 655 0 0 1118 0 0 Stage 1 657 657 - 1235 1235 - - - - - - - Stage 2 682 1236 - 333 659 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.22 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.26 - - 2.25 - - Pot Cap-1 Maneuver 113 71 664 76 71 472 902 - - 603 - - Stage 1 425 465 - 190 251 - - - - - - - Stage 2 411 250 - 660 464 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 106 66 655 71 66 468 896 - - 602 - - Mov Cap-2 Maneuver 106 66 - 71 66 - - - - - - - Stage 1 394 460 - 177 234 - - - - - - - Stage 2 381 233 - 652 459 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 0 0.5 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 896 - - 655 - 602 - - HCM Lane V/C Ratio 0.065 - - 0.002 - 0.004 - - HCM Control Delay (s) 9.3 - - 10.5 0 11 - - HCM Lane LOS A - - B A B - - HCM 95th %tile Q(veh) 0.2 - - 0 - 0 - - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 6 10 3 0 4 6 602 29 3 143 2 Future Vol, veh/h 19 6 10 3 0 4 6 602 29 3 143 2 Conflicting Peds, #/hr 1 0 4 5 0 2 4 0 5 2 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 3 3 3 8 8 8 Mvmt Flow 20 6 10 3 0 4 6 627 30 3 149 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 488 834 85 748 820 336 155 0 0 662 0 0 Stage 1 160 160 - 659 659 - - - - - - - Stage 2 328 674 - 89 161 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.16 - - 4.26 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.23 - - 2.28 - - Pot Cap-1 Maneuver 467 306 963 305 312 666 1415 - - 883 - - Stage 1 832 769 - 424 464 - - - - - - - Stage 2 664 457 - 914 769 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 458 300 955 292 306 662 1410 - - 879 - - Mov Cap-2 Maneuver 458 300 - 292 306 - - - - - - - Stage 1 823 763 - 419 458 - - - - - - - Stage 2 654 452 - 889 763 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13 13.5 0.1 0.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1410 - - 486 292 662 879 - - HCM Lane V/C Ratio 0.004 - - 0.075 0.011 0.006 0.004 - - HCM Control Delay (s) 7.6 0 - 13 17.5 10.5 9.1 0 - HCM Lane LOS A A - B C B A A - HCM 95th %tile Q(veh) 0 - - 0.2 0 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Existing Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 2 134 14 5 Future Vol, veh/h 8 0 2 134 14 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 18 18 5 5 12 12 Mvmt Flow 9 0 2 154 16 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 177 19 22 0 - 0 Stage 1 19 - - - - - Stage 2 158 - - - - - Critical Hdwy 6.58 6.38 4.15 - - - Critical Hdwy Stg 1 5.58 - - - - - Critical Hdwy Stg 2 5.58 - - - - - Follow-up Hdwy 3.662 3.462 2.245 - - - Pot Cap-1 Maneuver 777 1015 1574 - - - Stage 1 964 - - - - - Stage 2 833 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 776 1015 1574 - - - Mov Cap-2 Maneuver 748 - - - - - Stage 1 963 - - - - - Stage 2 833 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1574 - 748 - - - HCM Lane V/C Ratio 0.001 - 0.012 - - - HCM Control Delay (s) 7.3 - 9.9 0 - - HCM Lane LOS A - A A - - HCM 95th %tile Q(veh) 0 - 0 - - - HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 34 16 73 4 53 6 740 89 16 612 8 Future Volume (veh/h) 31 34 16 73 4 53 6 740 89 16 612 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.91 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1737 1737 1737 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 34 37 0 80 4 58 7 813 98 18 673 9 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 1 1 1 3 3 3 4 4 4 Cap, veh/h 49 231 103 176 142 15 1036 125 34 1176 16 Arrive On Green 0.03 0.07 0.00 0.06 0.10 0.10 0.01 0.64 0.64 0.02 0.65 0.65 Sat Flow, veh/h 1654 3300 1472 1795 1791 1451 1767 1621 195 1753 1812 24 Grp Volume(v), veh/h 34 37 0 80 4 58 7 0 911 18 0 682 Grp Sat Flow(s),veh/h/ln 1654 1650 1472 1795 1791 1451 1767 0 1817 1753 0 1836 Q Serve(g_s), s 2.2 1.2 0.0 4.8 0.2 4.1 0.4 0.0 40.0 1.1 0.0 22.8 Cycle Q Clear(g_c), s 2.2 1.2 0.0 4.8 0.2 4.1 0.4 0.0 40.0 1.1 0.0 22.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.01 Lane Grp Cap(c), veh/h 49 231 103 176 142 15 0 1160 34 0 1192 V/C Ratio(X) 0.70 0.16 0.77 0.02 0.41 0.45 0.00 0.79 0.53 0.00 0.57 Avail Cap(c_a), veh/h 242 663 263 360 292 259 0 1160 257 0 1192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.90 0.90 0.90 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.9 48.1 0.0 51.1 44.8 46.6 54.3 0.0 14.4 53.5 0.0 10.8 Incr Delay (d2), s/veh 16.6 0.3 0.0 10.5 0.0 1.7 19.3 0.0 5.4 12.5 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.5 0.0 2.5 0.1 1.6 0.3 0.0 16.6 0.6 0.0 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.5 48.4 0.0 61.6 44.9 48.3 73.5 0.0 19.8 65.9 0.0 12.8 LnGrp LOS E D E D D E A B E A B Approach Vol, veh/h 71 A 142 918 700 Approach Delay, s/veh 58.5 55.7 20.2 14.1 Approach LOS E E C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.2 13.6 6.9 77.3 9.1 16.7 8.0 76.2 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 6.8 3.2 2.4 24.8 4.2 6.1 3.1 42.0 Green Ext Time (p_c), s 0.1 0.1 0.0 2.7 0.0 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 71 17 80 77 59 21 386 65 88 261 37 Future Volume (veh/h) 56 71 17 80 77 59 21 386 65 88 261 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.94 0.91 0.94 0.92 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1648 1648 1648 1885 1885 1885 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 62 78 19 88 85 65 23 424 71 97 287 41 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 17 17 1 1 1 4 4 4 4 4 4 Cap, veh/h 212 248 57 261 224 150 41 1706 283 123 1893 267 Arrive On Green 0.05 0.10 0.10 0.06 0.11 0.11 0.01 0.19 0.19 0.07 0.62 0.62 Sat Flow, veh/h 1570 2475 572 1795 1983 1325 1753 2986 496 1753 3064 432 Grp Volume(v), veh/h 62 48 49 88 76 74 23 247 248 97 162 166 Grp Sat Flow(s),veh/h/ln1570 1566 1481 1795 1791 1516 1753 1749 1733 1753 1749 1748 Q Serve(g_s), s 3.5 2.8 3.1 4.3 3.9 4.6 1.3 12.0 12.2 5.4 3.9 4.0 Cycle Q Clear(g_c), s 3.5 2.8 3.1 4.3 3.9 4.6 1.3 12.0 12.2 5.4 3.9 4.0 Prop In Lane 1.00 0.39 1.00 0.87 1.00 0.29 1.00 0.25 Lane Grp Cap(c), veh/h 212 157 149 261 202 171 41 999 990 123 1081 1080 V/C Ratio(X) 0.29 0.30 0.33 0.34 0.37 0.43 0.56 0.25 0.25 0.79 0.15 0.15 Avail Cap(c_a), veh/h 298 313 296 337 358 303 175 999 990 263 1081 1080 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.99 0.99 0.99 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 41.7 41.9 37.3 41.1 41.4 49.1 22.3 22.3 45.8 8.0 8.1 Incr Delay (d2), s/veh 0.3 0.4 0.5 0.3 0.4 0.6 4.1 0.6 0.6 4.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 1.1 1.1 1.9 1.7 1.7 0.6 5.8 5.8 2.5 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.3 42.1 42.3 37.6 41.5 42.0 53.2 22.8 22.9 50.0 8.3 8.4 LnGrp LOS D D D D D D D C C D A A Approach Vol, veh/h 159 238 518 425 Approach Delay, s/veh 40.7 40.2 24.2 17.9 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 15.0 7.4 66.8 9.5 16.3 12.0 62.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s6.3 5.1 3.3 6.0 5.5 6.6 7.4 14.2 Green Ext Time (p_c), s 0.0 0.2 0.0 2.1 0.0 0.4 0.1 3.0 Intersection Summary HCM 6th Ctrl Delay 27.0 HCM 6th LOS C HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1 210 12 39 190 16 248 Future Volume (veh/h) 1 210 12 39 190 16 248 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/ln 1767 1767 1826 1826 1885 1885 Adj Flow Rate, veh/h 244 14 45 221 19 288 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 9 9 5 5 1 1 Cap, veh/h 880 50 296 795 480 427 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 3315 184 291 3000 1795 1598 Grp Volume(v), veh/h 126 132 148 118 19 288 Grp Sat Flow(s),veh/h/ln 1678 1733 1630 1578 1795 1598 Q Serve(g_s), s 1.3 1.3 0.0 1.3 0.2 3.5 Cycle Q Clear(g_c), s 1.3 1.3 1.4 1.3 0.2 3.5 Prop In Lane 0.11 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 458 472 661 430 480 427 V/C Ratio(X) 0.28 0.28 0.22 0.28 0.04 0.67 Avail Cap(c_a), veh/h 1930 1993 1991 1816 1652 1470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.2 6.2 6.3 6.2 5.9 7.1 Incr Delay (d2), s/veh 0.7 0.7 0.2 0.5 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.3 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.9 6.9 6.5 6.7 5.9 9.8 LnGrp LOS A A A A A A Approach Vol, veh/h 258 266 307 Approach Delay, s/veh 6.9 6.6 9.5 Approach LOS A A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 10.9 10.8 10.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 3.4 5.5 3.3 Green Ext Time (p_c), s 2.1 1.4 2.6 Intersection Summary HCM 6th Ctrl Delay 7.8 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 31 4 3 26 11 6 11 17 98 3 2 Future Vol, veh/h 3 31 4 3 26 11 6 11 17 98 3 2 Conflicting Peds, #/hr 33 0 53 20 0 0 53 0 20 0 0 33 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 160 - - 0 - - 100 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73 Heavy Vehicles, % 10 10 10 12 12 12 23 23 23 5 5 5 Mvmt Flow 4 42 5 4 36 15 8 15 23 134 4 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 84 0 0 100 0 0 214 198 118 177 193 130 Stage 1 - - - - - - 106 106 - 85 85 - Stage 2 - - - - - - 108 92 - 92 108 - Critical Hdwy 4.2 - - 4.22 - - 7.33 6.73 6.43 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.33 5.73 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.33 5.73 - 6.15 5.55 - Follow-up Hdwy 2.29 - - 2.308 - - 3.707 4.207 3.507 3.545 4.045 3.345 Pot Cap-1 Maneuver 1464 - - 1432 - - 700 662 880 779 697 912 Stage 1 - - - - - - 851 769 - 916 819 - Stage 2 - - - - - - 849 780 - 908 800 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1418 - - 1360 - - 623 606 820 703 638 839 Mov Cap-2 Maneuver - - - - - - 623 606 - 703 638 - Stage 1 - - - - - - 806 728 - 885 791 - Stage 2 - - - - - - 797 753 - 845 758 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.6 10.4 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 623 720 1418 - - 1360 - - 703 706 HCM Lane V/C Ratio 0.013 0.053 0.003 - - 0.003 - - 0.191 0.01 HCM Control Delay (s) 10.9 10.3 7.5 - - 7.7 - - 11.3 10.1 HCM Lane LOS B B A - - A - - B B HCM 95th %tile Q(veh) 0 0.2 0 - - 0 - - 0.7 0 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 35 99 110 7 14 28 806 217 8 690 9 Future Volume (veh/h) 15 35 99 110 7 14 28 806 217 8 690 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1870 1870 1870 1826 1826 1826 1841 1841 1841 Adj Flow Rate, veh/h 16 37 0 116 7 15 29 848 228 8 726 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 7 2 2 2 5 5 5 4 4 4 Cap, veh/h 30 343 145 476 396 46 979 822 17 1837 23 Arrive On Green 0.02 0.19 0.00 0.08 0.25 0.25 0.03 0.54 0.54 0.01 0.52 0.52 Sat Flow, veh/h 1711 1796 1522 1781 1870 1554 1739 1826 1534 1753 3537 44 Grp Volume(v), veh/h 16 37 0 116 7 15 29 848 228 8 359 376 Grp Sat Flow(s),veh/h/ln 1711 1796 1522 1781 1870 1554 1739 1826 1534 1753 1749 1832 Q Serve(g_s), s 1.0 1.9 0.0 7.0 0.3 0.8 1.8 44.2 8.9 0.5 13.7 13.7 Cycle Q Clear(g_c), s 1.0 1.9 0.0 7.0 0.3 0.8 1.8 44.2 8.9 0.5 13.7 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 30 343 145 476 396 46 979 822 17 908 952 V/C Ratio(X) 0.53 0.11 0.80 0.01 0.04 0.62 0.87 0.28 0.46 0.40 0.40 Avail Cap(c_a), veh/h 233 425 275 476 396 285 979 822 239 908 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 36.8 0.0 49.7 30.7 30.9 53.0 22.1 13.9 54.2 16.0 16.0 Incr Delay (d2), s/veh 13.8 0.1 0.0 9.7 0.1 0.2 12.9 10.2 0.8 18.1 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.8 0.0 3.5 0.1 0.3 1.0 20.6 3.2 0.3 5.6 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.4 36.9 0.0 59.4 30.7 31.0 65.9 32.3 14.7 72.2 17.3 17.2 LnGrp LOS E D E C C E C B E B B Approach Vol, veh/h 53 A 138 1105 743 Approach Delay, s/veh 46.1 54.9 29.5 17.8 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.9 26.0 7.9 62.1 6.9 33.0 6.1 64.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 9.0 3.9 3.8 15.7 3.0 2.8 2.5 46.2 Green Ext Time (p_c), s 0.2 0.1 0.0 3.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 209 104 140 16 21 2 18 260 6 6 429 28 Future Volume (veh/h) 209 104 140 16 21 2 18 260 6 6 429 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1752 1752 1752 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 213 106 143 16 21 2 18 265 6 6 438 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 10 10 10 3 3 3 4 4 4 Cap, veh/h 230 285 249 30 78 7 35 2159 49 13 2000 132 Arrive On Green 0.13 0.16 0.16 0.02 0.05 0.05 0.02 0.61 0.61 0.00 0.20 0.20 Sat Flow, veh/h 1767 1763 1543 1668 1565 149 1767 3524 80 1753 3328 220 Grp Volume(v), veh/h 213 106 143 16 0 23 18 132 139 6 229 238 Grp Sat Flow(s),veh/h/ln1767 1763 1543 1668 0 1714 1767 1763 1841 1753 1749 1799 Q Serve(g_s), s 11.9 5.4 8.6 1.0 0.0 1.3 1.0 3.1 3.2 0.3 11.0 11.1 Cycle Q Clear(g_c), s 11.9 5.4 8.6 1.0 0.0 1.3 1.0 3.1 3.2 0.3 11.0 11.1 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.04 1.00 0.12 Lane Grp Cap(c), veh/h 230 285 249 30 0 85 35 1080 1128 13 1051 1081 V/C Ratio(X) 0.93 0.37 0.57 0.53 0.00 0.27 0.52 0.12 0.12 0.45 0.22 0.22 Avail Cap(c_a), veh/h 230 388 340 217 0 377 177 1080 1128 140 1051 1081 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.97 0.97 0.97 1.00 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 43.0 37.4 38.7 48.7 0.0 45.8 48.5 8.1 8.1 49.7 20.4 20.4 Incr Delay (d2), s/veh 39.1 0.3 0.8 5.4 0.0 0.6 4.4 0.2 0.2 8.3 0.5 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 %ile BackOfQ(50%),veh/ln7.6 2.3 3.3 0.4 0.0 0.6 0.5 1.2 1.3 0.2 5.3 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.1 37.7 39.5 54.1 0.0 46.4 52.9 8.3 8.3 57.9 20.9 20.9 LnGrp LOS F D D D A D D A A E C C Approach Vol, veh/h 462 39 289 473 Approach Delay, s/veh 58.7 49.6 11.1 21.4 Approach LOS E D B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s18.0 10.0 7.0 65.1 6.8 21.2 5.8 66.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s13.0 22.0 10.0 35.0 13.0 22.0 8.0 37.0 Max Q Clear Time (g_c+I1), s13.9 3.3 3.0 13.1 3.0 10.6 2.3 5.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 0.0 0.7 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 33.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 2 22 0 3 1 8 71 0 0 86 28 Future Volume (veh/h) 86 2 22 0 3 1 8 71 0 0 86 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 0 1693 1693 1900 1900 1900 1737 1737 1737 Adj Flow Rate, veh/h 101 2 26 0 4 1 9 84 0 0 101 33 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 10 10 10 0 14 14 0 0 0 11 11 11 Cap, veh/h 528 8 310 0 547 131 22 816 0 257 297 97 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.01 0.43 0.00 0.00 0.24 0.24 Sat Flow, veh/h 1282 37 1455 0 2653 615 1810 1900 0 1220 1243 406 Grp Volume(v), veh/h 103 0 26 0 2 3 9 84 0 0 0 134 Grp Sat Flow(s),veh/h/ln1319 0 1455 0 1608 1575 1810 1900 0 1220 0 1649 Q Serve(g_s), s 1.8 0.0 0.4 0.0 0.0 0.0 0.1 0.7 0.0 0.0 0.0 1.9 Cycle Q Clear(g_c), s 1.9 0.0 0.4 0.0 0.0 0.0 0.1 0.7 0.0 0.0 0.0 1.9 Prop In Lane 0.98 1.00 0.00 0.39 1.00 0.00 1.00 0.25 Lane Grp Cap(c), veh/h 536 0 310 0 343 336 22 816 0 257 0 394 V/C Ratio(X) 0.19 0.00 0.08 0.00 0.01 0.01 0.41 0.10 0.00 0.00 0.00 0.34 Avail Cap(c_a), veh/h 1149 0 988 0 1092 1069 323 2105 0 882 0 1238 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 9.4 0.0 8.8 0.0 8.7 8.7 13.7 4.8 0.0 0.0 0.0 8.8 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.0 0.0 0.0 11.9 0.1 0.0 0.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.6 0.0 8.9 0.0 8.7 8.7 25.7 4.9 0.0 0.0 0.0 9.9 LnGrp LOS A A A A A A C A A A A A Approach Vol, veh/h 129 5 93 134 Approach Delay, s/veh 9.4 8.7 6.9 9.9 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.0 5.3 11.7 11.0 17.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.0 2.1 3.9 3.9 2.7 Green Ext Time (p_c), s 0.0 0.0 1.1 0.5 0.8 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: S1 (North)/E7 (North) & Logan Ave N Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 11 0 0 1 0 1032 0 0 888 9 Future Vol, veh/h 0 0 11 0 0 1 0 1032 0 0 888 9 Conflicting Peds, #/hr 12 0 12 2 0 2 12 0 2 2 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 100 100 100 4 4 4 4 4 4 Mvmt Flow 0 0 12 0 0 1 0 1110 0 0 955 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 507 - - 559 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 9.1 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 4.9 - - - - - - Pot Cap-1 Maneuver 0 0 516 0 0 255 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 504 - - 254 - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.3 19.2 0 0 HCM LOS B C Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 504 254 - - HCM Lane V/C Ratio - - 0.023 0.004 - - HCM Control Delay (s) - - 12.3 19.2 - - HCM Lane LOS - - B C - - HCM 95th %tile Q(veh) - - 0.1 0 - - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & S1 (South)/E7 (South)Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 51 1 0 1 6 1065 0 2 894 3 Future Vol, veh/h 3 0 51 1 0 1 6 1065 0 2 894 3 Conflicting Peds, #/hr 14 0 14 0 0 0 14 0 0 0 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 0 4 4 4 3 3 3 Mvmt Flow 3 0 55 1 0 1 6 1145 0 2 961 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1580 2138 510 1656 2139 587 978 0 0 1145 0 0 Stage 1 981 981 - 1157 1157 - - - - - - - Stage 2 599 1157 - 499 982 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.16 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.23 - - Pot Cap-1 Maneuver 75 50 514 66 50 458 689 - - 600 - - Stage 1 271 330 - 212 273 - - - - - - - Stage 2 460 273 - 527 330 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 72 49 500 57 49 452 680 - - 600 - - Mov Cap-2 Maneuver 72 49 - 57 49 - - - - - - - Stage 1 265 325 - 210 271 - - - - - - - Stage 2 449 271 - 461 325 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.3 41.4 0.1 0 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 680 - - 376 101 600 - - HCM Lane V/C Ratio 0.009 - - 0.154 0.021 0.004 - - HCM Control Delay (s) 10.3 - - 16.3 41.4 11 - - HCM Lane LOS B - - C E B - - HCM 95th %tile Q(veh) 0 - - 0.5 0.1 0 - - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 7 14 42 1 5 2 246 14 3 480 15 Future Vol, veh/h 17 7 14 42 1 5 2 246 14 3 480 15 Conflicting Peds, #/hr 7 0 8 6 0 5 8 0 6 5 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 15 15 15 0 0 0 7 7 7 4 4 4 Mvmt Flow 18 7 14 43 1 5 2 254 14 3 495 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 656 795 271 536 795 147 518 0 0 274 0 0 Stage 1 517 517 - 271 271 - - - - - - - Stage 2 139 278 - 265 524 - - - - - - - Critical Hdwy 7.8 6.8 7.2 7.5 6.5 6.9 4.24 - - 4.18 - - Critical Hdwy Stg 1 6.8 5.8 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.8 5.8 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.65 4.15 3.45 3.5 4 3.3 2.27 - - 2.24 - - Pot Cap-1 Maneuver 326 295 689 432 323 880 1010 - - 1272 - - Stage 1 477 501 - 717 689 - - - - - - - Stage 2 813 648 - 723 533 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 318 289 679 408 317 869 1002 - - 1265 - - Mov Cap-2 Maneuver 318 289 - 408 317 - - - - - - - Stage 1 472 495 - 711 683 - - - - - - - Stage 2 800 643 - 690 527 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.3 14.3 0.1 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1002 - - 387 408 674 1265 - - HCM Lane V/C Ratio 0.002 - - 0.101 0.106 0.009 0.002 - - HCM Control Delay (s) 8.6 0 - 15.3 14.9 10.4 7.9 0 - HCM Lane LOS A A - C B B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0.4 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Existing Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 22 2 23 139 11 Future Vol, veh/h 6 22 2 23 139 11 Conflicting Peds, #/hr 2 3 3 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 56 56 0 0 8 8 Mvmt Flow 7 26 2 27 162 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 205 175 178 0 - 0 Stage 1 172 - - - - - Stage 2 33 - - - - - Critical Hdwy 6.96 6.76 4.1 - - - Critical Hdwy Stg 1 5.96 - - - - - Critical Hdwy Stg 2 5.96 - - - - - Follow-up Hdwy 4.004 3.804 2.2 - - - Pot Cap-1 Maneuver 676 746 1410 - - - Stage 1 743 - - - - - Stage 2 867 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 671 742 1406 - - - Mov Cap-2 Maneuver 659 - - - - - Stage 1 740 - - - - - Stage 2 864 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1406 - 659 742 - - HCM Lane V/C Ratio 0.002 - 0.011 0.034 - - HCM Control Delay (s) 7.6 - 10.5 10 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0 0.1 - - HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 18 17 48 20 20 21 732 89 3 630 29 Future Volume (veh/h) 6 18 17 48 20 20 21 732 89 3 630 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.88 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1411 1411 1411 1707 1707 1707 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 6 18 0 49 20 20 21 747 91 3 643 30 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 33 33 33 13 13 13 7 7 7 5 5 5 Cap, veh/h 10 200 61 171 132 37 1048 128 7 1126 53 Arrive On Green 0.01 0.07 0.00 0.04 0.10 0.10 0.02 0.67 0.67 0.00 0.65 0.65 Sat Flow, veh/h 1344 2681 1196 1626 1638 1263 1711 1566 191 1739 1729 81 Grp Volume(v), veh/h 6 18 0 49 20 20 21 0 838 3 0 673 Grp Sat Flow(s),veh/h/ln 1344 1340 1196 1626 1622 1278 1711 0 1757 1739 0 1809 Q Serve(g_s), s 0.5 0.7 0.0 3.3 1.2 1.6 1.3 0.0 33.2 0.2 0.0 22.7 Cycle Q Clear(g_c), s 0.5 0.7 0.0 3.3 1.2 1.6 1.3 0.0 33.2 0.2 0.0 22.7 Prop In Lane 1.00 1.00 1.00 0.99 1.00 0.11 1.00 0.04 Lane Grp Cap(c), veh/h 10 200 61 170 134 37 0 1176 7 0 1179 V/C Ratio(X) 0.59 0.09 0.80 0.12 0.15 0.57 0.00 0.71 0.43 0.00 0.57 Avail Cap(c_a), veh/h 197 539 238 326 257 250 0 1176 255 0 1179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.4 47.4 0.0 52.5 44.6 44.8 53.3 0.0 11.5 54.7 0.0 10.6 Incr Delay (d2), s/veh 43.7 0.2 0.0 20.4 0.3 0.5 13.1 0.0 3.7 37.5 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.2 0.0 1.7 0.5 0.5 0.7 0.0 12.8 0.2 0.0 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 98.1 47.6 0.0 72.9 44.9 45.3 66.4 0.0 15.2 92.1 0.0 12.6 LnGrp LOS F D E D D E A B F A B Approach Vol, veh/h 24 A 89 859 676 Approach Delay, s/veh 60.2 60.4 16.5 13.0 Approach LOS E E B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 14.1 8.3 77.6 6.7 17.4 6.3 79.5 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 5.3 2.7 3.3 24.7 2.5 3.6 2.2 35.2 Green Ext Time (p_c), s 0.1 0.0 0.0 2.7 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 80 17 79 72 16 14 424 161 34 182 8 Future Volume (veh/h) 11 80 17 79 72 16 14 424 161 34 182 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.97 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1633 1633 1633 1767 1767 1767 1826 1826 1826 1796 1796 1796 Adj Flow Rate, veh/h 12 84 18 83 76 17 15 446 169 36 192 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 18 18 18 9 9 9 5 5 5 7 7 7 Cap, veh/h 181 204 42 226 338 73 30 1545 580 54 2151 89 Arrive On Green 0.01 0.08 0.08 0.06 0.12 0.12 0.02 0.63 0.63 0.03 0.64 0.64 Sat Flow, veh/h 1555 2533 522 1682 2726 587 1739 2452 920 1711 3336 138 Grp Volume(v), veh/h 12 50 52 83 46 47 15 314 301 36 98 102 Grp Sat Flow(s),veh/h/ln1555 1552 1503 1682 1678 1635 1739 1735 1637 1711 1706 1768 Q Serve(g_s), s 0.7 3.1 3.3 4.4 2.4 2.6 0.9 8.2 8.3 2.1 2.2 2.2 Cycle Q Clear(g_c), s 0.7 3.1 3.3 4.4 2.4 2.6 0.9 8.2 8.3 2.1 2.2 2.2 Prop In Lane 1.00 0.35 1.00 0.36 1.00 0.56 1.00 0.08 Lane Grp Cap(c), veh/h 181 125 121 226 208 203 30 1093 1032 54 1100 1140 V/C Ratio(X) 0.07 0.40 0.43 0.37 0.22 0.23 0.51 0.29 0.29 0.67 0.09 0.09 Avail Cap(c_a), veh/h 315 310 301 297 336 327 174 1093 1032 257 1100 1140 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 43.7 43.8 37.9 39.4 39.5 48.7 8.4 8.4 47.9 6.7 6.7 Incr Delay (d2), s/veh 0.1 0.8 0.9 0.4 0.2 0.2 4.7 0.6 0.7 5.1 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 1.2 1.2 1.8 1.0 1.1 0.4 3.0 2.9 1.0 0.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.4 44.5 44.7 38.3 39.6 39.7 53.5 9.0 9.1 53.0 6.9 6.9 LnGrp LOS D D D D D D D A A D A A Approach Vol, veh/h 114 176 630 236 Approach Delay, s/veh 44.2 39.0 10.1 13.9 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 13.0 6.7 69.5 6.4 17.4 8.2 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s6.4 5.3 2.9 4.2 2.7 4.6 4.1 10.3 Green Ext Time (p_c), s 0.0 0.3 0.0 1.2 0.0 0.2 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 261 21 171 166 7 116 Future Volume (veh/h) 261 21 171 166 7 116 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/ln 1811 1811 1856 1856 1722 1722 Adj Flow Rate, veh/h 278 22 182 177 7 123 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 3 3 12 12 Cap, veh/h 1240 98 662 671 209 186 Arrive On Green 0.38 0.38 0.38 0.38 0.13 0.13 Sat Flow, veh/h 3321 254 852 1833 1640 1459 Grp Volume(v), veh/h 147 153 202 157 7 123 Grp Sat Flow(s),veh/h/ln1721 1764 996 1604 1640 1459 Q Serve(g_s), s 1.2 1.2 2.6 1.4 0.1 1.6 Cycle Q Clear(g_c), s 1.2 1.2 3.8 1.4 0.1 1.6 Prop In Lane 0.14 0.90 1.00 1.00 Lane Grp Cap(c), veh/h 660 677 717 616 209 186 V/C Ratio(X) 0.22 0.23 0.28 0.26 0.03 0.66 Avail Cap(c_a), veh/h 2185 2241 1705 2037 1522 1355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 4.2 4.3 5.3 4.3 7.8 8.5 Incr Delay (d2), s/veh 0.4 0.4 0.3 0.3 0.1 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.2 0.3 0.2 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.6 4.6 5.6 4.6 7.9 14.1 LnGrp LOS A A A A A B Approach Vol, veh/h 300 359 130 Approach Delay, s/veh 4.6 5.2 13.8 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 12.9 7.6 12.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 26.0 19.0 26.0 Max Q Clear Time (g_c+I1), s 5.8 3.6 3.2 Green Ext Time (p_c), s 3.1 0.5 3.2 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 23 1 11 30 75 3 14 4 25 8 1 Future Vol, veh/h 7 23 1 11 30 75 3 14 4 25 8 1 Conflicting Peds, #/hr 24 0 57 33 0 0 57 0 33 0 0 24 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 160 - - 0 - - 100 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 21 21 21 3 3 3 26 26 26 17 17 17 Mvmt Flow 9 30 1 14 39 97 4 18 5 32 10 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 160 0 0 88 0 0 284 294 121 233 246 169 Stage 1 - - - - - - 106 106 - 140 140 - Stage 2 - - - - - - 178 188 - 93 106 - Critical Hdwy 4.31 - - 4.13 - - 7.36 6.76 6.46 7.27 6.67 6.37 Critical Hdwy Stg 1 - - - - - - 6.36 5.76 - 6.27 5.67 - Critical Hdwy Stg 2 - - - - - - 6.36 5.76 - 6.27 5.67 - Follow-up Hdwy 2.389 - - 2.227 - - 3.734 4.234 3.534 3.653 4.153 3.453 Pot Cap-1 Maneuver 1311 - - 1501 - - 623 579 870 691 631 837 Stage 1 - - - - - - 844 763 - 828 753 - Stage 2 - - - - - - 771 702 - 878 779 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1281 - - 1420 - - 541 526 797 625 574 773 Mov Cap-2 Maneuver - - - - - - 541 526 - 625 574 - Stage 1 - - - - - - 793 716 - 803 728 - Stage 2 - - - - - - 710 679 - 818 731 - Approach EB WB NB SB HCM Control Delay, s 1.8 0.7 11.6 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 541 569 1281 - - 1420 - - 625 591 HCM Lane V/C Ratio 0.007 0.041 0.007 - - 0.01 - - 0.052 0.02 HCM Control Delay (s) 11.7 11.6 7.8 - - 7.6 - - 11.1 11.2 HCM Lane LOS B B A - - A - - B B HCM 95th %tile Q(veh) 0 0.1 0 - - 0 - - 0.2 0.1 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 14 35 24 28 12 71 846 296 10 649 18 Future Volume (veh/h) 0 14 35 24 28 12 71 846 296 10 649 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1589 1589 1589 1781 1781 1781 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 0 15 0 26 30 13 76 910 318 11 698 19 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 21 21 21 8 8 8 6 6 6 4 4 4 Cap, veh/h 1 293 42 453 376 97 1080 909 23 1921 52 Arrive On Green 0.00 0.18 0.00 0.02 0.25 0.25 0.06 0.60 0.60 0.01 0.55 0.55 Sat Flow, veh/h 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 3477 95 Grp Volume(v), veh/h 0 15 0 26 30 13 76 910 318 11 351 366 Grp Sat Flow(s),veh/h/ln 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 1749 1823 Q Serve(g_s), s 0.0 0.9 0.0 1.7 1.4 0.7 4.8 44.9 11.7 0.7 12.4 12.4 Cycle Q Clear(g_c), s 0.0 0.9 0.0 1.7 1.4 0.7 4.8 44.9 11.7 0.7 12.4 12.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 1 293 42 453 376 97 1080 909 23 966 1007 V/C Ratio(X) 0.00 0.05 0.62 0.07 0.03 0.78 0.84 0.35 0.48 0.36 0.36 Avail Cap(c_a), veh/h 206 376 262 453 376 282 1080 909 239 966 1007 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 37.0 0.0 53.1 31.1 30.8 51.2 18.0 11.3 53.9 13.8 13.8 Incr Delay (d2), s/veh 0.0 0.1 0.0 12.1 0.2 0.2 12.6 8.0 1.1 15.0 1.1 1.0 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 0.0 0.3 0.0 0.9 0.6 0.3 2.4 19.7 4.1 0.4 5.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 37.0 0.0 65.2 31.3 31.0 63.8 26.1 12.4 69.0 14.8 14.8 LnGrp LOS A D E C C E C B E B B Approach Vol, veh/h 15 A 69 1304 728 Approach Delay, s/veh 37.0 44.0 24.9 15.6 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 25.3 11.2 65.8 0.0 33.0 6.4 70.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 3.7 2.9 6.8 14.4 0.0 3.4 2.7 46.9 Green Ext Time (p_c), s 0.0 0.0 0.1 3.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 101 27 9 30 7 97 510 18 18 167 60 Future Volume (veh/h) 95 101 27 9 30 7 97 510 18 18 167 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1693 1693 1693 1870 1870 1870 1767 1767 1767 Adj Flow Rate, veh/h 100 106 28 9 32 7 102 537 19 19 176 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 5 5 14 14 14 2 2 2 9 9 9 Cap, veh/h 127 367 93 18 98 21 130 2037 72 36 1294 446 Arrive On Green 0.07 0.14 0.14 0.01 0.07 0.07 0.07 0.58 0.58 0.02 0.53 0.53 Sat Flow, veh/h 1739 2719 690 1612 1328 290 1781 3500 124 1682 2439 841 Grp Volume(v), veh/h 100 66 68 9 0 39 102 272 284 19 119 120 Grp Sat Flow(s),veh/h/ln1739 1735 1674 1612 0 1618 1781 1777 1846 1682 1678 1602 Q Serve(g_s), s 4.5 2.7 2.9 0.4 0.0 1.8 4.5 6.1 6.1 0.9 2.9 3.0 Cycle Q Clear(g_c), s 4.5 2.7 2.9 0.4 0.0 1.8 4.5 6.1 6.1 0.9 2.9 3.0 Prop In Lane 1.00 0.41 1.00 0.18 1.00 0.07 1.00 0.53 Lane Grp Cap(c), veh/h 127 234 226 18 0 119 130 1034 1075 36 890 850 V/C Ratio(X) 0.79 0.28 0.30 0.49 0.00 0.33 0.78 0.26 0.26 0.52 0.13 0.14 Avail Cap(c_a), veh/h 152 477 460 141 0 445 223 1034 1075 168 890 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 1.00 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 36.5 31.1 31.2 39.3 0.0 35.2 36.5 8.3 8.3 38.7 9.5 9.5 Incr Delay (d2), s/veh 19.1 0.2 0.3 7.4 0.0 0.6 3.8 0.6 0.6 4.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 1.1 1.2 0.2 0.0 0.7 2.1 2.2 2.3 0.4 1.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 31.3 31.4 46.7 0.0 35.8 40.3 8.9 8.9 43.0 9.8 9.9 LnGrp LOS E C C D A D D A A D A A Approach Vol, veh/h 234 48 658 258 Approach Delay, s/veh 41.7 37.8 13.7 12.3 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 10.9 10.8 47.4 5.9 15.8 6.7 51.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s7.0 22.0 10.0 21.0 7.0 22.0 8.0 23.0 Max Q Clear Time (g_c+I1), s6.5 3.8 6.5 5.0 2.4 4.9 2.9 8.1 Green Ext Time (p_c), s 0.0 0.1 0.0 0.8 0.0 0.4 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 19.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 87 6 47 0 5 6 20 107 5 0 63 12 Future Volume (veh/h) 87 6 47 0 5 6 20 107 5 0 63 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1767 1767 0 1070 1070 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 92 6 49 0 5 6 21 113 5 0 66 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 9 9 9 0 56 56 3 3 3 2 2 2 Cap, veh/h 495 25 308 0 216 192 47 797 35 241 389 77 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.03 0.45 0.45 0.00 0.26 0.26 Sat Flow, veh/h 1230 116 1449 0 1070 905 1767 1762 78 1274 1506 297 Grp Volume(v), veh/h 98 0 49 0 5 6 21 0 118 0 0 79 Grp Sat Flow(s),veh/h/ln1346 0 1449 0 1017 905 1767 0 1840 1274 0 1802 Q Serve(g_s), s 1.7 0.0 0.8 0.0 0.1 0.2 0.3 0.0 1.1 0.0 0.0 1.0 Cycle Q Clear(g_c), s 1.8 0.0 0.8 0.0 0.1 0.2 0.3 0.0 1.1 0.0 0.0 1.0 Prop In Lane 0.94 1.00 0.00 1.00 1.00 0.04 1.00 0.16 Lane Grp Cap(c), veh/h 520 0 308 0 216 192 47 0 833 241 0 466 V/C Ratio(X) 0.19 0.00 0.16 0.00 0.02 0.03 0.44 0.00 0.14 0.00 0.00 0.17 Avail Cap(c_a), veh/h 1089 0 921 0 647 575 296 0 1910 808 0 1267 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 0.0 9.6 0.0 9.3 9.3 14.3 0.0 4.8 0.0 0.0 8.6 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 0.1 6.4 0.0 0.2 0.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.1 0.0 9.8 0.0 9.3 9.4 20.7 0.0 4.9 0.0 0.0 9.0 LnGrp LOS B A A A A A C A A A A A Approach Vol, veh/h 147 11 139 79 Approach Delay, s/veh 10.0 9.4 7.3 9.0 Approach LOS B A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.4 5.8 12.7 11.4 18.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.2 2.3 3.0 3.8 3.1 Green Ext Time (p_c), s 0.0 0.0 0.5 0.5 1.2 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: S1 (North)/E7 (North) & Logan Ave N Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 0 0 2 0 1205 10 0 695 15 Future Vol, veh/h 0 0 3 0 0 2 0 1205 10 0 695 15 Conflicting Peds, #/hr 10 0 10 6 0 6 10 0 6 6 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 7 7 7 7 7 7 Mvmt Flow 0 0 3 0 0 2 0 1268 11 0 732 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 394 - - 652 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 7.1 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.9 - - - - - - Pot Cap-1 Maneuver 0 0 611 0 0 356 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 599 - - 352 - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11 15.3 0 0 HCM LOS B C Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 599 352 - - HCM Lane V/C Ratio - - 0.005 0.006 - - HCM Control Delay (s) - - 11 15.3 - - HCM Lane LOS - - B C - - HCM 95th %tile Q(veh) - - 0 0 - - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & S1 (South)/E7 (South)Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 0 0 0 55 1213 3 2 692 5 Future Vol, veh/h 0 0 1 0 0 0 55 1213 3 2 692 5 Conflicting Peds, #/hr 7 0 7 2 0 2 7 0 2 2 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 0 6 6 6 5 5 5 Mvmt Flow 0 0 1 0 0 0 59 1290 3 2 736 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1520 2163 385 1791 2164 656 748 0 0 1295 0 0 Stage 1 750 750 - 1412 1412 - - - - - - - Stage 2 770 1413 - 379 752 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.22 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.26 - - 2.25 - - Pot Cap-1 Maneuver 83 48 619 52 48 413 831 - - 515 - - Stage 1 374 422 - 148 206 - - - - - - - Stage 2 364 206 - 620 421 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 77 44 611 49 44 409 825 - - 514 - - Mov Cap-2 Maneuver 77 44 - 49 44 - - - - - - - Stage 1 345 417 - 137 191 - - - - - - - Stage 2 336 191 - 612 416 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.9 0 0.4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 825 - - 611 - 514 - - HCM Lane V/C Ratio 0.071 - - 0.002 - 0.004 - - HCM Control Delay (s) 9.7 - - 10.9 0 12 - - HCM Lane LOS A - - B A B - - HCM 95th %tile Q(veh) 0.2 - - 0 - 0 - - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 7 11 3 0 5 7 678 33 3 186 2 Future Vol, veh/h 21 7 11 3 0 5 7 678 33 3 186 2 Conflicting Peds, #/hr 1 0 4 5 0 2 4 0 5 2 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 3 3 3 8 8 8 Mvmt Flow 22 7 11 3 0 5 7 706 34 3 194 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 574 964 107 854 948 377 200 0 0 745 0 0 Stage 1 205 205 - 742 742 - - - - - - - Stage 2 369 759 - 112 206 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.16 - - 4.26 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.23 - - 2.28 - - Pot Cap-1 Maneuver 406 257 933 256 263 626 1362 - - 820 - - Stage 1 784 736 - 378 425 - - - - - - - Stage 2 629 418 - 887 735 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 396 251 925 242 257 622 1357 - - 816 - - Mov Cap-2 Maneuver 396 251 - 242 257 - - - - - - - Stage 1 774 730 - 373 419 - - - - - - - Stage 2 617 412 - 860 729 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.5 14.3 0.1 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1357 - - 420 242 622 816 - - HCM Lane V/C Ratio 0.005 - - 0.097 0.013 0.008 0.004 - - HCM Control Delay (s) 7.7 0 - 14.5 20.1 10.8 9.4 0 - HCM Lane LOS A A - B C B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Future (2023) Without-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 0 2 151 16 6 Future Vol, veh/h 9 0 2 151 16 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 18 18 5 5 12 12 Mvmt Flow 10 0 2 174 18 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 200 22 25 0 - 0 Stage 1 22 - - - - - Stage 2 178 - - - - - Critical Hdwy 6.58 6.38 4.15 - - - Critical Hdwy Stg 1 5.58 - - - - - Critical Hdwy Stg 2 5.58 - - - - - Follow-up Hdwy 3.662 3.462 2.245 - - - Pot Cap-1 Maneuver 754 1011 1570 - - - Stage 1 961 - - - - - Stage 2 816 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 753 1011 1570 - - - Mov Cap-2 Maneuver 731 - - - - - Stage 1 960 - - - - - Stage 2 816 - - - - - Approach EB NB SB HCM Control Delay, s 10 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1570 - 731 - - - HCM Lane V/C Ratio 0.001 - 0.014 - - - HCM Control Delay (s) 7.3 - 10 0 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0 - - - HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 38 18 82 5 60 7 888 100 18 716 9 Future Volume (veh/h) 35 38 18 82 5 60 7 888 100 18 716 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.91 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1737 1737 1737 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 38 42 0 90 5 66 8 976 110 20 787 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 1 1 1 3 3 3 4 4 4 Cap, veh/h 52 236 115 187 153 17 1028 116 36 1160 15 Arrive On Green 0.03 0.07 0.00 0.06 0.10 0.10 0.01 0.63 0.63 0.02 0.64 0.64 Sat Flow, veh/h 1654 3300 1472 1795 1791 1460 1767 1635 184 1753 1813 23 Grp Volume(v), veh/h 38 42 0 90 5 66 8 0 1086 20 0 797 Grp Sat Flow(s),veh/h/ln 1654 1650 1472 1795 1791 1460 1767 0 1819 1753 0 1836 Q Serve(g_s), s 2.5 1.3 0.0 5.4 0.3 4.7 0.5 0.0 60.5 1.2 0.0 30.4 Cycle Q Clear(g_c), s 2.5 1.3 0.0 5.4 0.3 4.7 0.5 0.0 60.5 1.2 0.0 30.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.01 Lane Grp Cap(c), veh/h 52 236 115 187 153 17 0 1144 36 0 1175 V/C Ratio(X) 0.74 0.18 0.78 0.03 0.43 0.46 0.00 0.95 0.55 0.00 0.68 Avail Cap(c_a), veh/h 242 663 263 360 293 259 0 1144 257 0 1175 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.96 0.96 0.96 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.8 48.0 0.0 50.7 44.2 46.2 54.2 0.0 18.8 53.3 0.0 12.6 Incr Delay (d2), s/veh 18.2 0.4 0.0 10.4 0.1 1.9 17.7 0.0 16.9 12.2 0.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.6 0.0 2.8 0.1 1.8 0.3 0.0 28.2 0.7 0.0 12.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.0 48.4 0.0 61.1 44.3 48.0 71.8 0.0 35.7 65.6 0.0 15.8 LnGrp LOS E D E D D E A D E A B Approach Vol, veh/h 80 A 161 1094 817 Approach Delay, s/veh 59.1 55.3 36.0 17.0 Approach LOS E E D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 13.8 7.0 76.3 9.3 17.4 8.2 75.1 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 7.4 3.3 2.5 32.4 4.5 6.7 3.2 62.5 Green Ext Time (p_c), s 0.1 0.1 0.0 0.0 0.0 0.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 80 19 144 87 66 24 434 73 99 312 42 Future Volume (veh/h) 63 80 19 144 87 66 24 434 73 99 312 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.94 0.92 0.95 0.94 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1648 1648 1648 1885 1885 1885 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 69 88 21 158 96 73 26 477 80 109 343 46 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 17 17 1 1 1 4 4 4 4 4 4 Cap, veh/h 250 258 58 327 295 199 45 1562 260 136 1779 236 Arrive On Green 0.05 0.10 0.10 0.09 0.15 0.15 0.01 0.17 0.17 0.08 0.58 0.58 Sat Flow, veh/h 1570 2487 564 1795 1990 1345 1753 2982 497 1753 3090 410 Grp Volume(v), veh/h 69 54 55 158 85 84 26 278 279 109 193 196 Grp Sat Flow(s),veh/h/ln1570 1566 1485 1795 1791 1544 1753 1749 1731 1753 1749 1752 Q Serve(g_s), s 3.9 3.2 3.5 7.6 4.3 4.9 1.5 13.9 14.1 6.1 5.3 5.4 Cycle Q Clear(g_c), s 3.9 3.2 3.5 7.6 4.3 4.9 1.5 13.9 14.1 6.1 5.3 5.4 Prop In Lane 1.00 0.38 1.00 0.87 1.00 0.29 1.00 0.23 Lane Grp Cap(c), veh/h 250 162 154 327 265 229 45 916 906 136 1007 1009 V/C Ratio(X) 0.28 0.33 0.36 0.48 0.32 0.37 0.58 0.30 0.31 0.80 0.19 0.19 Avail Cap(c_a), veh/h 328 313 297 336 358 309 175 916 906 263 1007 1009 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.96 0.96 0.96 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 41.6 41.7 34.1 38.1 38.4 49.0 25.4 25.5 45.3 10.1 10.1 Incr Delay (d2), s/veh 0.2 0.4 0.5 0.4 0.2 0.4 4.0 0.8 0.8 4.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 1.2 1.3 3.3 1.9 1.9 0.7 6.7 6.7 2.8 2.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.6 42.0 42.2 34.5 38.4 38.7 53.1 26.3 26.3 49.4 10.5 10.6 LnGrp LOS D D D C D D D C C D B B Approach Vol, veh/h 178 327 583 498 Approach Delay, s/veh 40.4 36.6 27.5 19.0 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s14.5 15.4 7.6 62.6 10.0 19.8 12.8 57.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s9.6 5.5 3.5 7.4 5.9 6.9 8.1 16.1 Green Ext Time (p_c), s 0.0 0.3 0.0 2.5 0.0 0.5 0.1 3.3 Intersection Summary HCM 6th Ctrl Delay 28.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1 236 14 44 268 18 279 Future Volume (veh/h) 1 236 14 44 268 18 279 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/ln 1767 1767 1826 1826 1885 1885 Adj Flow Rate, veh/h 274 16 51 312 21 324 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 9 9 5 5 1 1 Cap, veh/h 900 52 263 829 531 473 Arrive On Green 0.28 0.28 0.28 0.28 0.30 0.30 Sat Flow, veh/h 3311 187 252 3053 1795 1598 Grp Volume(v), veh/h 142 148 198 165 21 324 Grp Sat Flow(s),veh/h/ln 1678 1732 1644 1578 1795 1598 Q Serve(g_s), s 1.6 1.6 0.0 2.0 0.2 4.2 Cycle Q Clear(g_c), s 1.6 1.6 2.1 2.0 0.2 4.2 Prop In Lane 0.11 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 469 484 651 441 531 473 V/C Ratio(X) 0.30 0.31 0.30 0.38 0.04 0.69 Avail Cap(c_a), veh/h 1783 1840 1857 1677 1526 1358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.7 6.7 6.9 6.8 5.9 7.3 Incr Delay (d2), s/veh 0.8 0.8 0.4 0.8 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.5 0.4 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.5 7.4 7.2 7.6 5.9 9.8 LnGrp LOS A A A A A A Approach Vol, veh/h 290 363 345 Approach Delay, s/veh 7.4 7.4 9.6 Approach LOS A A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 11.6 12.0 11.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 4.1 6.2 3.6 Green Ext Time (p_c), s 3.0 1.6 3.0 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 35 4 3 29 12 6 11 17 110 3 2 Future Vol, veh/h 3 35 4 3 29 12 6 11 17 110 3 2 Conflicting Peds, #/hr 33 0 53 20 0 0 53 0 20 0 0 33 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 160 - - 0 - - 100 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73 Heavy Vehicles, % 10 10 10 12 12 12 23 23 23 5 5 5 Mvmt Flow 4 48 5 4 40 16 8 15 23 151 4 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 89 0 0 106 0 0 225 209 124 187 203 134 Stage 1 - - - - - - 112 112 - 89 89 - Stage 2 - - - - - - 113 97 - 98 114 - Critical Hdwy 4.2 - - 4.22 - - 7.33 6.73 6.43 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.33 5.73 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.33 5.73 - 6.15 5.55 - Follow-up Hdwy 2.29 - - 2.308 - - 3.707 4.207 3.507 3.545 4.045 3.345 Pot Cap-1 Maneuver 1457 - - 1425 - - 688 653 873 767 688 907 Stage 1 - - - - - - 844 764 - 911 815 - Stage 2 - - - - - - 843 776 - 901 795 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1411 - - 1353 - - 612 597 813 691 630 834 Mov Cap-2 Maneuver - - - - - - 612 597 - 691 630 - Stage 1 - - - - - - 799 724 - 880 787 - Stage 2 - - - - - - 791 750 - 838 753 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.5 10.4 11.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 612 712 1411 - - 1353 - - 691 698 HCM Lane V/C Ratio 0.013 0.054 0.003 - - 0.003 - - 0.218 0.01 HCM Control Delay (s) 11 10.3 7.6 - - 7.7 - - 11.7 10.2 HCM Lane LOS B B A - - A - - B B HCM 95th %tile Q(veh) 0 0.2 0 - - 0 - - 0.8 0 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 39 111 124 8 16 32 988 244 9 808 10 Future Volume (veh/h) 17 39 111 124 8 16 32 988 244 9 808 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1870 1870 1870 1826 1826 1826 1841 1841 1841 Adj Flow Rate, veh/h 18 41 0 131 8 17 34 1040 257 9 851 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 7 2 2 2 5 5 5 4 4 4 Cap, veh/h 33 330 161 476 396 51 974 818 19 1821 24 Arrive On Green 0.02 0.18 0.00 0.09 0.25 0.25 0.03 0.53 0.53 0.01 0.52 0.52 Sat Flow, veh/h 1711 1796 1522 1781 1870 1554 1739 1826 1533 1753 3535 46 Grp Volume(v), veh/h 18 41 0 131 8 17 34 1040 257 9 421 441 Grp Sat Flow(s),veh/h/ln 1711 1796 1522 1781 1870 1554 1739 1826 1533 1753 1749 1832 Q Serve(g_s), s 1.1 2.1 0.0 7.9 0.4 0.9 2.1 58.7 10.3 0.6 16.9 16.9 Cycle Q Clear(g_c), s 1.1 2.1 0.0 7.9 0.4 0.9 2.1 58.7 10.3 0.6 16.9 16.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 33 330 161 476 396 51 974 818 19 901 944 V/C Ratio(X) 0.55 0.12 0.81 0.02 0.04 0.67 1.07 0.31 0.47 0.47 0.47 Avail Cap(c_a), veh/h 233 425 275 476 396 285 974 818 239 901 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 37.5 0.0 49.1 30.7 30.9 52.9 25.7 14.4 54.1 17.0 17.0 Incr Delay (d2), s/veh 13.4 0.2 0.0 9.4 0.1 0.2 13.9 48.7 1.0 16.8 1.7 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.9 0.0 3.9 0.2 0.4 1.1 36.9 3.7 0.3 7.1 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.9 37.7 0.0 58.5 30.8 31.1 66.7 74.3 15.4 70.9 18.8 18.7 LnGrp LOS E D E C C E F B E B B Approach Vol, veh/h 59 A 156 1331 871 Approach Delay, s/veh 46.6 54.1 62.8 19.3 Approach LOS D D E B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.9 25.2 8.2 61.7 7.1 33.0 6.2 63.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 9.9 4.1 4.1 18.9 3.1 2.9 2.6 60.7 Green Ext Time (p_c), s 0.2 0.1 0.0 3.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 46.1 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 232 120 158 22 24 2 20 293 7 7 550 32 Future Volume (veh/h) 232 120 158 22 24 2 20 293 7 7 550 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1752 1752 1752 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 237 122 161 22 24 2 20 299 7 7 561 33 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 10 10 10 3 3 3 4 4 4 Cap, veh/h 230 279 245 38 81 7 38 2147 50 15 2004 118 Arrive On Green 0.13 0.16 0.16 0.02 0.05 0.05 0.02 0.61 0.61 0.00 0.20 0.20 Sat Flow, veh/h 1767 1763 1543 1668 1586 132 1767 3521 82 1753 3355 197 Grp Volume(v), veh/h 237 122 161 22 0 26 20 149 157 7 292 302 Grp Sat Flow(s),veh/h/ln1767 1763 1543 1668 0 1718 1767 1763 1840 1753 1749 1803 Q Serve(g_s), s 13.0 6.3 9.8 1.3 0.0 1.5 1.1 3.6 3.6 0.4 14.2 14.2 Cycle Q Clear(g_c), s 13.0 6.3 9.8 1.3 0.0 1.5 1.1 3.6 3.6 0.4 14.2 14.2 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.04 1.00 0.11 Lane Grp Cap(c), veh/h 230 279 245 38 0 88 38 1075 1122 15 1045 1077 V/C Ratio(X) 1.03 0.44 0.66 0.58 0.00 0.29 0.53 0.14 0.14 0.45 0.28 0.28 Avail Cap(c_a), veh/h 230 388 339 217 0 378 177 1075 1122 140 1045 1077 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.96 0.96 0.96 1.00 0.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 43.5 38.0 39.5 48.4 0.0 45.7 48.4 8.3 8.3 49.6 21.9 21.9 Incr Delay (d2), s/veh 66.6 0.4 1.1 5.0 0.0 0.7 4.2 0.3 0.3 7.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.9 2.7 3.8 0.6 0.0 0.6 0.5 1.4 1.4 0.2 6.8 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 110.1 38.4 40.6 53.4 0.0 46.4 52.7 8.6 8.6 56.8 22.5 22.5 LnGrp LOS F D D D A D D A A E C C Approach Vol, veh/h 520 48 326 601 Approach Delay, s/veh 71.8 49.6 11.3 22.9 Approach LOS E D B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s18.0 10.1 7.1 64.7 7.3 20.9 5.9 66.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s13.0 22.0 10.0 35.0 13.0 22.0 8.0 37.0 Max Q Clear Time (g_c+I1), s15.0 3.5 3.1 16.2 3.3 11.8 2.4 5.6 Green Ext Time (p_c), s 0.0 0.0 0.0 2.3 0.0 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 2 25 0 3 1 9 80 0 0 97 36 Future Volume (veh/h) 100 2 25 0 3 1 9 80 0 0 97 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 0 1693 1693 1900 1900 1900 1737 1737 1737 Adj Flow Rate, veh/h 118 2 29 0 4 1 11 94 0 0 114 42 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 10 10 10 0 14 14 0 0 0 11 11 11 Cap, veh/h 518 7 304 0 537 128 26 839 0 252 303 112 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.01 0.44 0.00 0.00 0.25 0.25 Sat Flow, veh/h 1285 32 1455 0 2653 615 1810 1900 0 1209 1200 442 Grp Volume(v), veh/h 120 0 29 0 2 3 11 94 0 0 0 156 Grp Sat Flow(s),veh/h/ln1317 0 1455 0 1608 1575 1810 1900 0 1209 0 1642 Q Serve(g_s), s 2.2 0.0 0.5 0.0 0.0 0.0 0.2 0.8 0.0 0.0 0.0 2.2 Cycle Q Clear(g_c), s 2.3 0.0 0.5 0.0 0.0 0.0 0.2 0.8 0.0 0.0 0.0 2.2 Prop In Lane 0.98 1.00 0.00 0.39 1.00 0.00 1.00 0.27 Lane Grp Cap(c), veh/h 525 0 304 0 336 329 26 839 0 252 0 414 V/C Ratio(X) 0.23 0.00 0.10 0.00 0.01 0.01 0.42 0.11 0.00 0.00 0.00 0.38 Avail Cap(c_a), veh/h 1123 0 966 0 1067 1045 316 2058 0 834 0 1205 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 9.1 0.0 9.0 9.0 14.0 4.7 0.0 0.0 0.0 8.8 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.0 0.0 0.0 10.1 0.1 0.0 0.0 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 0.1 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.1 0.0 9.3 0.0 9.0 9.0 24.0 4.8 0.0 0.0 0.0 10.1 LnGrp LOS B A A A A A C A A A A B Approach Vol, veh/h 149 5 105 156 Approach Delay, s/veh 9.9 9.0 6.8 10.1 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.0 5.4 12.2 11.0 17.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.0 2.2 4.2 4.3 2.8 Green Ext Time (p_c), s 0.0 0.0 1.3 0.6 0.9 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: S1 (North)/E7 (North) & Logan Ave N Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 11 0 0 1 0 1243 0 0 1030 9 Future Vol, veh/h 0 0 11 0 0 1 0 1243 0 0 1030 9 Conflicting Peds, #/hr 12 0 12 2 0 2 12 0 2 2 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 100 100 100 4 4 4 4 4 4 Mvmt Flow 0 0 12 0 0 1 0 1337 0 0 1108 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 583 - - 673 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 9.1 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 4.9 - - - - - - Pot Cap-1 Maneuver 0 0 461 0 0 205 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 451 - - 204 - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 22.7 0 0 HCM LOS B C Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 451 204 - - HCM Lane V/C Ratio - - 0.026 0.005 - - HCM Control Delay (s) - - 13.2 22.7 - - HCM Lane LOS - - B C - - HCM 95th %tile Q(veh) - - 0.1 0 - - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & S1 (South)/E7 (South)Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 51 1 0 1 6 1280 0 2 1037 3 Future Vol, veh/h 3 0 51 1 0 1 6 1280 0 2 1037 3 Conflicting Peds, #/hr 14 0 14 0 0 0 14 0 0 0 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 0 4 4 4 3 3 3 Mvmt Flow 3 0 55 1 0 1 6 1376 0 2 1115 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1849 2523 587 1964 2524 702 1132 0 0 1376 0 0 Stage 1 1135 1135 - 1388 1388 - - - - - - - Stage 2 714 1388 - 576 1136 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.16 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.23 - - Pot Cap-1 Maneuver 47 28 458 39 28 385 601 - - 489 - - Stage 1 219 280 - 153 212 - - - - - - - Stage 2 393 212 - 475 279 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 45 27 446 33 27 380 593 - - 489 - - Mov Cap-2 Maneuver 45 27 - 33 27 - - - - - - - Stage 1 214 275 - 151 210 - - - - - - - Stage 2 383 210 - 409 274 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20 66.2 0.1 0 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 593 - - 298 61 489 - - HCM Lane V/C Ratio 0.011 - - 0.195 0.035 0.004 - - HCM Control Delay (s) 11.1 - - 20 66.2 12.4 - - HCM Lane LOS B - - C F B - - HCM 95th %tile Q(veh) 0 - - 0.7 0.1 0 - - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 8 16 47 1 6 2 277 16 3 611 17 Future Vol, veh/h 19 8 16 47 1 6 2 277 16 3 611 17 Conflicting Peds, #/hr 7 0 8 6 0 5 8 0 6 5 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 15 15 15 0 0 0 7 7 7 4 4 4 Mvmt Flow 20 8 16 48 1 6 2 286 16 3 630 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 808 965 340 637 966 164 656 0 0 308 0 0 Stage 1 653 653 - 304 304 - - - - - - - Stage 2 155 312 - 333 662 - - - - - - - Critical Hdwy 7.8 6.8 7.2 7.5 6.5 6.9 4.24 - - 4.18 - - Critical Hdwy Stg 1 6.8 5.8 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.8 5.8 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.65 4.15 3.45 3.5 4 3.3 2.27 - - 2.24 - - Pot Cap-1 Maneuver 251 232 619 366 257 858 894 - - 1235 - - Stage 1 393 431 - 686 667 - - - - - - - Stage 2 795 625 - 660 462 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 243 227 610 340 252 847 887 - - 1228 - - Mov Cap-2 Maneuver 243 227 - 340 252 - - - - - - - Stage 1 389 426 - 680 661 - - - - - - - Stage 2 780 619 - 622 456 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.6 16.5 0.1 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 887 - - 308 340 633 1228 - - HCM Lane V/C Ratio 0.002 - - 0.144 0.143 0.011 0.003 - - HCM Control Delay (s) 9.1 0 - 18.6 17.3 10.8 7.9 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.5 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Future (2023) Without-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 25 2 26 156 12 Future Vol, veh/h 7 25 2 26 156 12 Conflicting Peds, #/hr 2 3 3 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 56 56 0 0 8 8 Mvmt Flow 8 29 2 30 181 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 227 194 198 0 - 0 Stage 1 191 - - - - - Stage 2 36 - - - - - Critical Hdwy 6.96 6.76 4.1 - - - Critical Hdwy Stg 1 5.96 - - - - - Critical Hdwy Stg 2 5.96 - - - - - Follow-up Hdwy 4.004 3.804 2.2 - - - Pot Cap-1 Maneuver 656 727 1387 - - - Stage 1 727 - - - - - Stage 2 864 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 651 723 1383 - - - Mov Cap-2 Maneuver 644 - - - - - Stage 1 724 - - - - - Stage 2 861 - - - - - Approach EB NB SB HCM Control Delay, s 10.3 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1383 - 644 723 - - HCM Lane V/C Ratio 0.002 - 0.013 0.04 - - HCM Control Delay (s) 7.6 - 10.7 10.2 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0 0.1 - - HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 7 17 48 20 23 21 732 89 3 610 29 Future Volume (veh/h) 3 7 17 48 20 23 21 732 89 3 610 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.88 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1411 1411 1411 1707 1707 1707 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 3 7 0 49 20 23 21 747 91 3 622 30 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 33 33 33 13 13 13 7 7 7 5 5 5 Cap, veh/h 5 181 61 164 128 37 1059 129 7 1137 55 Arrive On Green 0.00 0.07 0.00 0.04 0.10 0.10 0.02 0.68 0.68 0.00 0.66 0.66 Sat Flow, veh/h 1344 2681 1196 1626 1622 1268 1711 1566 191 1739 1726 83 Grp Volume(v), veh/h 3 7 0 49 20 23 21 0 838 3 0 652 Grp Sat Flow(s),veh/h/ln 1344 1340 1196 1626 1622 1268 1711 0 1757 1739 0 1809 Q Serve(g_s), s 0.2 0.3 0.0 3.3 1.2 1.8 1.3 0.0 32.5 0.2 0.0 21.2 Cycle Q Clear(g_c), s 0.2 0.3 0.0 3.3 1.2 1.8 1.3 0.0 32.5 0.2 0.0 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.05 Lane Grp Cap(c), veh/h 5 181 61 164 128 37 0 1188 7 0 1191 V/C Ratio(X) 0.56 0.04 0.80 0.12 0.18 0.57 0.00 0.71 0.43 0.00 0.55 Avail Cap(c_a), veh/h 197 539 238 326 255 250 0 1188 255 0 1191 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.7 47.9 0.0 52.5 45.0 45.2 53.3 0.0 11.0 54.7 0.0 10.0 Incr Delay (d2), s/veh 68.8 0.1 0.0 20.4 0.3 0.7 13.1 0.0 3.5 37.5 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.1 0.0 1.7 0.5 0.6 0.7 0.0 12.4 0.2 0.0 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 123.5 48.0 0.0 72.9 45.3 45.9 66.4 0.0 14.6 92.1 0.0 11.8 LnGrp LOS F D E D D E A B F A B Approach Vol, veh/h 10 A 92 859 655 Approach Delay, s/veh 70.7 60.2 15.8 12.2 Approach LOS E E B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 13.3 8.3 78.4 6.3 17.0 6.3 80.3 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 5.3 2.3 3.3 23.2 2.2 3.8 2.2 34.5 Green Ext Time (p_c), s 0.1 0.0 0.0 3.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 69 17 79 72 16 17 424 172 34 202 8 Future Volume (veh/h) 11 69 17 79 72 16 17 424 172 34 202 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.97 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1633 1633 1633 1767 1767 1767 1826 1826 1826 1796 1796 1796 Adj Flow Rate, veh/h 12 73 18 83 76 17 18 446 181 36 213 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 18 18 18 9 9 9 5 5 5 7 7 7 Cap, veh/h 177 189 44 226 329 71 34 1520 611 54 2163 81 Arrive On Green 0.01 0.08 0.08 0.06 0.12 0.12 0.02 0.63 0.63 0.03 0.65 0.65 Sat Flow, veh/h 1555 2460 578 1682 2726 587 1739 2399 964 1711 3352 125 Grp Volume(v), veh/h 12 45 46 83 46 47 18 321 306 36 108 113 Grp Sat Flow(s),veh/h/ln1555 1552 1487 1682 1678 1634 1739 1735 1628 1711 1706 1771 Q Serve(g_s), s 0.7 2.7 3.0 4.4 2.5 2.6 1.0 8.3 8.5 2.1 2.4 2.4 Cycle Q Clear(g_c), s 0.7 2.7 3.0 4.4 2.5 2.6 1.0 8.3 8.5 2.1 2.4 2.4 Prop In Lane 1.00 0.39 1.00 0.36 1.00 0.59 1.00 0.07 Lane Grp Cap(c), veh/h 177 119 114 226 203 197 34 1099 1031 54 1101 1143 V/C Ratio(X) 0.07 0.38 0.40 0.37 0.23 0.24 0.53 0.29 0.30 0.67 0.10 0.10 Avail Cap(c_a), veh/h 311 310 297 297 336 327 174 1099 1031 257 1101 1143 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 43.9 44.0 38.2 39.7 39.8 48.6 8.2 8.3 47.9 6.7 6.7 Incr Delay (d2), s/veh 0.1 0.7 0.9 0.4 0.2 0.2 4.4 0.6 0.7 5.1 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 1.1 1.1 1.8 1.0 1.1 0.5 3.1 2.9 1.0 0.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.7 44.6 44.8 38.6 39.9 40.0 53.0 8.9 9.0 53.0 6.9 6.9 LnGrp LOS D D D D D D D A A D A A Approach Vol, veh/h 103 176 645 257 Approach Delay, s/veh 44.4 39.3 10.2 13.4 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 12.7 7.0 69.5 6.4 17.1 8.2 68.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s6.4 5.0 3.0 4.4 2.7 4.6 4.1 10.5 Green Ext Time (p_c), s 0.0 0.2 0.0 1.3 0.0 0.2 0.0 4.2 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 261 21 171 166 7 116 Future Volume (veh/h) 261 21 171 166 7 116 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/ln 1811 1811 1856 1856 1722 1722 Adj Flow Rate, veh/h 278 22 182 177 7 123 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 3 3 12 12 Cap, veh/h 1240 98 662 671 209 186 Arrive On Green 0.38 0.38 0.38 0.38 0.13 0.13 Sat Flow, veh/h 3321 254 852 1833 1640 1459 Grp Volume(v), veh/h 147 153 202 157 7 123 Grp Sat Flow(s),veh/h/ln1721 1764 996 1604 1640 1459 Q Serve(g_s), s 1.2 1.2 2.6 1.4 0.1 1.6 Cycle Q Clear(g_c), s 1.2 1.2 3.8 1.4 0.1 1.6 Prop In Lane 0.14 0.90 1.00 1.00 Lane Grp Cap(c), veh/h 660 677 717 616 209 186 V/C Ratio(X) 0.22 0.23 0.28 0.26 0.03 0.66 Avail Cap(c_a), veh/h 2185 2241 1705 2037 1522 1355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 4.2 4.3 5.3 4.3 7.8 8.5 Incr Delay (d2), s/veh 0.4 0.4 0.3 0.3 0.1 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.2 0.3 0.2 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.6 4.6 5.6 4.6 7.9 14.1 LnGrp LOS A A A A A B Approach Vol, veh/h 300 359 130 Approach Delay, s/veh 4.6 5.2 13.8 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 12.9 7.6 12.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 26.0 19.0 26.0 Max Q Clear Time (g_c+I1), s 5.8 3.6 3.2 Green Ext Time (p_c), s 3.1 0.5 3.2 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 24 33 75 33 1 Future Vol, veh/h 7 24 33 75 33 1 Conflicting Peds, #/hr 24 0 0 0 0 24 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 160 - - - - - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 77 77 77 77 77 77 Heavy Vehicles, % 21 21 3 3 17 17 Mvmt Flow 9 31 43 97 43 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 164 0 - 0 165 140 Stage 1 - - - - 116 - Stage 2 - - - - 49 - Critical Hdwy 4.31 - - - 6.57 6.37 Critical Hdwy Stg 1 - - - - 5.57 - Critical Hdwy Stg 2 - - - - 5.57 - Follow-up Hdwy 2.389 - - - 3.653 3.453 Pot Cap-1 Maneuver 1307 - - - 792 870 Stage 1 - - - - 873 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1277 - - - 751 831 Mov Cap-2 Maneuver - - - - 751 - Stage 1 - - - - 847 - Stage 2 - - - - 914 - Approach EB WB SB HCM Control Delay, s 1.8 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1277 - - - 753 HCM Lane V/C Ratio 0.007 - - - 0.059 HCM Control Delay (s) 7.8 - - - 10.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 19 35 24 31 12 60 846 327 10 629 18 Future Volume (veh/h) 0 19 35 24 31 12 60 846 327 10 629 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1589 1589 1589 1781 1781 1781 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 0 20 0 26 33 13 65 910 352 11 676 19 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 21 21 21 8 8 8 6 6 6 4 4 4 Cap, veh/h 1 293 42 453 376 84 1080 909 23 1947 55 Arrive On Green 0.00 0.18 0.00 0.02 0.25 0.25 0.05 0.60 0.60 0.01 0.56 0.56 Sat Flow, veh/h 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 3473 98 Grp Volume(v), veh/h 0 20 0 26 33 13 65 910 352 11 340 355 Grp Sat Flow(s),veh/h/ln 1513 1589 1346 1697 1781 1477 1725 1811 1526 1753 1749 1822 Q Serve(g_s), s 0.0 1.1 0.0 1.7 1.5 0.7 4.1 44.9 13.3 0.7 11.7 11.7 Cycle Q Clear(g_c), s 0.0 1.1 0.0 1.7 1.5 0.7 4.1 44.9 13.3 0.7 11.7 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 1 293 42 453 376 84 1080 909 23 980 1021 V/C Ratio(X) 0.00 0.07 0.62 0.07 0.03 0.78 0.84 0.39 0.48 0.35 0.35 Avail Cap(c_a), veh/h 206 376 262 453 376 282 1080 909 239 980 1021 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 37.1 0.0 53.1 31.1 30.8 51.7 18.0 11.7 53.9 13.2 13.2 Incr Delay (d2), s/veh 0.0 0.1 0.0 12.1 0.3 0.2 14.2 8.0 1.2 15.0 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.0 0.9 0.7 0.3 2.1 19.7 4.6 0.4 4.7 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 37.2 0.0 65.2 31.4 31.0 65.9 26.1 12.9 69.0 14.2 14.1 LnGrp LOS A D E C C E C B E B B Approach Vol, veh/h 20 A 72 1327 706 Approach Delay, s/veh 37.2 43.5 24.5 15.0 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 25.3 10.3 66.7 0.0 33.0 6.4 70.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 3.7 3.1 6.1 13.7 0.0 3.5 2.7 46.9 Green Ext Time (p_c), s 0.0 0.0 0.1 3.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 113 101 34 9 30 7 97 522 18 18 167 60 Future Volume (veh/h) 113 101 34 9 30 7 97 522 18 18 167 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1693 1693 1693 1870 1870 1870 1767 1767 1767 Adj Flow Rate, veh/h 119 106 36 9 32 7 102 549 19 19 176 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 5 5 14 14 14 2 2 2 9 9 9 Cap, veh/h 149 378 122 18 98 21 130 1994 69 36 1263 435 Arrive On Green 0.09 0.15 0.15 0.01 0.07 0.07 0.07 0.57 0.57 0.02 0.52 0.52 Sat Flow, veh/h 1739 2556 826 1612 1328 290 1781 3503 121 1682 2439 841 Grp Volume(v), veh/h 119 70 72 9 0 39 102 278 290 19 119 120 Grp Sat Flow(s),veh/h/ln1739 1735 1647 1612 0 1618 1781 1777 1847 1682 1678 1602 Q Serve(g_s), s 5.4 2.9 3.1 0.4 0.0 1.8 4.5 6.4 6.4 0.9 2.9 3.1 Cycle Q Clear(g_c), s 5.4 2.9 3.1 0.4 0.0 1.8 4.5 6.4 6.4 0.9 2.9 3.1 Prop In Lane 1.00 0.50 1.00 0.18 1.00 0.07 1.00 0.53 Lane Grp Cap(c), veh/h 149 256 243 18 0 119 130 1012 1051 36 869 829 V/C Ratio(X) 0.80 0.27 0.29 0.49 0.00 0.33 0.78 0.28 0.28 0.52 0.14 0.14 Avail Cap(c_a), veh/h 152 477 453 141 0 445 223 1012 1051 168 869 829 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 35.9 30.3 30.4 39.3 0.0 35.2 36.5 8.8 8.8 38.7 10.0 10.1 Incr Delay (d2), s/veh 23.0 0.2 0.2 7.4 0.0 0.6 3.8 0.7 0.7 4.3 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.2 1.2 1.2 0.2 0.0 0.7 2.1 2.4 2.5 0.4 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.9 30.5 30.6 46.7 0.0 35.8 40.3 9.5 9.5 43.0 10.3 10.4 LnGrp LOS E C C D A D D A A D B B Approach Vol, veh/h 261 48 670 258 Approach Delay, s/veh 43.5 37.8 14.2 12.8 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s11.8 10.9 10.8 46.4 5.9 16.8 6.7 50.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s7.0 22.0 10.0 21.0 7.0 22.0 8.0 23.0 Max Q Clear Time (g_c+I1), s7.4 3.8 6.5 5.1 2.4 5.1 2.9 8.4 Green Ext Time (p_c), s 0.0 0.1 0.0 0.8 0.0 0.4 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 87 6 47 0 5 6 20 116 5 0 63 12 Future Volume (veh/h) 87 6 47 0 5 6 20 116 5 0 63 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1767 1767 0 1070 1070 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 92 6 49 0 5 6 21 122 5 0 66 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 9 9 9 0 56 56 3 3 3 2 2 2 Cap, veh/h 495 25 308 0 216 192 47 800 33 241 389 77 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.03 0.45 0.45 0.00 0.26 0.26 Sat Flow, veh/h 1230 116 1449 0 1070 905 1767 1769 72 1264 1506 297 Grp Volume(v), veh/h 98 0 49 0 5 6 21 0 127 0 0 79 Grp Sat Flow(s),veh/h/ln1346 0 1449 0 1017 905 1767 0 1841 1264 0 1802 Q Serve(g_s), s 1.7 0.0 0.8 0.0 0.1 0.2 0.3 0.0 1.2 0.0 0.0 1.0 Cycle Q Clear(g_c), s 1.8 0.0 0.8 0.0 0.1 0.2 0.3 0.0 1.2 0.0 0.0 1.0 Prop In Lane 0.94 1.00 0.00 1.00 1.00 0.04 1.00 0.16 Lane Grp Cap(c), veh/h 520 0 308 0 216 192 47 0 833 241 0 466 V/C Ratio(X) 0.19 0.00 0.16 0.00 0.02 0.03 0.44 0.00 0.15 0.00 0.00 0.17 Avail Cap(c_a), veh/h 1089 0 921 0 647 575 296 0 1911 803 0 1267 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 0.0 9.6 0.0 9.3 9.3 14.3 0.0 4.8 0.0 0.0 8.6 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 0.1 6.4 0.0 0.2 0.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.1 0.0 9.8 0.0 9.3 9.4 20.7 0.0 5.0 0.0 0.0 9.0 LnGrp LOS B A A A A A C A A A A A Approach Vol, veh/h 147 11 148 79 Approach Delay, s/veh 10.0 9.4 7.2 9.0 Approach LOS B A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.4 5.8 12.7 11.4 18.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.2 2.3 3.0 3.8 3.2 Green Ext Time (p_c), s 0.0 0.0 0.5 0.5 1.3 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: E7 (North) & Logan Ave N Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 1225 10 0 690 Future Vol, veh/h 0 2 1225 10 0 690 Conflicting Peds, #/hr 6 6 0 6 6 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 7 7 7 7 Mvmt Flow 0 2 1289 11 0 726 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 662 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.1 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.9 - - - - Pot Cap-1 Maneuver 0 350 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 346 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 15.5 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 346 - HCM Lane V/C Ratio - - 0.006 - HCM Control Delay (s) - - 15.5 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & E7 (South)Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 0 1233 18 2 689 Future Vol, veh/h 4 0 1233 18 2 689 Conflicting Peds, #/hr 2 2 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 6 6 5 5 Mvmt Flow 4 0 1312 19 2 733 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1697 670 0 0 1333 0 Stage 1 1324 - - - - - Stage 2 373 - - - - - Critical Hdwy 6.8 6.9 - - 4.2 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.25 - Pot Cap-1 Maneuver 85 404 - - 498 - Stage 1 217 - - - - - Stage 2 672 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 84 402 - - 497 - Mov Cap-2 Maneuver 176 - - - - - Stage 1 217 - - - - - Stage 2 668 - - - - - Approach WB NB SB HCM Control Delay, s 26 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 176 497 - HCM Lane V/C Ratio - - 0.024 0.004 - HCM Control Delay (s) - - 26 12.3 - HCM Lane LOS - - D B - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 7 11 3 0 5 7 688 33 3 186 2 Future Vol, veh/h 21 7 11 3 0 5 7 688 33 3 186 2 Conflicting Peds, #/hr 1 0 4 5 0 2 4 0 5 2 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 3 3 3 8 8 8 Mvmt Flow 22 7 11 3 0 5 7 717 34 3 194 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 580 975 107 865 959 383 200 0 0 756 0 0 Stage 1 205 205 - 753 753 - - - - - - - Stage 2 375 770 - 112 206 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.16 - - 4.26 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.23 - - 2.28 - - Pot Cap-1 Maneuver 402 253 933 251 259 621 1362 - - 812 - - Stage 1 784 736 - 372 420 - - - - - - - Stage 2 624 413 - 887 735 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 392 247 925 238 253 617 1357 - - 808 - - Mov Cap-2 Maneuver 392 247 - 238 253 - - - - - - - Stage 1 774 730 - 367 414 - - - - - - - Stage 2 612 407 - 860 729 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.6 14.4 0.1 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1357 - - 416 238 617 808 - - HCM Lane V/C Ratio 0.005 - - 0.098 0.013 0.008 0.004 - - HCM Control Delay (s) 7.7 0 - 14.6 20.3 10.9 9.5 0 - HCM Lane LOS A A - B C B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Future (2023) With-Project Weekday AM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 0 2 161 16 6 Future Vol, veh/h 9 0 2 161 16 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 18 18 5 5 12 12 Mvmt Flow 10 0 2 185 18 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 211 22 25 0 - 0 Stage 1 22 - - - - - Stage 2 189 - - - - - Critical Hdwy 6.58 6.38 4.15 - - - Critical Hdwy Stg 1 5.58 - - - - - Critical Hdwy Stg 2 5.58 - - - - - Follow-up Hdwy 3.662 3.462 2.245 - - - Pot Cap-1 Maneuver 743 1011 1570 - - - Stage 1 961 - - - - - Stage 2 806 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 742 1011 1570 - - - Mov Cap-2 Maneuver 722 - - - - - Stage 1 960 - - - - - Stage 2 806 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1570 - 722 - - - HCM Lane V/C Ratio 0.001 - 0.014 - - - HCM Control Delay (s) 7.3 - 10.1 0 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0 - - - HCM 6th Signalized Intersection Summary Boeing Renton Apron E 1: Logan Ave N & N 8th Ave Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 32 18 82 5 65 7 888 100 18 704 9 Future Volume (veh/h) 30 32 18 82 5 65 7 888 100 18 704 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.91 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1737 1737 1737 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 33 35 0 90 5 71 8 976 110 20 774 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 1 1 1 3 3 3 4 4 4 Cap, veh/h 48 229 115 187 153 17 1032 116 36 1164 15 Arrive On Green 0.03 0.07 0.00 0.06 0.10 0.10 0.01 0.63 0.63 0.02 0.64 0.64 Sat Flow, veh/h 1654 3300 1472 1795 1791 1460 1767 1635 184 1753 1813 23 Grp Volume(v), veh/h 33 35 0 90 5 71 8 0 1086 20 0 784 Grp Sat Flow(s),veh/h/ln 1654 1650 1472 1795 1791 1460 1767 0 1819 1753 0 1836 Q Serve(g_s), s 2.2 1.1 0.0 5.4 0.3 5.0 0.5 0.0 60.1 1.2 0.0 29.3 Cycle Q Clear(g_c), s 2.2 1.1 0.0 5.4 0.3 5.0 0.5 0.0 60.1 1.2 0.0 29.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.01 Lane Grp Cap(c), veh/h 48 229 115 187 153 17 0 1148 36 0 1179 V/C Ratio(X) 0.69 0.15 0.78 0.03 0.46 0.46 0.00 0.95 0.55 0.00 0.66 Avail Cap(c_a), veh/h 242 663 263 360 293 259 0 1148 257 0 1179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.93 0.93 0.93 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.9 48.2 0.0 50.7 44.2 46.4 54.2 0.0 18.6 53.3 0.0 12.3 Incr Delay (d2), s/veh 16.3 0.3 0.0 10.1 0.1 2.0 17.7 0.0 16.4 12.2 0.0 3.0 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 1.1 0.5 0.0 2.8 0.1 1.9 0.3 0.0 27.8 0.7 0.0 12.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.2 48.5 0.0 60.8 44.3 48.4 71.8 0.0 34.9 65.6 0.0 15.3 LnGrp LOS E D E D D E A C E A B Approach Vol, veh/h 68 A 166 1094 804 Approach Delay, s/veh 58.5 55.0 35.2 16.5 Approach LOS E E D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 13.5 7.0 76.5 9.1 17.4 8.2 75.3 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 16 * 22 * 16 * 32 * 16 * 22 * 16 * 32 Max Q Clear Time (g_c+I1), s 7.4 3.1 2.5 31.3 4.2 7.0 3.2 62.1 Green Ext Time (p_c), s 0.1 0.1 0.0 0.4 0.0 0.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 30.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 2: Park Ave N & N 8th Ave Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 74 19 144 87 66 29 434 79 99 324 42 Future Volume (veh/h) 63 74 19 144 87 66 29 434 79 99 324 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.93 0.91 0.95 0.94 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1648 1648 1648 1885 1885 1885 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 69 81 21 158 96 73 32 477 87 109 356 46 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 17 17 1 1 1 4 4 4 4 4 4 Cap, veh/h 249 249 61 328 291 197 52 1544 280 136 1782 228 Arrive On Green 0.05 0.10 0.10 0.09 0.15 0.15 0.01 0.17 0.17 0.08 0.57 0.57 Sat Flow, veh/h 1570 2441 599 1795 1990 1344 1753 2939 532 1753 3105 398 Grp Volume(v), veh/h 69 50 52 158 85 84 32 282 282 109 199 203 Grp Sat Flow(s),veh/h/ln1570 1566 1474 1795 1791 1543 1753 1749 1723 1753 1749 1754 Q Serve(g_s), s 3.9 3.0 3.3 7.6 4.3 4.9 1.8 14.1 14.3 6.1 5.5 5.6 Cycle Q Clear(g_c), s 3.9 3.0 3.3 7.6 4.3 4.9 1.8 14.1 14.3 6.1 5.5 5.6 Prop In Lane 1.00 0.41 1.00 0.87 1.00 0.31 1.00 0.23 Lane Grp Cap(c), veh/h 249 159 150 328 262 226 52 919 905 136 1003 1006 V/C Ratio(X) 0.28 0.32 0.34 0.48 0.33 0.37 0.62 0.31 0.31 0.80 0.20 0.20 Avail Cap(c_a), veh/h 326 313 295 337 358 309 175 919 905 263 1003 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.96 0.96 0.96 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 41.7 41.8 34.2 38.3 38.5 49.0 25.4 25.5 45.3 10.3 10.3 Incr Delay (d2), s/veh 0.2 0.4 0.5 0.4 0.3 0.4 4.2 0.8 0.8 4.0 0.4 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 %ile BackOfQ(50%),veh/ln1.5 1.2 1.2 3.3 1.9 1.9 0.9 6.8 6.8 2.8 2.1 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.8 42.1 42.3 34.6 38.5 38.9 53.1 26.3 26.4 49.4 10.7 10.7 LnGrp LOS D D D C D D D C C D B B Approach Vol, veh/h 171 327 596 511 Approach Delay, s/veh 40.4 36.7 27.8 19.0 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s14.5 15.2 7.9 62.4 10.0 19.6 12.8 57.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s10.0 20.0 10.0 40.0 10.0 20.0 15.0 35.0 Max Q Clear Time (g_c+I1), s9.6 5.3 3.8 7.6 5.9 6.9 8.1 16.3 Green Ext Time (p_c), s 0.0 0.3 0.0 2.6 0.0 0.5 0.1 3.3 Intersection Summary HCM 6th Ctrl Delay 28.1 HCM 6th LOS C HCM 6th Signalized Intersection Summary Boeing Renton Apron E 3: Garden Ave N & N 8th St Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1 236 14 44 268 18 279 Future Volume (veh/h) 1 236 14 44 268 18 279 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/ln 1767 1767 1826 1826 1885 1885 Adj Flow Rate, veh/h 274 16 51 312 21 324 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 9 9 5 5 1 1 Cap, veh/h 900 52 263 829 531 473 Arrive On Green 0.28 0.28 0.28 0.28 0.30 0.30 Sat Flow, veh/h 3311 187 252 3053 1795 1598 Grp Volume(v), veh/h 142 148 198 165 21 324 Grp Sat Flow(s),veh/h/ln 1678 1732 1644 1578 1795 1598 Q Serve(g_s), s 1.6 1.6 0.0 2.0 0.2 4.2 Cycle Q Clear(g_c), s 1.6 1.6 2.1 2.0 0.2 4.2 Prop In Lane 0.11 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 469 484 651 441 531 473 V/C Ratio(X) 0.30 0.31 0.30 0.38 0.04 0.69 Avail Cap(c_a), veh/h 1783 1840 1857 1677 1526 1358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.7 6.7 6.9 6.8 5.9 7.3 Incr Delay (d2), s/veh 0.8 0.8 0.4 0.8 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.5 0.4 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.5 7.4 7.2 7.6 5.9 9.8 LnGrp LOS A A A A A A Approach Vol, veh/h 290 363 345 Approach Delay, s/veh 7.4 7.4 9.6 Approach LOS A A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 11.6 12.0 11.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 4.1 6.2 3.6 Green Ext Time (p_c), s 3.0 1.6 3.0 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th TWSC Boeing Renton Apron E 4: N 6th St & Boeing Rd Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 6.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 39 35 12 113 2 Future Vol, veh/h 3 39 35 12 113 2 Conflicting Peds, #/hr 33 0 0 0 0 33 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 160 - - - - - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 73 73 73 73 73 73 Heavy Vehicles, % 10 10 12 12 5 5 Mvmt Flow 4 53 48 16 155 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 97 0 - 0 150 122 Stage 1 - - - - 89 - Stage 2 - - - - 61 - Critical Hdwy 4.2 - - - 6.45 6.25 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy 2.29 - - - 3.545 3.345 Pot Cap-1 Maneuver 1448 - - - 835 921 Stage 1 - - - - 927 - Stage 2 - - - - 954 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1402 - - - 782 864 Mov Cap-2 Maneuver - - - - 782 - Stage 1 - - - - 895 - Stage 2 - - - - 924 - Approach EB WB SB HCM Control Delay, s 0.5 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1402 - - - 783 HCM Lane V/C Ratio 0.003 - - - 0.201 HCM Control Delay (s) 7.6 - - - 10.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.7 HCM 6th Signalized Intersection Summary Boeing Renton Apron E 5: Logan Ave N & N 6th St Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 46 94 162 11 16 32 988 244 9 796 10 Future Volume (veh/h) 17 46 94 162 11 16 32 988 244 9 796 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1870 1870 1870 1826 1826 1826 1841 1841 1841 Adj Flow Rate, veh/h 18 48 0 171 12 17 34 1040 257 9 838 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 7 7 2 2 2 5 5 5 4 4 4 Cap, veh/h 33 288 202 476 396 51 974 818 19 1820 24 Arrive On Green 0.02 0.16 0.00 0.11 0.25 0.25 0.03 0.53 0.53 0.01 0.52 0.52 Sat Flow, veh/h 1711 1796 1522 1781 1870 1554 1739 1826 1533 1753 3534 46 Grp Volume(v), veh/h 18 48 0 171 12 17 34 1040 257 9 415 434 Grp Sat Flow(s),veh/h/ln 1711 1796 1522 1781 1870 1554 1739 1826 1533 1753 1749 1832 Q Serve(g_s), s 1.1 2.5 0.0 10.4 0.5 0.9 2.1 58.7 10.3 0.6 16.6 16.6 Cycle Q Clear(g_c), s 1.1 2.5 0.0 10.4 0.5 0.9 2.1 58.7 10.3 0.6 16.6 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 33 288 202 476 396 51 974 818 19 901 943 V/C Ratio(X) 0.55 0.17 0.85 0.03 0.04 0.67 1.07 0.31 0.47 0.46 0.46 Avail Cap(c_a), veh/h 233 425 275 476 396 285 974 818 239 901 943 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 39.8 0.0 47.8 30.8 30.9 52.9 25.7 14.4 54.1 17.0 17.0 Incr Delay (d2), s/veh 13.4 0.3 0.0 15.9 0.1 0.2 13.9 48.7 1.0 16.8 1.7 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.1 0.0 5.5 0.3 0.4 1.1 36.9 3.7 0.3 6.9 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.9 40.1 0.0 63.8 30.9 31.1 66.7 74.3 15.4 70.9 18.6 18.6 LnGrp LOS E D E C C E F B E B B Approach Vol, veh/h 66 A 200 1331 858 Approach Delay, s/veh 47.4 59.0 62.8 19.2 Approach LOS D E E B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.5 22.6 8.2 61.7 7.1 33.0 6.2 63.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 26.0 18.0 29.0 15.0 28.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 12.4 4.5 4.1 18.6 3.1 2.9 2.6 60.7 Green Ext Time (p_c), s 0.2 0.2 0.0 3.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 46.8 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Boeing Renton Apron E 6: Park Ave N & N 6th St Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 120 161 22 24 2 20 295 7 7 560 61 Future Volume (veh/h) 236 120 161 22 24 2 20 295 7 7 560 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1752 1752 1752 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 241 122 164 22 24 2 20 301 7 7 571 62 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 10 10 10 3 3 3 4 4 4 Cap, veh/h 230 279 245 38 81 7 38 2147 50 15 1899 206 Arrive On Green 0.13 0.16 0.16 0.02 0.05 0.05 0.02 0.61 0.61 0.00 0.20 0.20 Sat Flow, veh/h 1767 1763 1543 1668 1586 132 1767 3521 82 1753 3180 344 Grp Volume(v), veh/h 241 122 164 22 0 26 20 150 158 7 313 320 Grp Sat Flow(s),veh/h/ln1767 1763 1543 1668 0 1718 1767 1763 1840 1753 1749 1776 Q Serve(g_s), s 13.0 6.3 10.0 1.3 0.0 1.5 1.1 3.6 3.7 0.4 15.3 15.4 Cycle Q Clear(g_c), s 13.0 6.3 10.0 1.3 0.0 1.5 1.1 3.6 3.7 0.4 15.3 15.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.04 1.00 0.19 Lane Grp Cap(c), veh/h 230 279 245 38 0 88 38 1075 1122 15 1045 1061 V/C Ratio(X) 1.05 0.44 0.67 0.58 0.00 0.29 0.53 0.14 0.14 0.45 0.30 0.30 Avail Cap(c_a), veh/h 230 388 339 217 0 378 177 1075 1122 140 1045 1061 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.97 0.97 0.97 1.00 0.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 43.5 38.0 39.6 48.4 0.0 45.7 48.4 8.3 8.3 49.6 22.3 22.3 Incr Delay (d2), s/veh 71.9 0.4 1.2 5.0 0.0 0.7 4.2 0.3 0.3 7.2 0.7 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/ln10.2 2.7 3.8 0.6 0.0 0.6 0.5 1.4 1.5 0.2 7.3 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 115.4 38.4 40.8 53.4 0.0 46.4 52.7 8.6 8.6 56.8 23.0 23.0 LnGrp LOS F D D D A D D A A E C C Approach Vol, veh/h 527 48 328 640 Approach Delay, s/veh 74.4 49.6 11.3 23.4 Approach LOS E D B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s18.0 10.1 7.1 64.7 7.3 20.9 5.9 66.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s13.0 22.0 10.0 35.0 13.0 22.0 8.0 37.0 Max Q Clear Time (g_c+I1), s15.0 3.5 3.1 17.4 3.3 12.0 2.4 5.7 Green Ext Time (p_c), s 0.0 0.0 0.0 2.4 0.0 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 39.0 HCM 6th LOS D HCM 6th Signalized Intersection Summary Boeing Renton Apron E 7: Garden Ave N & N 6th St Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 2 25 0 3 1 9 80 0 0 107 36 Future Volume (veh/h) 100 2 25 0 3 1 9 80 0 0 107 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 0 1693 1693 1900 1900 1900 1737 1737 1737 Adj Flow Rate, veh/h 118 2 29 0 4 1 11 94 0 0 126 42 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 10 10 10 0 14 14 0 0 0 11 11 11 Cap, veh/h 513 7 302 0 532 127 26 849 0 249 321 107 Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.21 0.01 0.45 0.00 0.00 0.26 0.26 Sat Flow, veh/h 1285 32 1454 0 2653 614 1810 1900 0 1209 1237 412 Grp Volume(v), veh/h 120 0 29 0 2 3 11 94 0 0 0 168 Grp Sat Flow(s),veh/h/ln1316 0 1454 0 1608 1575 1810 1900 0 1209 0 1649 Q Serve(g_s), s 2.3 0.0 0.5 0.0 0.0 0.0 0.2 0.8 0.0 0.0 0.0 2.4 Cycle Q Clear(g_c), s 2.3 0.0 0.5 0.0 0.0 0.0 0.2 0.8 0.0 0.0 0.0 2.4 Prop In Lane 0.98 1.00 0.00 0.39 1.00 0.00 1.00 0.25 Lane Grp Cap(c), veh/h 520 0 302 0 333 326 26 849 0 249 0 428 V/C Ratio(X) 0.23 0.00 0.10 0.00 0.01 0.01 0.42 0.11 0.00 0.00 0.00 0.39 Avail Cap(c_a), veh/h 1111 0 956 0 1056 1035 313 2037 0 813 0 1198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 0.0 9.3 0.0 9.1 9.1 14.1 4.7 0.0 0.0 0.0 8.8 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.0 0.0 0.0 10.1 0.1 0.0 0.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 0.1 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.2 0.0 9.4 0.0 9.1 9.1 24.2 4.8 0.0 0.0 0.0 10.1 LnGrp LOS B A A A A A C A A A A B Approach Vol, veh/h 149 5 105 168 Approach Delay, s/veh 10.1 9.1 6.8 10.1 Approach LOS B A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 11.0 5.4 12.5 11.0 17.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 5.0 21.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 2.0 2.2 4.4 4.3 2.8 Green Ext Time (p_c), s 0.0 0.0 1.4 0.6 0.9 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A HCM 6th TWSC Boeing Renton Apron E 8: E7 (North) & Logan Ave N Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 1243 0 0 1048 Future Vol, veh/h 0 1 1243 0 0 1048 Conflicting Peds, #/hr 2 2 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 100 100 4 4 4 4 Mvmt Flow 0 1 1337 0 0 1127 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 673 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 9.1 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 4.9 - - - - Pot Cap-1 Maneuver 0 205 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 204 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 22.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 204 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 22.7 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC Boeing Renton Apron E 9: Logan Ave N & E7 (South)Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 4 1280 4 2 1047 Future Vol, veh/h 14 4 1280 4 2 1047 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 - - - 25 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 0 4 4 3 3 Mvmt Flow 15 4 1376 4 2 1126 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1945 690 0 0 1380 0 Stage 1 1378 - - - - - Stage 2 567 - - - - - Critical Hdwy 6.8 6.9 - - 4.16 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.23 - Pot Cap-1 Maneuver 58 392 - - 487 - Stage 1 203 - - - - - Stage 2 537 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 58 392 - - 487 - Mov Cap-2 Maneuver 154 - - - - - Stage 1 203 - - - - - Stage 2 535 - - - - - Approach WB NB SB HCM Control Delay, s 27.7 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 178 487 - HCM Lane V/C Ratio - - 0.109 0.004 - HCM Control Delay (s) - - 27.7 12.4 - HCM Lane LOS - - D B - HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC Boeing Renton Apron E 10: Park Ave N & N 5th St Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 8 16 47 1 6 2 279 16 3 621 17 Future Vol, veh/h 19 8 16 47 1 6 2 279 16 3 621 17 Conflicting Peds, #/hr 7 0 8 6 0 5 8 0 6 5 0 7 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 180 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 15 15 15 0 0 0 7 7 7 4 4 4 Mvmt Flow 20 8 16 48 1 6 2 288 16 3 640 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 819 977 345 644 978 165 666 0 0 310 0 0 Stage 1 663 663 - 306 306 - - - - - - - Stage 2 156 314 - 338 672 - - - - - - - Critical Hdwy 7.8 6.8 7.2 7.5 6.5 6.9 4.24 - - 4.18 - - Critical Hdwy Stg 1 6.8 5.8 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.8 5.8 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.65 4.15 3.45 3.5 4 3.3 2.27 - - 2.24 - - Pot Cap-1 Maneuver 246 228 615 362 252 857 886 - - 1233 - - Stage 1 387 426 - 684 665 - - - - - - - Stage 2 794 623 - 656 458 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 239 223 606 336 247 846 879 - - 1226 - - Mov Cap-2 Maneuver 239 223 - 336 247 - - - - - - - Stage 1 383 421 - 678 659 - - - - - - - Stage 2 779 617 - 618 453 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.9 16.6 0.1 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 879 - - 303 336 628 1226 - - HCM Lane V/C Ratio 0.002 - - 0.146 0.144 0.011 0.003 - - HCM Control Delay (s) 9.1 0 - 18.9 17.5 10.8 7.9 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.5 0 0 - - HCM 6th TWSC Boeing Renton Apron E 11: N 5th St & Garden Ave N Future (2023) With-Project Weekday PM Peak Hour Transpo Group Synchro 10 Report Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 25 2 26 174 12 Future Vol, veh/h 7 25 2 26 174 12 Conflicting Peds, #/hr 2 3 3 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 180 0 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 56 56 0 0 8 8 Mvmt Flow 8 29 2 30 202 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 248 215 219 0 - 0 Stage 1 212 - - - - - Stage 2 36 - - - - - Critical Hdwy 6.96 6.76 4.1 - - - Critical Hdwy Stg 1 5.96 - - - - - Critical Hdwy Stg 2 5.96 - - - - - Follow-up Hdwy 4.004 3.804 2.2 - - - Pot Cap-1 Maneuver 637 707 1362 - - - Stage 1 711 - - - - - Stage 2 864 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 633 703 1358 - - - Mov Cap-2 Maneuver 629 - - - - - Stage 1 708 - - - - - Stage 2 861 - - - - - Approach EB NB SB HCM Control Delay, s 10.4 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1358 - 629 703 - - HCM Lane V/C Ratio 0.002 - 0.013 0.041 - - HCM Control Delay (s) 7.7 - 10.8 10.3 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0 0.1 - -