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HomeMy WebLinkAboutRS_Traffic Impact Analysis UPDATE_210727_v2.pdf Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA EXECUTIVE SUMMARY This study was prepared in accordance with the City of Renton’s Policy Guidelines for Traffic Impact Analysis for New Development. It evaluates the traffic impacts associated with a proposed e-commerce distribution facility located in Renton, Washington. The study area, scope, specific analysis parameters and requirements are the result of limited coordination with City of Renton Planning Division staff and review of the surrounding area. The study’s principal findings and recommendations are summarized below. Proposed Development The distribution facility is proposed to occupy an existing 114,850 square foot building located at 1905 Raymond Avenue SW, southwest of Raymond Avenue & SW 19th Street in Renton, Washington. The proposed development is to be constructed in 2021 and will operate at limited capacity for a two to three-year period and will be at full capacity by 2024. Due to the short duration of buildout, an interim evaluation was not performed. The proposed development is estimated to generate 3,129 daily trips, 341 AM peak hour trips (7:00- 8:00 AM), and 180 PM peak hour trips (4:00-5:00 PM). The primary roadway network serving this proposed development includes the following intersections and connecting roadway segments: 1. Raymond Avenue SW & SW 19th Street 2. Lind Avenue SW & SW 19th Street 3. Lind Avenue SW & SW 16th Street 4. Raymond Avenue SW & SW 16th Street 5. Oakesdale Avenue SW & SW Grady Way 6. Powell Avenue SW & SW Grady Way 7. Lind Avenue SW & SW Grady Way 8. SW Grady Way & Longacres Drive SW 9. Interurban Avenue S & SW Grady Way 10. Interurban Avenue S & Fort Dent Way 11. W Valley Highway & S 156th Street 12. Maple Avenue SW & SW Grady Way 13. Rainier Avenue S & SW Grady Way 14. Highway 167 & I-405 WB 15. Highway 167 & I-405 EB Primary access to the site will be provided via a single existing access driveway located just southwest of the intersection of Raymond Avenue & 19th Street. Proposed Mitigation for Existing Traffic For the existing traffic conditions analyzed with the existing intersection controls and lane configurations, the following mitigation measures are recommended to improve operational performance: • Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way o Displaced left-turn lane configuration Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA • Lind Avenue & Grady Way o Dedicated right-turn lane, eastbound, westbound o Additional right-turn lane, northbound o Additional left-turn lane, westbound o Additional through lane, eastbound • Grady Way & Longacres Avenue o Traffic Signal o Additional though lane, eastbound o Additional right-turn lane, southbound o Additional left-turn lane, eastbound o Dedicated right-turn lane, westbound • Grady Way & Maple Avenue o Traffic Signal o Dedicated right turn lane, northbound A Signal Warrant Analysis was completed at the intersections of Grady Way & Longacres Avenue and Grady Way & Maple Avenue with the 2021 existing traffic volumes. Both intersections meet a signal warrant. Proposed Mitigation for 2025 No-Build Traffic For the 2025 No-Build traffic conditions analyzed with the existing intersection controls and lane configurations, or previously recommended mitigations, the intersections of Lind Avenue & 19th Street and Grady Way & Maple Avenue do not perform at minimum operational thresholds. A Signal Warrant Analysis was completed at the intersection of Lind Avenue & 19th Street with the 2025 No-Build traffic volumes. The intersection does not meet any signal warrants. The following mitigation measures are recommended to improve operational performance: • Lind Avenue & 19th Street o Roundabout • Grady Way & Longacres Avenue o Additional through lane, westbound • Grady Way & Maple Avenue o Additional through lane, eastbound o Dedicated right-turn lane, westbound Proposed Mitigation for 2025 Build Traffic For the 2025 Build traffic conditions analyzed with the existing intersection control and lane configuration, and previously recommended mitigations, acceptable operations are not attainable for all locations unless alternative high-capacity intersection configurations are employed (i.e. partial or fully displaced left-turn lane). Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA The intersection of Raymond Avenue & 19th Street performs at LOS A, but has potential safety concerns due to its configuration, geometry, and limited sight distance. The westbound approach of 19th Street is currently only 15 feet wide and will need to be widened to safely accommodate traffic and additional signage is recommended. The following mitigation measures are recommended to improve operational performance: • Raymond Avenue & 19th Street o Roadway widening o Additional advance warning signage (intersection ahead, trucks entering) o Improved sight distance Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA TABLE OF CONTENTS 1.0 PROPOSED DEVELOPMENT ................................................................................................... 1 1.1 PROJECT DESCRIPTION ................................................................................................................... 1 1.2 STUDY APPROACH ........................................................................................................................... 2 1.2.1 Study Period .............................................................................................................................. 3 1.3 SITE PLAN .......................................................................................................................................... 3 2.0 ANALYSIS OF EXISTING CONDITIONS .................................................................................. 3 2.1 ROADWAY NETWORKS.................................................................................................................... 3 2.2 TRANSIT SERVICE ............................................................................................................................. 5 2.3 BICYCLE AND PEDESTRIAN FACILITIES ........................................................................................ 5 2.4 TRAFFIC VOLUMES ........................................................................................................................... 5 2.5 LEVEL OF SERVICE INTERSECTIONS .............................................................................................. 7 2.6 PROPOSED MITIGATION .................................................................................................................. 9 3.0 ANALYSIS OF 2025 NO-BUILD TRAFFIC CONDITIONS..................................................... 10 3.1 ROADWAY NETWORKS.................................................................................................................. 10 3.2 TRAFFIC VOLUMES ......................................................................................................................... 10 3.3 LEVEL OF SERVICE INTERSECTIONS 2025 No-Build ................................................................. 12 3.4 SIGNAL WARRANT ANALYSIS ...................................................................................................... 13 3.5 PROPOSED MITIGATION ................................................................................................................ 13 4.0 ANALYSIS OF 2025 SITE PLUS BACKGROUND (TOTAL) TRAFFIC CONDITIONS .......... 14 4.1 TRIP GENERATION .......................................................................................................................... 14 4.2 TRIP DISTRIBUTION AND ASSIGNMENT ...................................................................................... 15 4.3 SITE PLUS BACKGROUND TRAFFIC ............................................................................................. 17 4.4 LEVEL OF SERVICE INTERSECTIONS 2025 BUILD ..................................................................... 19 4.5 PROPOSED MITIGATION ................................................................................................................ 20 4.6 I-405 RAMP ANALYSIS .................................................................................................................. 20 5.0 SUMMARY OF RESULTS ....................................................................................................... 21 5.1 EXISTING TRAFFIC CONDITIONS .................................................................................................. 21 5.2 2025 NO-BUILD TRAFFIC CONDITIONS ....................................................................................... 22 5.3 2025 BUILD CONDITIONS ............................................................................................................. 22 APPENDIX .......................................................................................................................................... 23 1 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 1.0 PROPOSED DEVELOPMENT 1.1 PROJECT DESCRIPTION The e-commerce distribution facility is a proposed development at an existing building located at 1905 Raymond Avenue SW in Renton, Washington. Primary access to the site will be provided via the current driveway, southwest of the intersection SW 19th Street and Raymond Avenue SW. The existing site is zoned Light Industrial District (IL). The project area is shown in Figure A. Figure B shows an aerial view of the site location. Figure A – Site Location 2 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Figure B – Aerial Site Location 1.2 STUDY APPROACH This study was prepared in accordance with the City of Renton’s Policy Guidelines for Traffic Impact Analysis for New Development. It evaluates the traffic impacts associated with the proposed distribution facility in Renton, Washington. The study area, scope and specific analysis parameters and requirements are the result of limited coordination with the City of Renton Planning Division staff and review of the surrounding area. The following intersections were reviewed for purposes of this TIS: 1. Raymond Avenue SW & SW 19th Street 2. Lind Avenue SW & SW 19th Street 3. Lind Avenue SW & SW 16th Street 4. Raymond Avenue SW & SW 16th Street 5. Oakesdale Avenue SW & SW Grady Way 6. Powell Avenue SW & SW Grady Way 7. Lind Avenue SW & SW Grady Way 8. SW Grady Way & Longacres Drive SW 9. Interurban Avenue S & SW Grady Way 10. Interurban Avenue S & Fort Dent Way 11. W Valley Highway & S 156th Street 12. Maple Avenue SW & SW Grady Way 13. Rainier Avenue S & SW Grady Way 14. Highway 167 & I-405 WB 15. Highway 167 & I-405 EB 3 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 1.2.1 Study Period Buildout of the distribution facility is to occur over a two to three-year period and completed by the year 2024. As the buildout period is less than five years, 2025 was selected as a conservative buildout year. Due to the short duration of buildout, an interim evaluation was not performed. The study periods will include: • Existing (2021) • 2025 No-Build • 2025 Build The following time intervals will be evaluated: • Site Weekday AM Peak Hour, 7:00-9:00 AM • Site Weekday PM Peak Hour, 4:00-6:00 PM 1.3 SITE PLAN The proposed facility will be accommodated by an existing building. Internal improvements are expected to be further completed. The full improvement plan can be found in the Appendix. There will not be any changes to the external configuration and driveway access. There is an existing full access driveway just southwest of the SW 19th Street and Raymond Avenue intersection. 2.0 ANALYSIS OF EXISTING CONDITIONS 2.1 ROADWAY NETWORKS Table 1 summarizes the characteristics of the roadway segments within the study area. Figure C illustrates the existing lane configurations and traffic control conditions. Table 1 – Study Area Roadway Roadway Functional Classification Posted Speed (mph) Lanes (total) Raymond Avenue Local Road Not posted 3 SW 19th Street Local Road Not posted 2/3 Lind Avenue Minor Arterial 35 4/5 SW 16th Street Major Collector 35 3 SW Grady Way Principal Arterial 35 5 Interurban Avenue S Principal Arterial 40 6 Rainier Avenue S Principal Arterial 35 6 Functional Classification noted in accordance with the WSDOT Functional classification map. SW Grady Way is included in the City of Renton’s designated truck routes. When trucks leave this route, they are required to take the most direct route to their destination. There are no other truck restrictions in the project area. The City of Renton, partnered with the State of Washington, has implemented a Transportation Demand Management Program. The commute trip reduction laws require an employer with 100 or more regular employees who arrive to work weekdays between 6 am and 9 am to have transportation benefit programs to encourage non-single-occupant-vehicle options. 4 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Figure C – Existing Traffic Control and Lane Configurations 5 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 2.2 TRANSIT SERVICE Transit in the surrounding area is provided by King County Metro. Metro Transit F Line has a stop at Lind Avenue & SW 16th Street running every 15 minutes. Metro Route 153 has stops along Lind Avenue at SW 21st Street and at SW 16th Street and runs every 20-30 minutes throughout the day. 2.3 BICYCLE AND PEDESTRIAN FACILITIES There are sidewalks available along either side of Raymond Avenue and Lind Avenue, and along the south side of SW 16th Street and SW 19th Street. There are no designated bicycle facilities in the project area. 2.4 TRAFFIC VOLUMES Due to the ongoing COVID-19 pandemic, new traffic counts were not obtained. Various intersection traffic counts were provided by the City, however the years collected varied, and several were not very recent. Current turn movements counts were obtained by StreetLight Data, Inc. These Intersection turn movement counts were collected from 2019 data to capture pre-pandemic traffic patterns. An annual growth rate of 3% was applied to the data to estimate 2021 expected volumes. Figure D illustrates 2021 intersection turn movement counts. Detailed count summaries are also included in the Appendix. 6 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Figure D – Existing (2021) Traffic Volumes 7 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 2.5 LEVEL OF SERVICE INTERSECTIONS Intersection LOS was evaluated using Synchro 11 software developed in accordance with the Highway Capacity Manual HCM 6th edition. The intersections within the study area were evaluated under existing traffic control, lane configurations and peak hour volumes as shown in Figures C and D. Synchro reports are included in the Appendix. The results of this analysis are summarized below in Table 2. Multiple intersections in the study area operate poorly, with level of service (LOS) below D. Table 2 – Intersection Traffic Operations – Existing (2021) Traffic Intersection Control Approach AM Peak PM Peak LOS Delay LOS Delay 1. Raymond & 19th TWSC Overall A 1.3 A 6.1 Northbound A 8.7 A 8.8 Westbound A 0 A 0 Southbound A 0 A 0 2. Lind & 19th TWSC Overall A 3.3 D 29.9 Eastbound D 32.4 F 263.2 Westbound C 22.8 E 42.1 Northbound A 9.3 A 8.8 Southbound A 8.4 A 9.4 3. Lind & 16th Signal Overall B 14.5 C 28.5 Eastbound B 16.1 E 62.9 Westbound C 23.2 D 52.9 Northbound B 18.2 C 21.9 Southbound B 12.9 C 34.4 4. Raymond & 16th TWSC Overall A 1.6 A 4.4 Eastbound A 8.1 A 8.4 Westbound A 8.7 A 9.7 Northbound C 21.1 F 70.8 Southbound C 17.9 D 33.7 5. Oakesdale & Grady Signal Overall F 81.2 F 190.1 Eastbound F 123.3 F 289.8 Westbound F 120.6 F 284.3 Northbound F 114.1 F 265.6 Southbound F 89.7 F 201.9 6. Powell & Grady Signal Overall B 11.5 C 33.1 Eastbound C 23.8 D 50.5 Westbound C 22.8 D 47.0 Northbound B 16.2 C 34.4 Southbound B 16.3 F 184.1 7. Lind & Grady Signal Overall D 50.7 F 153.8 Eastbound F 89.4 F 256.0 Westbound F 72.1 F 300.6 Northbound D 37.2 D 36.3 Southbound D 40.8 D 38.1 8 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 8. Grady & Longacres TWSC Overall C 15.6 F 126.8 Eastbound F 80.5 C 20.8 Westbound A 0 A 0 Southbound B 13.5 F 2807.8 9. Interurban & Grady Signal Overall D 52.7 F 203.9 Eastbound F 82.5 F 191.0 Westbound F 160.2 F 423.6 Northbound E 58.0 F 273.0 Southbound D 41.4 F 337.7 10. Interurban & Fort Dent Signal Overall C 28.5 F 97.1 Eastbound E 56.4 F 104.7 Westbound C 26.8 F 145.2 Northbound E 55.3 F 211.0 Southbound C 21.9 F 263.0 11. Valley Hwy & 156th Signal Overall F 163.6 F 248.7 Eastbound F 271.0 F 362.8 Westbound E 59.0 E 55.6 Northbound F 188.2 F 280.3 Southbound F 202.3 F 361.3 12. Grady & Maple TWSC Overall F 66.6 F *N/A Eastbound C 16.4 C 20.0 Westbound B 11.7 D 30.2 Northbound F 1681.8 F *N/A Southbound F 3212.7 F *N/A 13. Grady & Rainier Signal Overall F 143.5 F 214.5 Eastbound F 239.1 F 188.9 Westbound F 216.5 F 399.2 Northbound F 226.1 F 414.7 Southbound F 89.5 F 237.6 9 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 2.6 PROPOSED MITIGATION The intersections of Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way are currently over capacity. Several conventional intersection improvements were considered to enhance traffic operations at these locations. As these measures could not achieve desired conditions, an alternative capacity review was performed using Capacity Analysis for Planning of Junctions, CAP-X, US Department of Transportation, FHWA, June 2014. This review concluded that alternative configurations, such as a partial or fully displaced left-turn lane would significantly improve traffic operations at these locations. Due to the complex nature of this configuration, a LOS analysis was not further performed using Synchro. A CAP-X review was also completed for the intersection of Lind Avenue & Grady Way. This review also suggests that a partial and fully displaced left-turn lane configuration would operate effectively. A Signal Warrant Analysis was completed at the intersections of Grady Way & Longacres Avenue and Grady Way & Maple Avenue with the 2021 existing traffic volumes. Both intersections meet a signal warrant. The following mitigation measures are recommended to improve operational performance: •Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way o Displaced left-turn lane configuration •Lind Avenue & Grady Way o Dedicated right-turn lane, eastbound, westbound o Additional right-turn lane, northbound o Additional left-turn lane, westbound o Additional through lane, eastbound •Grady Way & Longacres Avenue o Traffic Signal o Additional though lane, eastbound o Additional left-turn lane, eastbound o Additional right-turn lane, southbound o Dedicated right-turn lane, westbound •Grady Way & Maple Avenue o Traffic Signal o Dedicated right turn lane, northbound Table 3 summarizes these results. 10 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Table 3 – Intersection Traffic Operations with Mitigations – Existing (2021) Traffic Intersection Control Approach AM Peak PM Peak LOS Delay LOS Delay 7. Lind & Grady Right turn lane EB/WB/NB, add through lane EB, add left-turn WB Overall C 23.1 C 34.5 Eastbound C 25.3 D 40.3 Westbound C 26.6 D 37.0 Northbound B 19.1 C 26.7 Southbound C 21.6 C 27.7 8. Grady & Longacres Signal, Add SB RTL; Add EB LTL; WB RTL; EB Thru Lane Overall B 17.2 C 30.5 Eastbound C 29.9 D 53.8 Westbound C 20.3 D 42.0 Southbound B 19.6 D 51.7 12. Grady & Maple Signal, NB RTL Overall B 18.2 C 29.1 Eastbound B 17.0 D 38.1 Westbound C 20.3 C 21.9 Northbound B 19.2 D 50.2 Southbound B 19.0 D 35.4 3.0 ANALYSIS OF 2025 NO-BUILD TRAFFIC CONDITIONS 3.1 ROADWAY NETWORKS The City of Renton Transportation Improvement Program (TIP) was reviewed for the purposes of the study. The currently adopted TIP identifies projects programmed from 2020 to 2025. The TIP does not include any improvements within the study area. 3.2 TRAFFIC VOLUMES After review of the City of Renton Transportation Plan and similar Traffic Impact Analyses in the project area, an annual growth rate of 3% was assumed for future traffic volume growth. Figure E shows the resultant 2025 No-Build volumes based on four years of growth applied to the 2021 traffic volumes. 11 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Figure E – 2025 No-Build Volumes 12 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 3.3 LEVEL OF SERVICE INTERSECTIONS 2025 NO-BUILD Each intersection in the study area was evaluated under the 2025 No-Build traffic volumes, existing traffic controls and lane configurations, and previously recommended mitigations. Table 4 summarizes these results. Synchro 11 Reports are included in the Appendix. The intersections of Lind Avenue & 19th Street and Grady Way & Maple Avenue perform below LOS D under the 2025 No-Build scenario. Table 4 – Intersection Traffic Operations – 2025 No-Build Traffic Intersection Control Approach AM Peak PM Peak LOS Delay LOS Delay 1. Raymond & 19th TWSC Overall A 1.3 A 6.0 Westbound A 0.0 A 0.0 Northbound A 8.7 A 8.8 Southbound A 0.0 A 0.0 2. Lind & 19th TWSC Overall A 4.3 F 64.3 Eastbound E 46.7 F 585.9 Westbound D 28.7 F 62.1 Northbound A 9.6 A 9.0 Southbound A 8.6 A 9.9 3. Lind & 16th Signal Overall B 16.3 D 45.9 Eastbound B 16.1 F 118.6 Westbound C 26.1 F 119.8 Northbound C 22.8 C 27.1 Southbound B 15.6 E 58.9 4. Raymond & 16th TWSC Overall A 1.9 A 9.0 Eastbound A 8.2 A 8.6 Westbound A 9.0 B 10.2 Northbound D 26.0 F 156.9 Southbound C 20.1 E 46.1 5. Oakesdale & Grady Signal Overall F 114.6 F 256.2 Eastbound F 194.2 F 377.5 Westbound F 166.4 F 353.1 Northbound F 176.1 F 365.2 Southbound F 127.2 F 360.4 6. Powell & Grady Signal Overall B 11.4 D 41.1 Eastbound C 28.6 E 57.9 Westbound C 26.8 E 64.4 Northbound B 19.7 D 43.8 Southbound B 19.8 F 317.1 7. Lind & Grady Right turn lane EB/WB/NB, add through lane EB, add left-turn WB Overall C 28.3 D 48.8 Eastbound C 27.3 F 58.2 Westbound D 35.9 E 67.6 Northbound C 20.3 C 32.0 Southbound C 23.3 C 34.5 13 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA 8. Grady & Longacres Signal Overall B 18.0 D 43.4 Eastbound D 35.2 D 52.8 Westbound C 21.6 F 58.1 Southbound C 24.4 F 102.9 9. Interurban & Grady Signal Overall E 72.1 F 262.1 Eastbound F 113.6 F 260.4 Westbound F 189.9 F 544.2 Northbound F 65.9 F 342.0 Southbound F 92.5 F 427.4 10. Interurban & Fort Dent Signal Overall D 50.7 F 141.2 Eastbound F 86.7 F 180.8 Westbound D 47.0 F 205.3 Northbound F 150.4 F 287.2 Southbound C 28.3 F 278.0 11. Valley Hwy & 156th Signal Overall F 231.7 F 322.1 Eastbound F 345.7 F 468.1 Westbound E 58.0 D 48.6 Northbound F 289.9 F 359.0 Southbound F 183.5 F 453.5 12. Grady & Maple Signal Overall B 18.7 C 32.8 Eastbound C 20.3 C 33.6 Westbound C 20.6 D 39.4 Northbound C 23.8 F 122.2 Southbound C 23.5 E 55.4 13. Grady & Rainier Signal Overall F 196.4 F 277.5 Eastbound F 309.8 F 246.8 Westbound F 309.7 F 495.3 Northbound F 315.5 F 542.3 Southbound F 111.6 F 314.2 3.4 SIGNAL WARRANT ANALYSIS The intersection of Lind Avenue & 19th Street was analyzed in accordance with the Manual on Uniform Traffic Control (MUTCD) guidelines to determine if these location warrants a traffic signal under 2025 No-Build traffic volumes. This analysis confirmed that the intersection of Lind Avenue & 19th Street does not meet any signal warrants. 3.5 PROPOSED MITIGATION As stated, the intersection of Lind Avenue & 19th Street performs poorly with the existing two-way stop control traffic control and the 2025 No-Build traffic volumes. The intersection does not meet any signal warrants therefore a traffic signal was not proposed for mitigation. As previously mentioned, the intersection of Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way are currently over capacity. An alternative capacity review was performed using Capacity Analysis for Planning of Junctions, CAP-X, US Department of Transportation, FHWA, June 2014. This review repeated with the 2025 No-Build and Build volumes and concluded that alternative 14 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA configurations, such as a displaced left-turn lane would significantly improve traffic operations at these locations. Due to the complex nature of this configuration, a LOS analysis was not further performed in Synchro. The following mitigation measures are recommended to improve operational performance: •Lind Avenue & 19th Street o Roundabout •Grady Way & Longacres Avenue o Additional through lane, westbound •Grady Way & Maple Avenue o Additional through lane, eastbound o Dedicated right-turn lane, westbound Table 5 below summarizes these results. Table 5 – Intersection Traffic Operations with Mitigations – 2025 No-Build Traffic Intersection Control Approach AM Peak PM Peak LOS Delay LOS Delay 2. Lind & 19th AWSC Overall C 22.5 E 37.2 Eastbound B 12.1 C 22.7 Westbound B 12.3 B 13.5 Northbound C 16.3 E 48.8 Southbound E 37.3 E 48.5 2. Lind & 19th Roundabout Overall A 6.5 B 11.1 Eastbound A 5.0 A 9.2 Westbound A 5.9 A 7.7 Northbound A 6.8 C 15.5 Southbound A 7.4 A 8.7 8. Grady & Longacres Signal; Add WB Through Overall B 17.1 C 21.3 Eastbound C 28.5 D 36.8 Westbound C 20.2 C 20.3 Southbound B 14.9 D 51.2 12. Grady & Maple Signal Overall B 17.1 C 20.4 Eastbound C 20.4 C 27.9 Westbound B 19.7 B 17.4 Northbound C 23.8 D 45.0 Southbound C 23.6 C 30.5 4.0 ANALYSIS OF 2025 SITE PLUS BACKGROUND (TOTAL) TRAFFIC CONDITIONS 4.1 TRIP GENERATION The operations of this site are unique therefore owner-supplied trip generation data was provided from existing sites of similar size and operations. When compared to the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition, the user provided trip generation data reflects a more conservative estimation of expected traffic. Table 6 provides a comparison of the ITE trip generation rates vs. the user-provided trip generation data. 15 Traffic Impact Analysis for Distribution Facility 1905 Raymond Ave SW Renton, WA Table 6 – Trip Generation Summary Land Use ITE Code Size Period Total Trips Enter Exit Warehouse 150 114,850 Sq. Ft. Weekday 227 113 114 AM Site Peak 39 30 9 PM Site Peak 42 11 31 Delivery Station User Generated 114,850 Sq. Ft. Weekday 3,129 1,565 1,565 AM Peak 341 171 170 PM Peak 180 102 78 As indicated, the development will generate a total of 3,129 trips per day. The detailed expected site traffic volumes can be found in the Appendix. 4.2 TRIP DISTRIBUTION AND ASSIGNMENT Site traffic was distributed in consideration of the proposed delivery area and the available transportation network. The majority of traffic is destined to and from I-5 to the west and SR-167 to the east. The following preliminary assumptions were made regarding this distribution: • North I-5 25% • South I-5 35% • South Lind/SR-167 30% • East I-405 10% Figure F illustrates the resultant site traffic distribution percentage. Figure G illustrates the resultant traffic assignment. Figure F – Site Trip Distribution Percentages 16 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA Figure G – Site Trip Assignment 17 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA 4.3 SITE PLUS BACKGROUND TRAFFIC Site traffic was added to the 2025 No-Build volumes in order to produce the 2025 Build traffic conditions with the proposed development. Figure H depicts the percent increase in traffic (as compared to total traffic) generated by this facility. Figure I illustrates the 2025 resultant traffic volumes for the AM and PM total traffic conditions. Figure H – Percent Increase in Traffic 18 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA Figure I – 2025 Build Traffic Volumes 19 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA 4.4 LEVEL OF SERVICE INTERSECTIONS 2025 BUILD Each intersection in the study area was evaluated under the 2025 Build traffic conditions with existing traffic controls and lane configurations, or previously recommended mitigations. Table 7 summarizes these results. Synchro 11 Reports are included in the Appendix. Table 7 – Intersection Traffic Operations – 2025 Build Traffic Intersection Control Approach AM Peak PM Peak LOS Delay LOS Delay 1. Raymond & 19th TWSC Overall A 4.9 A 6.0 Westbound A 0 A 0 Northbound B 10.7 A 9.7 Southbound A 0 A 0 2. Lind & 19th Roundabout Overall A 6.8 B 11.6 Eastbound A 5.6 A 9.9 Westbound A 6.4 A 7.9 Northbound A 7.5 C 16.8 Southbound A 7.5 A 8.8 3. Lind & 16th Signal Overall C 20.4 D 50.9 Eastbound B 18.4 F 173.6 Westbound C 27.1 F 84.9 Northbound C 31.2 C 30.7 Southbound C 25.2 E 68.0 4. Raymond & 16th TWSC Overall A 5.6 D 27.1 Eastbound A 8.2 A 8.6 Westbound A 9.6 B 10.8 Northbound D 31.7 F 320.0 Southbound E 40.1 F 89.6 5. Oakesdale & Grady Signal Overall F 124.5 F 263.5 Eastbound F 209.6 F 384.0 Westbound F 184.8 F 353.1 Northbound F 197.6 F 365.0 Southbound F 127.2 F 360.4 6. Powell & Grady Signal Overall B 11.5 D 45.2 Eastbound C 30.3 F 50.5 Westbound C 29.5 E 64.4 Northbound C 21.8 D 43.8 Southbound C 22.0 F 317.1 7. Lind & Grady Right turn lane EB/WB/NB, add through lane EB, add left-turn WB Overall C 27.3 D 51.3 Eastbound C 29.6 F 61.4 Westbound C 30.3 F 77.8 Northbound C 23.3 C 34.1 Southbound C 24.9 D 39.7 8. Grady & Longacres Signal Overall B 16.8 C 22.3 Eastbound C 27.5 D 40.3 Westbound C 20.8 C 20.9 Southbound B 17.2 C 26.4 20 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA 9. Grady & Interurban Signal Overall F 88.7 F 265.8 Eastbound F 113.6 F 260.4 Westbound E 63.4 F 549.9 Northbound F 65.9 F 342.0 Southbound F 116.0 F 444.4 10. Interurban & Fort Dent Signal Overall E 69.1 F 160.6 Eastbound F 86.7 F 206.0 Westbound D 47.0 F 293.9 Northbound F 289.8 F 295.3 Southbound C 29.6 F 264.7 11. Valley Hwy & 156 St Signal Overall F 238.1 F 312.8 Eastbound F 418.4 F 456.9 Westbound E 58.7 D 53.6 Northbound F 291.1 F 359.0 Southbound F 183.5 F 427.9 12. Grady & Maple Signal Overall B 18.0 C 21.2 Eastbound C 21.2 C 28.9 Westbound C 21.4 C 20.2 Northbound C 24.1 D 45.0 Southbound C 23.8 C 30.5 13. Grady & Rainier Signal Overall F 204.0 F 283.0 Eastbound F 322.1 F 246.8 Westbound F 309.7 F 495.3 Northbound F 354.5 F 582.8 Southbound F 111.6 F 314.2 4.5 PROPOSED MITIGATION The intersection of Raymond Avenue & 19th Street performs at LOS A, but has safety concerns. The westbound approach of 19th Street is currently only 15 feet wide and will need to be widened to safely accommodate traffic and additional advanced warning signage is recommended. Additionally, measures to improve sight distance such as trimming shrubbery/vegetation in the immediate vicinity of the intersection should be completed. As previously mentioned, the intersection of Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way are currently over capacity. An alternative capacity review was performed using Capacity Analysis for Planning of Junctions, CAP-X, US Department of Transportation, FHWA, June 2014. This review repeated with the 2025 No-Build and Build volumes and concluded that alternative configurations, such as a displaced left-turn lane would significantly improve traffic operations at this location. Due to the complex nature of this configuration, a LOS analysis was not further performed in Synchro. 4.6 I-405 RAMP ANALYSIS As requested by the City of Renton, the I-405 On and Off Ramps (intersections #14 & #15 in Figure C) were reviewed to determine how the site traffic may affect their performance. The free-right configuration of these ramp lanes does not permit Synchro review to determine LOS, however it should be noted that the proportion of site traffic at these locations is very small (less 21 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA than or equal to 3%). Detailed review of operational results reveals that queues for the northbound movements at Grady Way & Rainier Avenue are likely to extend beyond these ramp intersections. Table 8 below shows the 95th Percentile queue length on the northbound leg. The WB and EB Off- ramps are located 375 and 1,100 feet south of the Rainier Avenue stop bar, respectively. Table 8 – 95th Percentile Queue Lengths – Grady Way & Rainier Avenue Intersection Scenario Movement 95th Percentile Queueing AM Peak PM Peak Grady & Rainier 2025 No-Build NBL 1728 1174 NBT 621 306 NBR 1075 331 2025 Build NBL 1849 1247 NBT 621 306 NBR 1075 331 5.0 SUMMARY OF RESULTS The study’s key findings are summarized below. 5.1 EXISTING TRAFFIC CONDITIONS For the existing traffic conditions analyzed with the existing intersection controls and lane configurations, the following mitigation measures are recommended to improve operational performance: • Oakesdale Avenue & Grady Way, Interurban Avenue & Grady Way, Interurban Ave & Fort Dent Way, W Valley Highway & 156th Street, and Rainier Avenue & Grady Way o Displaced left-turn lane configuration • Lind Avenue & Grady Way o Dedicated right-turn lane, eastbound, westbound o Additional right-turn lane, northbound o Additional left-turn lane, westbound o Additional through lane, eastbound • Grady Way & Longacres Avenue o Traffic Signal o Additional though lane, eastbound o Additional right-turn lane, southbound o Additional left-turn lane, eastbound o Dedicated right-turn lane, westbound • Grady Way & Maple Avenue o Traffic Signal o Dedicated right turn lane, northbound A Signal Warrant Analysis was completed at the intersections of Grady Way & Longacres Avenue and Grady Way & Maple Avenue with the 2021 existing traffic volumes. These intersections meet a signal warrant. 22 Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA 5.2 2025 NO-BUILD TRAFFIC CONDITIONS For the 2025 No-Build traffic conditions analyzed with the existing intersection controls and lane configurations, or previously recommended mitigations, the intersections of Lind Avenue & 19th Street and Grady Way & Maple Avenue do not perform at minimum operational thresholds. The 95th percentile queue lengths at the northbound approach of Grady Way & Rainier Avenue were reviewed to determine their effects on the I-405 On and Off Ramps. The AM peak left and right movement queues as well as the PM peak left-turn queue lengths will likely impact the I-405 EB off- ramp lane. These lane groups as well as the AM peak through movement queue length will likely impact the I-405 WB off-ramp. A Signal Warrant Analysis was completed at the intersection of Lind Avenue & 19th Street with the 2025 No-Build traffic volumes. The intersection does not meet any signal warrants. The following mitigation measures are recommended to improve operational performance: • Lind Avenue & 19th Street o Roundabout. • Grady Way & Longacres Avenue o Additional through lane, westbound • Grady Way & Maple Avenue o Additional through lane, eastbound o Dedicated right-turn lane, westbound 5.3 2025 BUILD CONDITIONS This scenario reflects use of an existing 141,360 square foot facility, and is expected to generate 3,129 daily trips, 341 AM peak hour trips from 7:00 – 8:00 AM, and 180 PM peak hour trips from 4:00 – 5:00 PM. For the 2025 Build traffic conditions analyzed with the existing intersection control and lane configuration, and previously recommended mitigations. Acceptable operations are not attainable for all locations unless alternative high-capacity intersection configurations are employed (i.e. partial or fully displaced left-turn lane). The intersection of Raymond Avenue & 19th Street performs at LOS A, but has potential safety concerns. The westbound approach of 19th Street is currently only 15 feet wide and will need to be widened to safely accommodate traffic and additional advanced warning signage is recommended. Additionally, measures to improve sight distance such as trimming shrubbery/vegetation in the immediate vicinity of the intersection should be completed. The following mitigation measures are recommended to improve operational performance: • Raymond Avenue & 19th Street o Roadway widening o Additional advance warning signage (intersection ahead, trucks entering) o Improved sight distance Traffic Impact Study for Distribution Facility 1905 Raymond Avenue SW, Renton, WA APPENDIX UPUPUP23456DEFGNICNICNICNICDNDNDNDE2UPUP NEW B A TT ER Y CH AR G IN G : ( 6 ) U N IT SEXISTING FI R E R I SE Rw/RAIL P RO T EC T IO N UP NICNICNIC NIC1. REMOVE ALL EXISTING FINISHES THROUGHOUT, U.N.O. PREPARE SURFACESFOR NEW FINISHES.2. REMOVE AND RELOCATED EXISTING DOOR AND FRAME UNIT FOR LATER USE -TEMPORARILY STORE ON SITE.3. REMOVE AND RELOCATE EXISTING CHAIN LINK GATE AND MAIN DOOR.4. APPLIANCES AND VENDING MACHINES TO BE RELOCATED - TEMPORARILYSTORE ON SITE.5. APPLIANCES TO BE REMOVED.6. REMOVE AND RELOCATE EXISTING 4" SLEEVES MOUNTED FROM CEILING.7. REMOVE EXISTING CEILING MOUNTED CONDUITS THAT ARE NO LONGERNEEDED PER NEW CONSTRUCTION. SEE CONSTRUCTION PLAN FOR MOREINFORMATION.8. REMOVE EXISTING FLOOR MOUNTED RECEPTACLES. PATCH/ PREPARESUB-FLOOR AS NECESSARY.9. REMOVE AND SALVAGE EXISTING CEILING MOUNTED PROJECTION EQUIPMENT.COORDINATE STORAGE WITH LL. REPLACE ACT TILE AS NECESSARY.10. REMOVE AND SALVAGE EXISTING SPEAKER/AUDIO SYTEM. COORDINATESTORAGE WITH LL. REPLACE ACT TILE AS NECESSARY.11. REMOVE EXISTING EXIT SIGNAGE WHERE EXISTS NO LONGER EXISTING PERCONSTRUCTION. REPLACE ACT TILE AS NECESSARY.12. REMOVE AND SALVAGE EXISTING VIDEO CONFERENCING EQUIPMENT.COORDINATE STORAGE WITH LL.REPLACE ACT TILE AS NECESSARY.13. REMOVE AND SALVAGE EXISTING RECESSED PROJECTION SCREEN.COORDINATE STORAGE WITH LL. REPLACE ACT TILE AND GRID AS NECESSARY.KEY NOTESLEGENDEXISTING PARTITION TO REMAINPARTITION / ELEMENT TO BE DEMOLISHEDSEAL:WESTERN BNORTHWEST WA, LLCNOT FORCONSTRUCTIONNelco Architecture, Inc.CLIENT:PROJECT:CITY STAMP:711 CAPITOL WAY S SUITE 204OLYMPIA, WA 985011200 Fifth Ave., Suite 1300Seattle, WA 98101Phone: (206) 408-8500WWW.NELSONWORLDWIDE.COMPROJECT DIRECTORY:Tenant:LINK INDUSTRIAL PROPERTIESAttn: Ngon NguyenT: 925.357.3190E-mail: NNguyen@liprop.comOwner/Client Representative:WESTERN B NORTHWEST WA, LLCAttn: Derek CollinsT: 206.595.2014E-mail: derek.collins@kidder.comDate:No:Description:OWNER REVIEW08/17/2020OWNER REVIEW 208/20/2020Proj. No:Reviewed By:MB 1905 RAYMOND TIPARTIAL INTERIORDEMOLITON1905 RAYMOND AVE SWRENTON, WA 9805720.0002769.000 Architect:NELSON WORLDWIDEAttn: Kelly FreiborgT: 206.408.8517E-mail: KFreiborg@nelsonww.comSCALE: 1/8" = 1'-0"4' 8'016'1/8" = 1'-0"DEMOLITION PLAN - FIRST FLOOR2A0-1XDEMOLITION PLANA0-1GENERAL NOTES1. ALL EXISTING BUILDING COLUMNS, EXTERIOR WALLS AND STRUCTURAL MEMBERS TOREMAIN, UNO. PROJECT SPECIFIC DEMOLITION INTENT IS DEFINED AS:1.1. DOORS, DOOR FRAMES & DOOR CASING TO BE REMOVED WHERE NOTED1.2. DOOR HARDWARE TO BE REMOVED WHERE NOTED1.3. LIGHT FIXTURES TO REMAIN1.4. SUSPENDED CEILING GRID AND PANELS TO REMAIN1.5. GWB CEILING TO REMAIN1.6. FLOOR FINISHES AND WALL BASE TO BE REMOVED2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REMOVAL OF EXISTINGCONSTRUCTION AND THE STORAGE AND REMOVAL OF SAID CONSTRUCTION, ANDSHALL MAINTAIN THE AREA OF CONSTRUCTION IN A CLEAN AND ORDERLY CONDITIONWITH DAILY REMOVAL OF DEBRIS. COORDINATE REMOVALS OF OTHER TRADES; REFERTO ENGINEERING DRAWINGS FOR ADDITIONAL SCOPE.3. COORDINATE SCOPE OF DEMOLITION/REMOVAL WITH THE SCOPE OF NEW WORK.4. THE CONTRACTOR SHALL DO ALL CUTTING, PATCHING AND REPAIRING REQUIRED TOPERFORM THE WORK INDICATED ON THE DRAWINGS. ALL CUTTING AND REMOVALSSHALL BE DONE NEATLY.5. ALL ITEMS TO BE REMOVED AND SCHEDULED FOR REINSTALLATION OR TO BERETURNED TO THE BUILDING SHALL BE PROTECTED, CLEAN AND FREE OF DEFECTS.FOR ITEMS SCHEDULED FOR REMOVAL AND REINSTALLATION, CONTRACTOR SHALLVERIFY AND DOCUMENT, IN WRITING, THE CONDITION AND FUNCTIONALITY OF THEITEM(S) PRIOR TO REMOVAL. ANY DAMAGE TO ITEM(S) NOT DOCUMENTED SHALL BEREPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.6. ALL EXISTING SURFACES AND EQUIPMENT TO REMAIN SHALL BE FULLY PROTECTEDFROM DAMAGE. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DAMAGEAND SHALL MAKE REPAIRS REQUIRED AT NO ADDITIONAL COST TO THE OWNER.7. NO DEBRIS SHALL BE ALLOWED TO ACCUMULATE ON THE SITE. DEBRIS SHALL BEREMOVED BY THE CONTRACTOR AS THE JOB PROCEEDS. THE SITE SHALL BE LEFTBROOM CLEAN AT THE COMPLETION OF REMOVALS.8. ERECT AND MAINTAIN DUSTPROOF BARRIERS TO PREVENT THE SPREAD OF DUST,FUMES, SMOKE, ETC. TO OTHER PARTS OF THE FLOOR OR BUILDING. UPONCOMPLETION OF WORK, REMOVE BARRIERS AND REPAIR DAMAGED SURFACES TOMATCH ADJACENT. PROTECT HVAC SYSTEM FROM DUST & DEBRIS. CONTRACTOR TOPROVIDE FILTER MEDIA TO COVER THE MAIN RETURN AIR GRILLES. PROVIDE NEW AIRFILTERS AT MECHANICAL UNITS AT THE COMPLETION OF CONSTRUCTION.9. COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONSPERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION.ANNOYANCES AND DISTURBANCES TO OTHER OCCUPANTS, PERSONNEL ANDEMPLOYEES SHALL BE KEPT TO THE MINIMUM NECESSARY FOR THE PERFORMANCE OFTHE WORK.10. CONTRACTOR TO COORDINATE SHUTDOWN OF BUILDING SYSTEMS WITH THEBUILDING PRIOR TO IMPLEMENTATION.11. CONTRACTORS SHALL BE RESPONSIBLE FOR PATCHING AND/OR REPAIRING ANYDAMAGE CAUSED BY HIM OR HIS SUBCONTRACTORS TO ALL SURFACES AFFECTED BYDEMOLITION. REFINISH TO MATCH ADJACENT FINISH, OR AS NOTED HEREIN.12. IN ADDITION TO SPECIFIC DEMOLITION SCOPE IDENTIFIED, PERFORMMISCELLANEOUS DEMOLITION AS REQUIRED TO SUPPORT NEW CONSTRUCTION.COORDINATE EXTENT OF DEMOLITION WITH NEW WORK INDICATED ON THEFOLLOWING DRAWINGS.13. NO EXISTING SMOKE DETECTOR, PUBLIC ADDRESS SPEAKER, FIRE ALARM BOX ORSIMILAR DEVICE, INCLUDING THE ASSOCIATED WIRING SHALL BE DAMAGED DURINGDEMOLITION AND SUBSEQUENT CONSTRUCTION. RELOCATION OF SMOKEDETECTORS, PUBLIC ADDRESS SPEAKERS AND FIRE ALARM EQUIPMENT,NECESSITATED BY NEW CONSTRUCTION, SHALL BE ACCOMPLISHED AS A FIRSTPRIORITY, AND PER THE PLANS. NO ACTIVE SMOKE DETECTOR SHALL BEPERMANENTLY COVERED OR OTHERWISE REMOVED OR USED FOR OTHER THAN ITSINTENDED PURPOSE. REMOVE TEMPORARY COVERS DAILY.15. IF ANY QUESTIONS ARISE AS TO THE REMOVAL OF ANY MATERIAL, CLARIFY THE POINTIN QUESTION WITH DESIGNER BEFORE PROCEEDING.16. WHERE FLOOR FINISHES (CARPET, VCT, CERAMIC TILE, ETC.) AND/OR FLOOR BASEARE SCHEDULED TO BE REMOVED, PREPARE FLOOR TO RECEIVE NEW FLOOR FINISHES,TYPICAL THROUGHOUT. REMOVE ALL EXISTING MATERIALS WHICH WOULD CAUSERISES OR DEPRESSIONS IN NEW FLOORING SURFACE, SUCH AS FASTENERS, OUTLETCORES, COVER PLATES, RESILIENT FLOOR COVERINGS, CARPET, CARPET PAD, FLASHPATCH, CONCRETE FILL, PLYWOOD, ETC.17. WHERE INTERIOR PARTITIONS, COLUMN FURRING, FIXTURES, CABINETRY, DOORSAND DOOR FRAMES, AND/OR CEILING SYSTEM ARE SCHEDULED FOR REMOVAL, PATCHFLOOR AND WALLS AS REQUIRED. PREPARE SURFACES FOR NEW FINISHES UONTYPICAL THROUGHOUT ENTIRE SPACE.18. REMOVE ABANDONED PLUMBING LINES BACK TO THE RISERS, AND CAP.19. IN PARTITIONS TO BE REMOVED, REMOVE AND CAP ALL OUTLETS, SWITCHES,WIRES, THERMOSTATS, ETC., TO THEIR SOURCE. RELOCATE THERMOSTATS IN ASREQUIRED.20. REMOVE ALL ABANDONED ELECTRICAL CONDUIT, CABLING BACKBOARD ANDEQUIPMENT, TYPICAL THROUGHOUT ENTIRE SPACE. REMOVE ABANDONED WIRINGBACK TO ELECTRICAL PANELS. COORDINATE REUSE OF FREED CIRCUITS. PROVIDETEMPORARY LIGHT AND POWER DURING CONSTRUCTION. CONTRACTOR SHALLPROVIDE ELECTRICAL MAKE-SAFE DURING REMOVALS AND CONSTRUCTION.21. REMOVAL OF ANY EQUIPMENT, CABLING SWITCHES, AND CONDUIT PERTAINING TODATA/COMMUNICATIONS AND TELEPHONE SHALL BE VERIFIED WITH OWNER/TENANTAND DESIGNER. ONLY REUSED CABLING MAY REMAIN IN THE PLENUM. ALL OTHERCABLING MUST BE REMOVED.22. REUSE EXISTING DOORS, DOOR FRAMES AND DOOR HARDWARE IN NEWCONFIGURATION WHENEVER POSSIBLE.23. REMOVALS AND SURPLUS (NEW) CONSTRUCTION MATERIALS SHALL BE SORTED ANDDISCARDED PER THE STATE REQUIREMENTS FOR THE RECYCLING OF CONSTRUCTIONWASTE.1/8" = 1'-0"DEMOLITION PLAN - SECOND FLOOR3A0-11233452222222222222222232226777777777722288888888888888910112112118899121291213N/AKEY PLAN 1A0-1222 North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In TotalRaymond - N - In Out In Total 23 100 123 58 - 42 ↑ 218 17 235 19th - SW - InTotal 170 In 46 Out19th - E - In 216 Right←Thru↙Left- - - - - - Out In Total - 10 160 - ↖Left Thru 13 4 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In TotalRaymond - N - In Out In Total 24 47 71 8 - 39 ↑ 17 102 119 19th - SW - InTotal 17 In 125 Out19th - E - In 142 Right←Thru↙Left- - - - - - Out In Total - 8 9 - ↖Left Thru 16 86 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)168 513 - - 595 224 - - - 349 - 315 2,164 04: 3am (3am-4am)- - - - - 13 - - - 3 - - 16 05: 4am (4am-5am)- 2 - - 12 8 - - - - - 4 26 06: 5am (5am-6am)2 2 - - 17 19 - - - 12 - 26 78 07: 6am (6am-7am)- 4 - - 92 28 - - - 11 - 11 146 08: 7am (7am-8am)13 4 - - 160 10 - - - 42 - 58 287 09: 8am (8am-9am)13 8 - - 40 13 - - - 51 - 37 162 10: 9am (9am-10am)11 14 - - 38 9 - - - 25 - 38 135 11: 10am (10am-11am)8 14 - - 17 10 - - - 16 - 22 87 12: 11am (11am-12noon)8 11 - - 13 10 - - - 16 - 14 72 13: 12pm (12noon-1pm)20 38 - - 29 14 - - - 19 - 11 131 14: 1pm (1pm-2pm)28 31 - - 11 13 - - - 21 - 17 121 15: 2pm (2pm-3pm)28 28 - - 15 9 - - - 35 - 9 124 16: 3pm (3pm-4pm)14 51 - - 9 11 - - - 35 - 16 136 17: 4pm (4pm-5pm)16 86 - - 9 8 - - - 39 - 8 166 18: 5pm (5pm-6pm)6 25 - - 11 29 - - - 7 - 7 85 19: 6pm (6pm-7pm)3 39 - - 83 8 - - - 4 - 24 161 20: 7pm (7pm-8pm)3 77 - - 36 3 - - - 3 - 4 126 21: 8pm (8pm-9pm)- 65 - - - - - - - - - 4 69 22: 9pm (9pm-10pm)- 12 - - - - - - - 8 - 4 24 23: 10pm (10pm-11pm)- - - - 1 - - - - 4 - - 5 03: 2am (2am-3am)- - - - - 3 - - - - - - 3 24: 11pm (11pm-12am)- - - - - - - - - - - - - 01: 12am (12am-1am)- - - - - - - - - - - - - 02: 1am (1am-2am)- - - - - - - - - - - - - EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)25%75%0%0%73%27%---53%0%47% 04: 3am (3am-4am)---0%0%100%---100%0%0% 05: 4am (4am-5am)0%100%0%0%60%40%---0%0%100% 06: 5am (5am-6am)50%50%0%0%47%53%---32%0%68% 07: 6am (6am-7am)0%100%0%0%77%23%---50%0%50% 08: 7am (7am-8am)76%24%0%0%94%6%---42%0%58% 09: 8am (8am-9am)62%38%0%0%75%25%---58%0%42% 10: 9am (9am-10am)44%56%0%0%81%19%---40%0%60% 11: 10am (10am-11am)36%64%0%0%63%37%---42%0%58% 12: 11am (11am-12noon)42%58%0%0%57%43%---53%0%47% 13: 12pm (12noon-1pm)34%66%0%0%67%33%---63%0%37% 14: 1pm (1pm-2pm)47%53%0%0%46%54%---55%0%45% 15: 2pm (2pm-3pm)50%50%0%0%63%38%---80%0%20% 16: 3pm (3pm-4pm)22%78%0%0%45%55%---69%0%31% 17: 4pm (4pm-5pm)16%84%0%0%53%47%---83%0%17% 18: 5pm (5pm-6pm)19%81%0%0%28%73%---50%0%50% 19: 6pm (6pm-7pm)7%93%0%0%91%9%---14%0%86% 20: 7pm (7pm-8pm)4%96%0%0%92%8%---43%0%57% 21: 8pm (8pm-9pm)0%100%0%------0%0%100% 22: 9pm (9pm-10pm)0%100%0%------67%0%33% 23: 10pm (10pm-11pm)---0%100%0%---100%0%0% 03: 2am (2am-3am)---0%0%100%------ 24: 11pm (11pm-12am)------------ 01: 12am (12am-1am)------------ 02: 1am (1am-2am)------------ 19th - SW - In 19th - E - In Raymond - N - In TURNING MOVEMENT COUNTS 19th - SW - In 19th - E - In Raymond - N - In TURNING MOVEMENT PERCENTAGE North End Time 09: 8am (8am-9am) 1: Weekday (Tu-Th) Day Type: Start Time 09: 8am (8am-9am)Out In TotalLind - N - In Out In Total 488 648 1,136 219 412 17 ↑ 270 35 305 19th - W - InTotal 129 In 36 Out19th - E - In 165 Right←Thru↙Left23 404 11 Lind - S - In 456 438 894 Out In Total 6 63 28 38 ↖Left Thru 21 8 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In TotalLind - N - In Out In Total 796 594 1,390 12 528 54 ↑ 19 277 296 19th - W - InTotal 56 In 88 Out19th - E - In 144 Right←Thru↙Left- 597 29 Lind - S - In 650 626 1,276 Out In Total 109 36 7 13 ↖Left Thru 163 5 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)685 136 543 232 118 638 466 6,156 267 764 4,239 661 14,905 04: 3am (3am-4am)- - - 4 - 3 14 6 2 3 9 - 41 05: 4am (4am-5am)- - - - - - - - - - - - - 06: 5am (5am-6am)5 - 8 3 - 25 26 133 - - 64 12 276 07: 6am (6am-7am)2 4 9 18 14 32 68 302 5 12 108 47 621 08: 7am (7am-8am)15 - 6 43 6 76 116 375 9 15 278 98 1,037 09: 8am (8am-9am)21 8 6 38 28 63 23 404 11 17 412 219 1,250 10: 9am (9am-10am)13 8 13 9 6 52 26 398 7 19 266 81 898 11: 10am (10am-11am)20 9 14 12 6 33 9 271 3 24 207 31 639 12: 11am (11am-12noon)46 10 6 12 4 26 15 340 5 15 234 27 740 13: 12pm (12noon-1pm)45 6 39 8 19 18 9 399 4 33 308 47 935 14: 1pm (1pm-2pm)33 10 14 5 7 22 15 382 14 30 275 43 850 15: 2pm (2pm-3pm)43 5 35 5 6 22 12 459 14 34 323 8 966 16: 3pm (3pm-4pm)102 10 67 7 5 25 6 588 21 48 404 13 1,296 17: 4pm (4pm-5pm)163 5 109 13 7 36 - 597 29 54 528 12 1,553 18: 5pm (5pm-6pm)141 5 30 25 4 48 9 593 38 70 368 5 1,336 19: 6pm (6pm-7pm)24 10 35 17 - 63 69 271 26 72 178 4 769 20: 7pm (7pm-8pm)8 9 66 5 3 26 28 235 15 84 98 3 580 21: 8pm (8pm-9pm)4 5 59 - - 29 - 112 36 100 62 - 407 01: 12am (12am-1am)- - - - - 8 - 8 2 9 13 - 40 02: 1am (1am-2am)- - - - - 3 1 10 - 4 14 1 33 03: 2am (2am-3am)- - - - - - - 14 - 2 12 - 28 22: 9pm (9pm-10pm)- 14 4 8 - 13 - 146 13 58 35 - 291 23: 10pm (10pm-11pm)4 - - - - 4 - 43 15 33 20 1 120 24: 11pm (11pm-12am)10 7 - 3 - 2 - 19 - 26 21 - 88 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)50%10%40%23%12%65%7%89%4%13%75%12% 04: 3am (3am-4am)---57%0%43%64%27%9%25%75%0% 05: 4am (4am-5am)------------ 06: 5am (5am-6am)38%0%62%11%0%89%16%84%0%0%84%16% 07: 6am (6am-7am)13%27%60%28%22%50%18%81%1%7%65%28% 08: 7am (7am-8am)71%0%29%34%5%61%23%75%2%4%71%25% 09: 8am (8am-9am)60%23%17%29%22%49%5%92%3%3%64%34% 10: 9am (9am-10am)38%24%38%13%9%78%6%92%2%5%73%22% 11: 10am (10am-11am)47%21%33%24%12%65%3%96%1%9%79%12% 12: 11am (11am-12noon)74%16%10%29%10%62%4%94%1%5%85%10% 13: 12pm (12noon-1pm)50%7%43%18%42%40%2%97%1%9%79%12% 14: 1pm (1pm-2pm)58%18%25%15%21%65%4%93%3%9%79%12% 15: 2pm (2pm-3pm)52%6%42%15%18%67%2%95%3%9%88%2% 16: 3pm (3pm-4pm)57%6%37%19%14%68%1%96%3%10%87%3% 17: 4pm (4pm-5pm)59%2%39%23%13%64%0%95%5%9%89%2% 18: 5pm (5pm-6pm)80%3%17%32%5%62%1%93%6%16%83%1% 19: 6pm (6pm-7pm)35%14%51%21%0%79%19%74%7%28%70%2% 20: 7pm (7pm-8pm)10%11%80%15%9%76%10%85%5%45%53%2% 21: 8pm (8pm-9pm)6%7%87%0%0%100%0%76%24%62%38%0% 01: 12am (12am-1am)---0%0%100%0%80%20%41%59%0% 02: 1am (1am-2am)---0%0%100%9%91%0%21%74%5% 03: 2am (2am-3am)------0%100%0%14%86%0% 22: 9pm (9pm-10pm)0%78%22%38%0%62%0%92%8%62%38%0% 23: 10pm (10pm-11pm)100%0%0%0%0%100%0%74%26%61%37%2% 24: 11pm (11pm-12am)59%41%0%60%0%40%0%100%0%55%45%0% 19th - W - In 19th - E - In Lind - S - In Lind - N - In TURNING MOVEMENT COUNTS 19th - W - In 19th - E - In Lind - S - In Lind - N - In TURNING MOVEMENT PERCENTAGE North End Time 09: 8am (8am-9am) 1: Weekday (Tu-Th) Day Type: Start Time 09: 8am (8am-9am)Out In Total Lind - N - In Out In Total 738 895 1,633 132 669 94 ↑ 331 448 779 16th - W - InTotal 408 In 248 Out16th - E - In 656 Right←Thru↙Left43 402 5 Lind - S - In 884 450 1,334 Out In Total 213 250 156 2 ↖Left Thru 86 149 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total Lind - N - In Out In Total 1,346 697 2,043 158 377 162 ↑ 424 772 1,196 16th - W - InTotal 384 In 412 Out16th - E - In 796 Right←Thru↙Left101 771 4 Lind - S - In 547 876 1,423 Out In Total 164 213 165 6 ↖Left Thru 362 246 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)2,519 2,973 1,614 66 2,624 3,260 953 6,735 51 1,658 4,724 1,792 28,969 01: 12am (12am-1am)9 44 6 - 17 13 1 12 - 15 14 6 137 02: 1am (1am-2am)8 19 8 - 15 16 2 10 - 6 11 7 102 03: 2am (2am-3am)1 9 2 - 13 17 2 12 - 3 11 1 71 04: 3am (3am-4am)2 21 4 - 35 16 2 9 - 6 10 6 111 05: 4am (4am-5am)12 31 5 - 77 32 8 53 - 8 20 14 260 06: 5am (5am-6am)30 79 19 - 148 134 37 126 - 37 62 62 734 07: 6am (6am-7am)65 120 48 4 165 203 51 264 5 55 157 95 1,232 08: 7am (7am-8am)97 139 107 4 157 321 56 384 2 104 386 110 1,867 09: 8am (8am-9am)86 149 213 2 156 250 43 402 5 94 669 132 2,201 10: 9am (9am-10am)82 114 130 7 149 253 52 328 5 78 396 99 1,693 11: 10am (10am-11am)135 146 72 4 154 184 42 283 4 86 242 103 1,455 12: 11am (11am-12noon)193 164 72 4 146 167 48 383 6 83 228 109 1,603 13: 12pm (12noon-1pm)190 170 96 6 158 181 59 421 6 94 304 118 1,803 14: 1pm (1pm-2pm)196 212 82 6 160 174 55 364 4 97 327 170 1,847 15: 2pm (2pm-3pm)200 188 92 6 136 207 72 455 2 113 283 119 1,873 16: 3pm (3pm-4pm)202 201 130 6 155 181 83 633 - 160 335 116 2,202 17: 4pm (4pm-5pm)362 246 164 6 165 213 101 771 4 162 377 158 2,729 18: 5pm (5pm-6pm)293 213 119 4 180 202 89 826 2 113 317 97 2,455 19: 6pm (6pm-7pm)171 189 65 2 136 191 52 391 4 86 193 91 1,571 20: 7pm (7pm-8pm)68 151 56 - 95 150 32 259 - 83 133 65 1,092 21: 8pm (8pm-9pm)52 146 48 2 77 68 29 131 2 62 113 62 792 22: 9pm (9pm-10pm)25 95 35 - 60 54 21 139 - 50 60 25 564 23: 10pm (10pm-11pm)24 72 22 - 44 31 10 48 - 43 38 23 355 24: 11pm (11pm-12am)13 51 15 - 24 26 4 28 - 26 28 8 223 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)35% 42% 23% 1% 44% 55% 12% 87% 1% 20% 58% 22% 01: 12am (12am-1am)15% 75% 10% 0% 57% 43% 8% 92% 0% 43% 40% 17% 02: 1am (1am-2am)23% 54% 23% 0% 48% 52% 17% 83% 0% 25% 46% 29% 03: 2am (2am-3am)8% 75% 17% 0% 43% 57% 14% 86% 0% 20% 73% 7% 04: 3am (3am-4am)7% 78% 15% 0% 69% 31% 18% 82% 0% 27% 45% 27% 05: 4am (4am-5am)25% 65% 10% 0% 71% 29% 13% 87% 0% 19% 48% 33% 06: 5am (5am-6am)23% 62% 15% 0% 52% 48% 23% 77% 0% 23% 39% 39% 07: 6am (6am-7am)28% 52% 21% 1% 44% 55% 16% 83% 2% 18% 51% 31% 08: 7am (7am-8am)28% 41% 31% 1% 33% 67% 13% 87% 0% 17% 64% 18% 09: 8am (8am-9am)19% 33% 48% 0% 38% 61% 10% 89% 1% 11% 75% 15% 10: 9am (9am-10am)25% 35% 40% 2% 36% 62% 14% 85% 1% 14% 69% 17% 11: 10am (10am-11am)38% 41% 20% 1% 45% 54% 13% 86% 1% 20% 56% 24% 12: 11am (11am-12noon)45% 38% 17% 1% 46% 53% 11% 88% 1% 20% 54% 26% 13: 12pm (12noon-1pm)42% 37% 21% 2% 46% 52% 12% 87% 1% 18% 59% 23% 14: 1pm (1pm-2pm)40% 43% 17% 2% 47% 51% 13% 86% 1% 16% 55% 29% 15: 2pm (2pm-3pm)42% 39% 19% 2% 39% 59% 14% 86% 0% 22% 55% 23% 16: 3pm (3pm-4pm)38% 38% 24% 2% 45% 53% 12% 88% 0% 26% 55% 19% 17: 4pm (4pm-5pm)47% 32% 21% 2% 43% 55% 12% 88% 0% 23% 54% 23% 18: 5pm (5pm-6pm)47% 34% 19% 1% 47% 52% 10% 90% 0% 21% 60% 18% 19: 6pm (6pm-7pm)40% 44% 15% 1% 41% 58% 12% 87% 1% 23% 52% 25% 20: 7pm (7pm-8pm)25% 55% 20% 0% 39% 61% 11% 89% 0% 30% 47% 23% 21: 8pm (8pm-9pm)21% 59% 20% 1% 52% 46% 18% 81% 1% 26% 48% 26% 22: 9pm (9pm-10pm)16% 61% 23% 0% 53% 47% 13% 87% 0% 37% 44% 19% 23: 10pm (10pm-11pm)20% 61% 19% 0% 59% 41% 17% 83% 0% 41% 37% 22% 24: 11pm (11pm-12am)16% 65% 19% 0% 48% 52% 13% 88% 0% 42% 45% 13% 16th - W - In 16th - E - In Lind - S - In Lind - N - In TURNING MOVEMENT COUNTS 16th - W - In 16th - E - In Lind - S - In Lind - N - In TURNING MOVEMENT PERCENTAGE North End Time 09: 8am (8am-9am) 1: Weekday (M-Th) Day Type: Start Time 09: 8am (8am-9am)Out In Total Raymond - N - In Out In Total 29 17 46 8 - 9 ↑ 332 520 852 16th - W - InTotal 338 In 407 Out16th - E - In 745 Right←Thru↙Left24 - 10 Raymond - S - In 141 34 175 Out In Total 112 9 300 29 ↖Left Thru 20 388 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (M-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total Raymond - N - In Out In Total 41 18 59 6 2 10 ↑ 468 784 1,252 16th - W - InTotal 429 In 770 Out16th - E - In 1,199 Right←Thru↙Left53 2 13 Raymond - S - In 20 68 88 Out In Total 13 15 409 5 ↖Left Thru 24 747 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (M-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)241 6,592 588 116 5,100 166 409 17 166 159 12 58 13,624 01: 12am (12am-1am)1 62 - - 26 1 - - - - - - 90 02: 1am (1am-2am)- 32 - - 24 - - - - - - - 56 03: 2am (2am-3am)2 15 - - 15 - - - - - - - 32 04: 3am (3am-4am)- 31 - - 39 2 - - - - - - 72 05: 4am (4am-5am)3 49 3 - 97 5 2 - 2 - - - 161 06: 5am (5am-6am)7 129 26 - 246 6 3 - - 6 - 1 424 07: 6am (6am-7am)6 213 24 6 297 12 5 - 8 9 - 3 583 08: 7am (7am-8am)9 300 115 13 305 14 18 - 14 6 4 4 802 09: 8am (8am-9am)20 388 112 29 300 9 24 - 10 9 - 8 909 10: 9am (9am-10am)6 289 75 11 276 10 24 - 21 11 - 7 730 11: 10am (10am-11am)11 309 41 4 291 7 14 - 14 8 2 1 702 12: 11am (11am-12noon)13 385 29 6 302 9 27 2 13 10 - 6 802 13: 12pm (12noon-1pm)15 426 25 7 312 12 34 - 10 15 - 2 858 14: 1pm (1pm-2pm)16 474 29 11 362 7 33 2 14 7 - 5 960 15: 2pm (2pm-3pm)31 436 25 8 309 16 35 2 16 17 - 5 900 16: 3pm (3pm-4pm)15 500 24 6 310 9 38 4 9 16 - 2 933 17: 4pm (4pm-5pm)24 747 13 5 409 15 53 2 13 10 2 6 1,299 18: 5pm (5pm-6pm)18 581 7 8 371 8 63 4 9 15 - - 1,084 19: 6pm (6pm-7pm)20 391 15 5 279 4 14 - 7 5 2 2 744 20: 7pm (7pm-8pm)13 272 3 2 172 8 5 - 5 6 2 1 489 21: 8pm (8pm-9pm)5 227 4 - 161 8 5 - - 6 - - 416 22: 9pm (9pm-10pm)2 151 4 2 107 - 1 2 - 4 - - 273 23: 10pm (10pm-11pm)3 109 3 - 71 2 3 - 1 2 - - 194 24: 11pm (11pm-12am)2 77 - 2 34 - - - 1 - - - 116 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)3% 89% 8% 2% 95% 3% 69% 3% 28% 69% 5% 25% 01: 12am (12am-1am)2% 98% 0% 0% 96% 4% - - - - - - 02: 1am (1am-2am)0% 100% 0% 0% 100% 0% - - - - - - 03: 2am (2am-3am)12% 88% 0% 0% 100% 0% - - - - - - 04: 3am (3am-4am)0% 100% 0% 0% 95% 5% - - - - - - 05: 4am (4am-5am)5% 89% 5% 0% 95% 5% 50% 0% 50% - - - 06: 5am (5am-6am)4% 80% 16% 0% 98% 2% 100% 0% 0% 86% 0% 14% 07: 6am (6am-7am)2% 88% 10% 2% 94% 4% 38% 0% 62% 75% 0% 25% 08: 7am (7am-8am)2% 71% 27% 4% 92% 4% 56% 0% 44% 43% 29% 29% 09: 8am (8am-9am)4% 75% 22% 9% 89% 3% 71% 0% 29% 53% 0% 47% 10: 9am (9am-10am)2% 78% 20% 4% 93% 3% 53% 0% 47% 61% 0% 39% 11: 10am (10am-11am)3% 86% 11% 1% 96% 2% 50% 0% 50% 73% 18% 9% 12: 11am (11am-12noon)3% 90% 7% 2% 95% 3% 64% 5% 31% 63% 0% 38% 13: 12pm (12noon-1pm)3% 91% 5% 2% 94% 4% 77% 0% 23% 88% 0% 12% 14: 1pm (1pm-2pm)3% 91% 6% 3% 95% 2% 67% 4% 29% 58% 0% 42% 15: 2pm (2pm-3pm)6% 89% 5% 2% 93% 5% 66% 4% 30% 77% 0% 23% 16: 3pm (3pm-4pm)3% 93% 4% 2% 95% 3% 75% 8% 18% 89% 0% 11% 17: 4pm (4pm-5pm)3% 95% 2% 1% 95% 3% 78% 3% 19% 56% 11% 33% 18: 5pm (5pm-6pm)3% 96% 1% 2% 96% 2% 83% 5% 12% 100% 0% 0% 19: 6pm (6pm-7pm)5% 92% 4% 2% 97% 1% 67% 0% 33% 56% 22% 22% 20: 7pm (7pm-8pm)5% 94% 1% 1% 95% 4% 50% 0% 50% 67% 22% 11% 21: 8pm (8pm-9pm)2% 96% 2% 0% 95% 5% 100% 0% 0% 100% 0% 0% 22: 9pm (9pm-10pm)1% 96% 3% 2% 98% 0% 33% 67% 0% 100% 0% 0% 23: 10pm (10pm-11pm)3% 95% 3% 0% 97% 3% 75% 0% 25% 100% 0% 0% 24: 11pm (11pm-12am)3% 97% 0% 6% 94% 0% 0% 0% 100% - - - 16th - W - In 16th - E - In Raymond - S - In Raymond - N - In TURNING MOVEMENT COUNTS 16th - W - In 16th - E - In Raymond - S - In Raymond - N - In TURNING MOVEMENT PERCENTAGE North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In Total Oakesdale - N - In Out In Total 996 460 1,456 61 368 31 ↑ 1,347 1,448 2,795 Grady - W - InTotal 1,099 In 763 OutGrady - E - In 1,862 Right←Thru↙Left402 426 91 Oakesdale - S - In 820 919 1,739 Out In Total 315 78 884 137 ↖Left Thru 492 641 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total Oakesdale - N - In Out In Total 537 1,237 1,774 511 622 104 ↑ 2,187 2,156 4,343 Grady - W - InTotal 1,327 In 1,792 OutGrady - E - In 3,119 Right←Thru↙Left530 295 194 Oakesdale - S - In 1,223 1,019 2,242 Out In Total 483 63 1,146 118 ↖Left Thru 179 1,494 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)3,447 15,915 5,391 1,336 14,134 967 5,807 3,752 1,646 1,086 5,005 3,015 61,501 01: 12am (12am-1am)16 86 44 3 83 6 21 18 1 14 19 17 328 02: 1am (1am-2am)6 58 26 1 47 1 14 14 - 13 13 12 205 03: 2am (2am-3am)9 38 14 3 47 6 23 27 - 7 19 7 200 04: 3am (3am-4am)10 58 18 4 72 16 35 34 1 16 19 13 296 05: 4am (4am-5am)27 160 51 11 148 48 63 46 8 7 20 14 603 06: 5am (5am-6am)216 270 188 27 386 46 137 191 19 10 70 8 1,568 07: 6am (6am-7am)267 391 264 54 518 57 298 298 59 19 216 48 2,489 08: 7am (7am-8am)492 641 315 137 884 78 402 426 91 31 368 61 3,926 09: 8am (8am-9am)361 730 384 134 794 79 350 311 133 49 393 111 3,829 10: 9am (9am-10am)189 707 318 126 754 66 243 208 112 44 231 82 3,080 11: 10am (10am-11am)126 693 256 86 761 52 292 144 88 53 213 119 2,883 12: 11am (11am-12noon)160 860 270 83 814 52 356 154 92 63 246 176 3,326 13: 12pm (12noon-1pm)174 913 311 101 865 57 332 167 113 67 226 157 3,483 14: 1pm (1pm-2pm)170 1,096 365 88 887 55 367 187 105 88 299 163 3,870 15: 2pm (2pm-3pm)173 1,103 344 75 913 41 447 179 124 80 314 219 4,012 16: 3pm (3pm-4pm)198 1,287 368 116 1,079 38 451 269 169 106 532 373 4,986 17: 4pm (4pm-5pm)179 1,494 483 118 1,146 63 530 295 194 104 622 511 5,739 18: 5pm (5pm-6pm)171 1,494 403 89 1,146 45 471 295 160 67 456 444 5,241 19: 6pm (6pm-7pm)134 1,223 320 35 875 49 323 169 71 68 296 249 3,812 20: 7pm (7pm-8pm)119 866 200 28 733 36 214 97 48 70 157 103 2,671 21: 8pm (8pm-9pm)86 741 194 12 479 29 176 79 22 42 97 46 2,003 22: 9pm (9pm-10pm)65 501 129 9 317 25 115 73 27 31 68 45 1,405 23: 10pm (10pm-11pm)39 306 79 5 253 15 86 49 8 28 49 32 949 24: 11pm (11pm-12am)25 212 57 7 127 12 58 21 7 15 29 28 598 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)14% 64% 22% 8% 86% 6% 52% 33% 15% 12% 55% 33% 01: 12am (12am-1am)11% 59% 30% 3% 90% 7% 53% 45% 3% 28% 38% 34% 02: 1am (1am-2am)7% 64% 29% 2% 96% 2% 50% 50% 0% 34% 34% 32% 03: 2am (2am-3am)15% 62% 23% 5% 84% 11% 46% 54% 0% 21% 58% 21% 04: 3am (3am-4am)12% 67% 21% 4% 78% 17% 50% 49% 1% 33% 40% 27% 05: 4am (4am-5am)11% 67% 21% 5% 71% 23% 54% 39% 7% 17% 49% 34% 06: 5am (5am-6am)32% 40% 28% 6% 84% 10% 39% 55% 5% 11% 80% 9% 07: 6am (6am-7am)29% 42% 29% 9% 82% 9% 45% 45% 9% 7% 76% 17% 08: 7am (7am-8am)34% 44% 22% 12% 80% 7% 44% 46% 10% 7% 80% 13% 09: 8am (8am-9am)24% 49% 26% 13% 79% 8% 44% 39% 17% 9% 71% 20% 10: 9am (9am-10am)16% 58% 26% 13% 80% 7% 43% 37% 20% 12% 65% 23% 11: 10am (10am-11am)12% 64% 24% 10% 85% 6% 56% 27% 17% 14% 55% 31% 12: 11am (11am-12noon)12% 67% 21% 9% 86% 5% 59% 26% 15% 13% 51% 36% 13: 12pm (12noon-1pm)12% 65% 22% 10% 85% 6% 54% 27% 18% 15% 50% 35% 14: 1pm (1pm-2pm)10% 67% 22% 9% 86% 5% 56% 28% 16% 16% 54% 30% 15: 2pm (2pm-3pm)11% 68% 21% 7% 89% 4% 60% 24% 17% 13% 51% 36% 16: 3pm (3pm-4pm)11% 69% 20% 9% 88% 3% 51% 30% 19% 10% 53% 37% 17: 4pm (4pm-5pm)8% 69% 22% 9% 86% 5% 52% 29% 19% 8% 50% 41% 18: 5pm (5pm-6pm)8% 72% 19% 7% 90% 4% 51% 32% 17% 7% 47% 46% 19: 6pm (6pm-7pm)8% 73% 19% 4% 91% 5% 57% 30% 13% 11% 48% 41% 20: 7pm (7pm-8pm)10% 73% 17% 4% 92% 5% 60% 27% 13% 21% 48% 31% 21: 8pm (8pm-9pm)8% 73% 19% 2% 92% 6% 64% 29% 8% 23% 52% 25% 22: 9pm (9pm-10pm)9% 72% 19% 3% 90% 7% 53% 34% 13% 22% 47% 31% 23: 10pm (10pm-11pm)9% 72% 19% 2% 93% 5% 60% 34% 6% 26% 45% 29% 24: 11pm (11pm-12am)9% 72% 19% 5% 87% 8% 67% 24% 8% 21% 40% 39% Grady - W - In Grady - E - In Oakesdale - S - In Oakesdale - N - In TURNING MOVEMENT COUNTS Grady - W - In Grady - E - In Oakesdale - S - In Oakesdale - N - In TURNING MOVEMENT PERCENTAGE North End Time 09: 8am (8am-9am) 1: Weekday (Tu-Th) Day Type: Start Time 09: 8am (8am-9am)Out In Total Powell - N - In Out In Total 222 51 273 30 6 15 ↑ 984 881 1,865 Grady - W - InTotal 1,118 In 784 OutGrady - E - In 1,902 Right←Thru↙Left11 8 26 Powell - S - In 105 45 150 Out In Total 40 116 943 59 ↖Left Thru 98 743 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total Powell - N - In Out In Total 96 227 323 133 10 84 ↑ 1,304 1,713 3,017 Grady - W - InTotal 1,211 In 1,775 OutGrady - E - In 2,986 Right←Thru↙Left25 8 66 Powell - S - In 75 99 174 Out In Total 17 17 1,146 48 ↖Left Thru 71 1,625 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)1,257 16,623 274 640 14,707 683 239 97 648 465 96 1,123 36,852 01: 12am (12am-1am)3 100 - 4 75 1 - - 1 2 - 10 196 02: 1am (1am-2am)- 62 - 3 40 - - - 4 5 - 9 123 03: 2am (2am-3am)- 41 - - 46 2 2 - - - - 7 98 04: 3am (3am-4am)5 62 - 3 82 2 - - 3 - - 15 172 05: 4am (4am-5am)82 84 - 6 184 34 2 - 6 - - 4 402 06: 5am (5am-6am)84 212 - 18 422 81 - 4 15 4 - 6 846 07: 6am (6am-7am)48 416 4 25 584 90 8 7 10 3 - 21 1,216 08: 7am (7am-8am)109 629 10 37 1,024 124 6 4 21 13 3 33 2,013 09: 8am (8am-9am)98 743 40 59 943 116 11 8 26 15 6 30 2,095 10: 9am (9am-10am)82 756 18 39 894 37 6 6 27 13 - 39 1,917 11: 10am (10am-11am)67 752 14 38 817 40 13 11 28 22 9 63 1,874 12: 11am (11am-12noon)56 902 15 42 816 30 19 9 41 31 6 73 2,040 13: 12pm (12noon-1pm)76 988 13 39 908 48 23 10 44 39 17 70 2,275 14: 1pm (1pm-2pm)101 1,133 15 66 877 29 24 9 60 27 3 106 2,450 15: 2pm (2pm-3pm)73 1,167 21 40 903 30 17 3 62 57 13 107 2,493 16: 3pm (3pm-4pm)80 1,435 26 48 1,081 23 21 3 50 41 9 111 2,928 17: 4pm (4pm-5pm)71 1,625 17 48 1,146 17 25 8 66 84 10 133 3,250 18: 5pm (5pm-6pm)55 1,556 30 36 1,087 13 21 - 78 66 6 153 3,101 19: 6pm (6pm-7pm)41 1,266 16 38 866 7 21 3 25 29 4 52 2,368 20: 7pm (7pm-8pm)28 935 - 23 706 3 19 2 17 9 - 38 1,780 21: 8pm (8pm-9pm)18 748 22 7 491 1 - - 30 1 2 19 1,339 22: 9pm (9pm-10pm)4 527 8 10 310 1 13 - 8 - 2 6 889 23: 10pm (10pm-11pm)10 315 9 2 244 - - - 15 - 1 9 605 24: 11pm (11pm-12am)3 214 6 1 135 2 - - 10 1 - 8 380 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)7% 92% 2% 4% 92% 4% 24% 10% 66% 28% 6% 67% 01: 12am (12am-1am)3% 97% 0% 5% 94% 1% 0% 0% 100% 17% 0% 83% 02: 1am (1am-2am)0% 100% 0% 7% 93% 0% 0% 0% 100% 36% 0% 64% 03: 2am (2am-3am)0% 100% 0% 0% 96% 4% 100% 0% 0% 0% 0% 100% 04: 3am (3am-4am)7% 93% 0% 3% 94% 2% 0% 0% 100% 0% 0% 100% 05: 4am (4am-5am)49% 51% 0% 3% 82% 15% 25% 0% 75% 0% 0% 100% 06: 5am (5am-6am)28% 72% 0% 3% 81% 16% 0% 21% 79% 40% 0% 60% 07: 6am (6am-7am)10% 89% 1% 4% 84% 13% 32% 28% 40% 13% 0% 88% 08: 7am (7am-8am)15% 84% 1% 3% 86% 10% 19% 13% 68% 27% 6% 67% 09: 8am (8am-9am)11% 84% 5% 5% 84% 10% 24% 18% 58% 29% 12% 59% 10: 9am (9am-10am)10% 88% 2% 4% 92% 4% 15% 15% 69% 25% 0% 75% 11: 10am (10am-11am)8% 90% 2% 4% 91% 4% 25% 21% 54% 23% 10% 67% 12: 11am (11am-12noon)6% 93% 2% 5% 92% 3% 28% 13% 59% 28% 5% 66% 13: 12pm (12noon-1pm)7% 92% 1% 4% 91% 5% 30% 13% 57% 31% 13% 56% 14: 1pm (1pm-2pm)8% 91% 1% 7% 90% 3% 26% 10% 65% 20% 2% 78% 15: 2pm (2pm-3pm)6% 93% 2% 4% 93% 3% 21% 4% 76% 32% 7% 60% 16: 3pm (3pm-4pm)5% 93% 2% 4% 94% 2% 28% 4% 68% 25% 6% 69% 17: 4pm (4pm-5pm)4% 95% 1% 4% 95% 1% 25% 8% 67% 37% 4% 59% 18: 5pm (5pm-6pm)3% 95% 2% 3% 96% 1% 21% 0% 79% 29% 3% 68% 19: 6pm (6pm-7pm)3% 96% 1% 4% 95% 1% 43% 6% 51% 34% 5% 61% 20: 7pm (7pm-8pm)3% 97% 0% 3% 96% 0% 50% 5% 45% 19% 0% 81% 21: 8pm (8pm-9pm)2% 95% 3% 1% 98% 0% 0% 0% 100% 5% 9% 86% 22: 9pm (9pm-10pm)1% 98% 1% 3% 97% 0% 62% 0% 38% 0% 25% 75% 23: 10pm (10pm-11pm)3% 94% 3% 1% 99% 0% 0% 0% 100% 0% 10% 90% 24: 11pm (11pm-12am)1% 96% 3% 1% 98% 1% 0% 0% 100% 11% 0% 89% Grady - W - In Grady - E - In Powell - S - In Powell - N - In TURNING MOVEMENT COUNTS Grady - W - In Grady - E - In Powell - S - In Powell - N - In TURNING MOVEMENT PERCENTAGE North End Time 09: 8am (8am-9am) 1: Weekday (Tu-Th) Day Type: Start Time 09: 8am (8am-9am)Out In Total Lind - N - In Out In Total 278 144 422 34 93 17 ↑ 1,127 781 1,908 Grady - W - InTotal 1,743 In 1,114 OutGrady - E - In 2,857 Right←Thru↙Left88 144 452 Lind - S - In 833 684 1,517 Out In Total 60 58 1,005 680 ↖Left Thru 76 645 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total Lind - N - In Out In Total 527 365 892 95 185 85 ↑ 1,180 1,789 2,969 Grady - W - InTotal 1,496 In 2,495 OutGrady - E - In 3,991 Right←Thru↙Left75 271 882 Lind - S - In 676 1,228 1,904 Out In Total 75 70 1,010 416 ↖Left Thru 186 1,528 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)1,805 15,454 922 5,658 13,999 1,020 989 2,360 8,629 890 1,501 849 54,076 01: 12am (12am-1am)3 97 10 25 73 - 5 4 25 1 2 1 246 02: 1am (1am-2am)2 71 5 21 36 1 2 12 20 2 - - 172 03: 2am (2am-3am)- 44 5 13 48 4 2 5 21 - 4 2 148 04: 3am (3am-4am)1 64 6 22 80 1 4 4 21 - - 1 204 05: 4am (4am-5am)- 87 4 38 204 16 12 9 59 5 - - 434 06: 5am (5am-6am)11 197 20 142 472 40 44 36 168 - 3 1 1,134 07: 6am (6am-7am)32 368 24 238 641 52 61 134 285 18 37 9 1,899 08: 7am (7am-8am)49 577 45 439 1,067 47 82 161 479 14 88 29 3,077 09: 8am (8am-9am)76 645 60 680 1,005 58 88 144 452 17 93 34 3,352 10: 9am (9am-10am)72 664 63 429 843 48 71 104 431 24 70 46 2,865 11: 10am (10am-11am)83 696 49 330 779 62 53 114 412 40 74 53 2,745 12: 11am (11am-12noon)109 813 56 288 775 72 55 125 517 47 92 54 3,003 13: 12pm (12noon-1pm)143 891 46 345 859 78 58 182 538 55 114 60 3,369 14: 1pm (1pm-2pm)138 1,027 73 364 841 89 63 128 540 72 117 62 3,514 15: 2pm (2pm-3pm)150 1,123 56 344 820 76 71 134 636 101 109 74 3,694 16: 3pm (3pm-4pm)155 1,320 79 376 978 78 58 181 736 120 155 102 4,338 17: 4pm (4pm-5pm)186 1,528 75 416 1,010 70 75 271 882 85 185 95 4,878 18: 5pm (5pm-6pm)224 1,474 80 298 954 64 71 326 923 97 155 72 4,738 19: 6pm (6pm-7pm)125 1,225 47 253 790 61 37 119 581 66 84 63 3,451 20: 7pm (7pm-8pm)102 859 35 189 649 46 35 73 370 47 55 43 2,503 21: 8pm (8pm-9pm)68 698 30 176 435 20 19 45 186 40 38 21 1,776 22: 9pm (9pm-10pm)44 484 31 96 286 16 17 26 188 10 16 13 1,227 23: 10pm (10pm-11pm)22 302 21 83 225 4 14 16 85 28 6 6 812 24: 11pm (11pm-12am)16 207 9 50 126 4 6 10 55 4 5 1 493 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)10% 85% 5% 27% 68% 5% 8% 20% 72% 27% 46% 26% 01: 12am (12am-1am)3% 88% 9% 26% 74% 0% 15% 12% 74% 25% 50% 25% 02: 1am (1am-2am)3% 91% 6% 36% 62% 2% 6% 35% 59% 100% 0% 0% 03: 2am (2am-3am)0% 90% 10% 20% 74% 6% 7% 18% 75% 0% 67% 33% 04: 3am (3am-4am)1% 90% 8% 21% 78% 1% 14% 14% 72% 0% 0% 100% 05: 4am (4am-5am)0% 96% 4% 15% 79% 6% 15% 11% 74% 100% 0% 0% 06: 5am (5am-6am)5% 86% 9% 22% 72% 6% 18% 15% 68% 0% 75% 25% 07: 6am (6am-7am)8% 87% 6% 26% 69% 6% 13% 28% 59% 28% 58% 14% 08: 7am (7am-8am)7% 86% 7% 28% 69% 3% 11% 22% 66% 11% 67% 22% 09: 8am (8am-9am)10% 83% 8% 39% 58% 3% 13% 21% 66% 12% 65% 24% 10: 9am (9am-10am)9% 83% 8% 33% 64% 4% 12% 17% 71% 17% 50% 33% 11: 10am (10am-11am)10% 84% 6% 28% 67% 5% 9% 20% 71% 24% 44% 32% 12: 11am (11am-12noon)11% 83% 6% 25% 68% 6% 8% 18% 74% 24% 48% 28% 13: 12pm (12noon-1pm)13% 83% 4% 27% 67% 6% 7% 23% 69% 24% 50% 26% 14: 1pm (1pm-2pm)11% 83% 6% 28% 65% 7% 9% 18% 74% 29% 47% 25% 15: 2pm (2pm-3pm)11% 84% 4% 28% 66% 6% 8% 16% 76% 36% 38% 26% 16: 3pm (3pm-4pm)10% 85% 5% 26% 68% 5% 6% 19% 75% 32% 41% 27% 17: 4pm (4pm-5pm)10% 85% 4% 28% 68% 5% 6% 22% 72% 23% 51% 26% 18: 5pm (5pm-6pm)13% 83% 4% 23% 72% 5% 5% 25% 70% 30% 48% 22% 19: 6pm (6pm-7pm)9% 88% 3% 23% 72% 6% 5% 16% 79% 31% 39% 30% 20: 7pm (7pm-8pm)10% 86% 4% 21% 73% 5% 7% 15% 77% 32% 38% 30% 21: 8pm (8pm-9pm)9% 88% 4% 28% 69% 3% 8% 18% 74% 40% 38% 21% 22: 9pm (9pm-10pm)8% 87% 6% 24% 72% 4% 7% 11% 81% 26% 41% 33% 23: 10pm (10pm-11pm)6% 88% 6% 27% 72% 1% 12% 14% 74% 70% 15% 15% 24: 11pm (11pm-12am)7% 89% 4% 28% 70% 2% 8% 14% 77% 40% 50% 10% Grady - W - In Grady - E - In Lind - S - In Lind - N - In TURNING MOVEMENT COUNTS Grady - W - In Grady - E - In Lind - S - In Lind - N - In TURNING MOVEMENT PERCENTAGE North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In Total N Longacres - In Out In Total 562 30 592 19 - 11 ↑ 1,027 1,670 2,697 W Grady Way - InTotal 1,038 In 1,149 OutE Grady Way - In 2,187 Right←Thru↙Left- - - - - - Out In Total - 30 1,008 - ↖Left Thru 532 1,138 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total N Longacres - In Out In Total 83 600 683 570 - 30 ↑ 2,244 1,888 4,132 W Grady Way - InTotal 1,699 In 1,860 OutE Grady Way - In 3,559 Right←Thru↙Left- - - - - - Out In Total - 25 1,674 - ↖Left Thru 58 1,830 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)2,204 21,112 - - 18,530 453 - - - 281 - 2,169 44,749 01: 12am (12am-1am)3 135 - - 101 2 - - - 2 - 2 245 02: 1am (1am-2am)2 82 - - 66 3 - - - 2 - 2 157 03: 2am (2am-3am)6 61 - - 59 2 - - - 1 - 4 133 04: 3am (3am-4am)5 75 - - 77 7 - - - - - 3 167 05: 4am (4am-5am)19 206 - - 166 9 - - - 2 - 2 404 06: 5am (5am-6am)338 516 - - 397 45 - - - 3 - 3 1,302 07: 6am (6am-7am)423 732 - - 704 23 - - - 7 - 15 1,904 08: 7am (7am-8am)532 1,138 - - 1,008 30 - - - 11 - 19 2,738 09: 8am (8am-9am)325 1,180 - - 973 42 - - - 11 - 43 2,574 10: 9am (9am-10am)41 972 - - 870 30 - - - 13 - 44 1,970 11: 10am (10am-11am)29 966 - - 961 24 - - - 13 - 36 2,029 12: 11am (11am-12noon)81 1,100 - - 1,068 26 - - - 16 - 48 2,339 13: 12pm (12noon-1pm)43 1,253 - - 1,167 29 - - - 16 - 41 2,549 14: 1pm (1pm-2pm)37 1,399 - - 1,180 28 - - - 19 - 32 2,695 15: 2pm (2pm-3pm)36 1,397 - - 1,364 19 - - - 23 - 192 3,031 16: 3pm (3pm-4pm)41 1,637 - - 1,538 20 - - - 21 - 351 3,608 17: 4pm (4pm-5pm)58 1,830 - - 1,674 25 - - - 30 - 570 4,187 18: 5pm (5pm-6pm)58 1,804 - - 1,622 26 - - - 16 - 480 4,006 19: 6pm (6pm-7pm)36 1,433 - - 1,180 23 - - - 22 - 228 2,922 20: 7pm (7pm-8pm)32 1,022 - - 862 15 - - - 19 - 25 1,975 21: 8pm (8pm-9pm)21 882 - - 620 9 - - - 14 - 9 1,555 22: 9pm (9pm-10pm)18 618 - - 395 9 - - - 11 - 10 1,061 23: 10pm (10pm-11pm)11 405 - - 293 5 - - - 6 - 5 725 24: 11pm (11pm-12am)9 269 - - 184 3 - - - 5 - 5 475 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)9% 91% 0% 0% 98% 2% - - - 11% 0% 89% 01: 12am (12am-1am)2% 98% 0% 0% 98% 2% - - - 50% 0% 50% 02: 1am (1am-2am)2% 98% 0% 0% 96% 4% - - - 50% 0% 50% 03: 2am (2am-3am)9% 91% 0% 0% 97% 3% - - - 20% 0% 80% 04: 3am (3am-4am)6% 94% 0% 0% 92% 8% - - - 0% 0% 100% 05: 4am (4am-5am)8% 92% 0% 0% 95% 5% - - - 50% 0% 50% 06: 5am (5am-6am)40% 60% 0% 0% 90% 10% - - - 50% 0% 50% 07: 6am (6am-7am)37% 63% 0% 0% 97% 3% - - - 32% 0% 68% 08: 7am (7am-8am)32% 68% 0% 0% 97% 3% - - - 37% 0% 63% 09: 8am (8am-9am)22% 78% 0% 0% 96% 4% - - - 20% 0% 80% 10: 9am (9am-10am)4% 96% 0% 0% 97% 3% - - - 23% 0% 77% 11: 10am (10am-11am)3% 97% 0% 0% 98% 2% - - - 27% 0% 73% 12: 11am (11am-12noon)7% 93% 0% 0% 98% 2% - - - 25% 0% 75% 13: 12pm (12noon-1pm)3% 97% 0% 0% 98% 2% - - - 28% 0% 72% 14: 1pm (1pm-2pm)3% 97% 0% 0% 98% 2% - - - 37% 0% 63% 15: 2pm (2pm-3pm)3% 97% 0% 0% 99% 1% - - - 11% 0% 89% 16: 3pm (3pm-4pm)2% 98% 0% 0% 99% 1% - - - 6% 0% 94% 17: 4pm (4pm-5pm)3% 97% 0% 0% 99% 1% - - - 5% 0% 95% 18: 5pm (5pm-6pm)3% 97% 0% 0% 98% 2% - - - 3% 0% 97% 19: 6pm (6pm-7pm)2% 98% 0% 0% 98% 2% - - - 9% 0% 91% 20: 7pm (7pm-8pm)3% 97% 0% 0% 98% 2% - - - 43% 0% 57% 21: 8pm (8pm-9pm)2% 98% 0% 0% 99% 1% - - - 61% 0% 39% 22: 9pm (9pm-10pm)3% 97% 0% 0% 98% 2% - - - 52% 0% 48% 23: 10pm (10pm-11pm)3% 97% 0% 0% 98% 2% - - - 55% 0% 45% 24: 11pm (11pm-12am)3% 97% 0% 0% 98% 2% - - - 50% 0% 50% W Grady Way - In E Grady Way - In N Longacres - In TURNING MOVEMENT COUNTS W Grady Way - In E Grady Way - In N Longacres - In TURNING MOVEMENT PERCENTAGE North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In Total N Interurban - In Out In Total 1,704 558 2,262 12 415 131 ↑ 679 611 1,290 W Grady - InTotal 1,175 In 489 OutE Grady - In 1,664 Right←Thru↙Left100 1,063 9 S Interurban - In 644 1,172 1,816 Out In Total 98 477 567 131 ↖Left Thru 164 349 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total N Interurban - In Out In Total 1,488 1,568 3,056 21 1,181 366 ↑ 1,151 1,215 2,366 W Grady - InTotal 2,557 In 1,181 OutE Grady - In 3,738 Right←Thru↙Left139 757 20 S Interurban - In 2,436 916 3,352 Out In Total 232 543 991 1,023 ↖Left Thru 188 795 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)2,432 8,431 2,162 4,940 11,702 6,536 1,761 10,263 204 3,612 10,045 246 62,334 01: 12am (12am-1am)21 55 17 14 63 40 13 48 1 33 62 1 368 02: 1am (1am-2am)10 27 5 5 34 34 7 28 1 22 42 2 217 03: 2am (2am-3am)6 27 7 7 39 28 9 37 1 15 35 - 211 04: 3am (3am-4am)7 30 7 6 59 42 20 85 - 23 36 4 319 05: 4am (4am-5am)7 68 39 15 121 72 22 117 - 40 57 2 560 06: 5am (5am-6am)48 142 45 27 264 199 39 530 3 60 149 5 1,511 07: 6am (6am-7am)66 178 72 69 421 329 113 1,007 7 119 278 9 2,668 08: 7am (7am-8am)164 349 98 131 567 477 100 1,063 9 131 415 12 3,516 09: 8am (8am-9am)113 332 88 150 571 412 122 826 12 159 385 12 3,182 10: 9am (9am-10am)122 302 68 127 551 316 101 582 9 169 385 15 2,747 11: 10am (10am-11am)120 343 88 168 637 287 92 457 7 165 438 15 2,817 12: 11am (11am-12noon)134 434 96 195 725 317 103 468 12 186 473 19 3,162 13: 12pm (12noon-1pm)182 514 113 193 774 358 93 489 11 233 536 22 3,518 14: 1pm (1pm-2pm)184 583 131 194 743 377 91 509 11 225 523 17 3,588 15: 2pm (2pm-3pm)177 604 148 377 844 501 110 505 14 230 707 16 4,233 16: 3pm (3pm-4pm)182 732 202 668 907 538 129 637 19 288 960 16 5,278 17: 4pm (4pm-5pm)188 795 232 1,023 991 543 139 757 20 366 1,181 21 6,256 18: 5pm (5pm-6pm)195 825 247 854 981 547 126 657 23 312 1,013 17 5,797 19: 6pm (6pm-7pm)169 624 152 442 788 350 90 494 16 295 906 13 4,339 20: 7pm (7pm-8pm)149 476 84 129 597 224 64 341 9 172 417 13 2,675 21: 8pm (8pm-9pm)103 408 75 75 453 164 64 237 7 170 531 9 2,296 22: 9pm (9pm-10pm)61 282 61 65 284 128 49 186 4 95 262 8 1,485 23: 10pm (10pm-11pm)32 187 42 34 178 125 38 127 2 71 141 5 982 24: 11pm (11pm-12am)22 107 24 16 111 79 25 79 - 55 93 2 613 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)19% 65% 17% 21% 50% 28% 14% 84% 2% 26% 72% 2% 01: 12am (12am-1am)23% 59% 18% 12% 54% 34% 21% 77% 2% 34% 65% 1% 02: 1am (1am-2am)24% 64% 12% 7% 47% 47% 19% 78% 3% 33% 64% 3% 03: 2am (2am-3am)15% 68% 18% 9% 53% 38% 19% 79% 2% 30% 70% 0% 04: 3am (3am-4am)16% 68% 16% 6% 55% 39% 19% 81% 0% 37% 57% 6% 05: 4am (4am-5am)6% 60% 34% 7% 58% 35% 16% 84% 0% 40% 58% 2% 06: 5am (5am-6am)20% 60% 19% 6% 54% 41% 7% 93% 1% 28% 70% 2% 07: 6am (6am-7am)21% 56% 23% 8% 51% 40% 10% 89% 1% 29% 68% 2% 08: 7am (7am-8am)27% 57% 16% 11% 48% 41% 9% 91% 1% 23% 74% 2% 09: 8am (8am-9am)21% 62% 17% 13% 50% 36% 13% 86% 1% 29% 69% 2% 10: 9am (9am-10am)25% 61% 14% 13% 55% 32% 15% 84% 1% 30% 68% 3% 11: 10am (10am-11am)22% 62% 16% 15% 58% 26% 17% 82% 1% 27% 71% 2% 12: 11am (11am-12noon)20% 65% 14% 16% 59% 26% 18% 80% 2% 27% 70% 3% 13: 12pm (12noon-1pm)22% 64% 14% 15% 58% 27% 16% 82% 2% 29% 68% 3% 14: 1pm (1pm-2pm)20% 65% 15% 15% 57% 29% 15% 83% 2% 29% 68% 2% 15: 2pm (2pm-3pm)19% 65% 16% 22% 49% 29% 17% 80% 2% 24% 74% 2% 16: 3pm (3pm-4pm)16% 66% 18% 32% 43% 25% 16% 81% 2% 23% 76% 1% 17: 4pm (4pm-5pm)15% 65% 19% 40% 39% 21% 15% 83% 2% 23% 75% 1% 18: 5pm (5pm-6pm)15% 65% 19% 36% 41% 23% 16% 82% 3% 23% 75% 1% 19: 6pm (6pm-7pm)18% 66% 16% 28% 50% 22% 15% 82% 3% 24% 75% 1% 20: 7pm (7pm-8pm)21% 67% 12% 14% 63% 24% 15% 82% 2% 29% 69% 2% 21: 8pm (8pm-9pm)18% 70% 13% 11% 65% 24% 21% 77% 2% 24% 75% 1% 22: 9pm (9pm-10pm)15% 70% 15% 14% 60% 27% 21% 78% 2% 26% 72% 2% 23: 10pm (10pm-11pm)12% 72% 16% 10% 53% 37% 23% 76% 1% 33% 65% 2% 24: 11pm (11pm-12am)14% 70% 16% 8% 54% 38% 24% 76% 0% 37% 62% 1% W Grady - In E Grady - In S Interurban - In N Interurban - In TURNING MOVEMENT COUNTS W Grady - In E Grady - In S Interurban - In N Interurban - In TURNING MOVEMENT PERCENTAGE North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In Total N Fort Dent - In Out In Total 159 88 247 34 20 34 ↑ 1,637 490 2,127 W Interurban - InTotal 1,743 In 688 OutE Interurban - In 2,431 Right←Thru↙Left232 29 226 S Fort Dent - In 324 487 811 Out In Total 30 98 1,371 274 ↖Left Thru 32 428 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm)Out In Total N Fort Dent - In Out In Total 508 351 859 62 51 238 ↑ 1,047 1,648 2,695 W Interurban - InTotal 1,538 In 2,035 OutE Interurban - In 3,573 Right←Thru↙Left112 208 313 S Fort Dent - In 580 633 1,213 Out In Total 55 191 873 474 ↖Left Thru 109 1,484 ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)667 11,710 733 5,642 12,674 1,660 2,305 944 3,572 2,276 866 700 43,749 01: 12am (12am-1am)- 96 12 50 60 3 23 - 8 2 - 2 256 02: 1am (1am-2am)- 62 11 34 37 3 15 - 10 1 - 1 174 03: 2am (2am-3am)- 47 6 28 45 2 13 - 9 - - - 150 04: 3am (3am-4am)- 56 7 72 59 - 25 - 10 1 2 1 233 05: 4am (4am-5am)- 73 15 72 132 5 49 - 26 4 5 1 382 06: 5am (5am-6am)3 184 30 147 621 29 91 26 63 10 8 21 1,233 07: 6am (6am-7am)13 359 15 207 1,179 34 202 14 105 16 14 27 2,185 08: 7am (7am-8am)32 428 30 274 1,371 98 232 29 226 34 20 34 2,808 09: 8am (8am-9am)29 446 25 296 981 99 188 52 222 38 9 25 2,410 10: 9am (9am-10am)32 449 28 278 704 82 136 63 233 46 17 19 2,087 11: 10am (10am-11am)19 497 35 275 589 55 122 27 239 57 20 23 1,958 12: 11am (11am-12noon)17 586 41 292 601 65 120 25 244 64 24 22 2,101 13: 12pm (12noon-1pm)21 689 46 335 665 64 112 22 245 104 34 34 2,371 14: 1pm (1pm-2pm)38 679 52 350 705 80 106 18 203 93 35 26 2,385 15: 2pm (2pm-3pm)53 883 45 434 725 88 114 29 227 125 51 33 2,807 16: 3pm (3pm-4pm)73 1,241 52 478 829 107 139 44 263 145 39 34 3,444 17: 4pm (4pm-5pm)109 1,484 55 474 873 191 112 208 313 238 51 62 4,170 18: 5pm (5pm-6pm)73 1,226 65 485 833 169 124 106 254 247 55 62 3,699 19: 6pm (6pm-7pm)88 835 39 339 489 219 100 166 235 426 144 98 3,178 20: 7pm (7pm-8pm)41 472 34 215 361 152 82 94 166 138 52 47 1,854 21: 8pm (8pm-9pm)11 350 41 189 279 61 66 19 113 357 184 74 1,744 22: 9pm (9pm-10pm)9 239 30 131 239 27 70 6 60 136 49 29 1,025 23: 10pm (10pm-11pm)3 183 17 108 174 18 50 6 40 35 29 9 672 24: 11pm (11pm-12am)3 145 16 85 96 5 37 2 23 9 7 3 431 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)5% 89% 6% 28% 63% 8% 34% 14% 52% 59% 23% 18% 01: 12am (12am-1am)0% 89% 11% 44% 53% 3% 74% 0% 26% 50% 0% 50% 02: 1am (1am-2am)0% 85% 15% 46% 50% 4% 60% 0% 40% 50% 0% 50% 03: 2am (2am-3am)0% 89% 11% 37% 60% 3% 59% 0% 41% - - - 04: 3am (3am-4am)0% 89% 11% 55% 45% 0% 71% 0% 29% 25% 50% 25% 05: 4am (4am-5am)0% 83% 17% 34% 63% 2% 65% 0% 35% 40% 50% 10% 06: 5am (5am-6am)1% 85% 14% 18% 78% 4% 51% 14% 35% 26% 21% 54% 07: 6am (6am-7am)3% 93% 4% 15% 83% 2% 63% 4% 33% 28% 25% 47% 08: 7am (7am-8am)7% 87% 6% 16% 79% 6% 48% 6% 46% 39% 23% 39% 09: 8am (8am-9am)6% 89% 5% 22% 71% 7% 41% 11% 48% 53% 13% 35% 10: 9am (9am-10am)6% 88% 6% 26% 66% 8% 31% 15% 54% 56% 21% 23% 11: 10am (10am-11am)3% 90% 6% 30% 64% 6% 31% 7% 62% 57% 20% 23% 12: 11am (11am-12noon)3% 91% 6% 30% 63% 7% 31% 6% 63% 58% 22% 20% 13: 12pm (12noon-1pm)3% 91% 6% 31% 63% 6% 30% 6% 65% 60% 20% 20% 14: 1pm (1pm-2pm)5% 88% 7% 31% 62% 7% 32% 6% 62% 60% 23% 17% 15: 2pm (2pm-3pm)5% 90% 5% 35% 58% 7% 31% 8% 61% 60% 24% 16% 16: 3pm (3pm-4pm)5% 91% 4% 34% 59% 8% 31% 10% 59% 67% 18% 16% 17: 4pm (4pm-5pm)7% 90% 3% 31% 57% 12% 18% 33% 49% 68% 15% 18% 18: 5pm (5pm-6pm)5% 90% 5% 33% 56% 11% 26% 22% 52% 68% 15% 17% 19: 6pm (6pm-7pm)9% 87% 4% 32% 47% 21% 20% 33% 47% 64% 22% 15% 20: 7pm (7pm-8pm)7% 86% 6% 30% 50% 21% 24% 27% 49% 58% 22% 20% 21: 8pm (8pm-9pm)3% 87% 10% 36% 53% 12% 33% 10% 57% 58% 30% 12% 22: 9pm (9pm-10pm)3% 86% 11% 33% 60% 7% 51% 4% 44% 64% 23% 14% 23: 10pm (10pm-11pm)1% 90% 8% 36% 58% 6% 52% 6% 42% 48% 40% 12% 24: 11pm (11pm-12am)2% 88% 10% 46% 52% 3% 60% 3% 37% 47% 37% 16% W Interurban - In E Interurban - In S Fort Dent - In N Fort Dent - In TURNING MOVEMENT COUNTS W Interurban - In E Interurban - In S Fort Dent - In N Fort Dent - In TURNING MOVEMENT PERCENTAGE North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 768 126 30 36 ↖Left Thru 488 100 ↑Right↗↖ 106 2,165 52 S Valley Hwy - In 1,462 2,323 3,785 1,514 W 156th/Ramps - InTotal 192 In 224 OutE 156th - In 416 Right←Thru↙LeftOut In Total N Valley Hwy - In Out In Total 2,779 752 3,531 22 658 72 ↑ 158 1,356 End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am) North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 958 113 26 42 ↖Left Thru 544 92 ↑Right↗↖ 383 1,027 108 S Valley Hwy - In 3,278 1,518 4,796 2,092 W 156th/Ramps - InTotal 181 In 327 OutE 156th - In 508 Right←Thru↙LeftOut In Total N Valley Hwy - In Out In Total 1,684 2,494 4,178 89 2,278 127 ↑ 498 1,594 End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm) Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)8,047 1,450 11,291 389 216 1,201 3,460 16,044 962 1,112 15,069 1,180 60,421 01: 12am (12am-1am)61 11 66 - 4 7 11 55 3 7 65 14 304 02: 1am (1am-2am)33 7 44 - 2 4 28 39 3 6 37 6 209 03: 2am (2am-3am)30 6 32 - - 3 21 43 4 3 37 7 186 04: 3am (3am-4am)39 10 40 3 - 2 29 94 4 6 37 6 270 05: 4am (4am-5am)161 56 86 3 - 12 23 129 2 6 108 7 593 06: 5am (5am-6am)314 37 224 4 - 37 73 1,197 23 21 206 10 2,146 07: 6am (6am-7am)318 77 360 14 12 82 75 1,896 53 43 347 28 3,305 08: 7am (7am-8am)488 100 768 36 30 126 106 2,165 52 72 658 22 4,623 09: 8am (8am-9am)598 137 747 21 11 79 115 1,519 55 59 626 27 3,994 10: 9am (9am-10am)499 64 678 18 5 53 156 723 41 43 599 30 2,909 11: 10am (10am-11am)442 67 659 17 5 51 162 629 40 47 669 45 2,833 12: 11am (11am-12noon)435 61 692 23 8 48 169 735 41 55 725 52 3,044 13: 12pm (12noon-1pm)456 73 690 21 8 52 217 714 48 55 767 63 3,164 14: 1pm (1pm-2pm)521 82 705 19 10 60 233 728 44 53 733 66 3,254 15: 2pm (2pm-3pm)467 77 801 18 8 84 278 718 54 75 1,113 60 3,753 16: 3pm (3pm-4pm)508 80 924 28 16 92 317 882 76 102 1,708 67 4,800 17: 4pm (4pm-5pm)544 92 958 42 26 113 383 1,027 108 127 2,278 89 5,787 18: 5pm (5pm-6pm)469 105 868 42 24 127 342 913 79 127 1,903 101 5,100 19: 6pm (6pm-7pm)507 73 702 28 13 66 211 603 57 68 1,169 154 3,651 20: 7pm (7pm-8pm)345 65 435 25 13 33 136 446 54 38 471 80 2,141 21: 8pm (8pm-9pm)285 81 324 12 8 19 181 354 52 46 318 142 1,822 22: 9pm (9pm-10pm)222 53 202 9 8 18 74 263 38 25 221 78 1,211 23: 10pm (10pm-11pm)154 25 167 6 5 17 45 171 11 19 140 36 796 24: 11pm (11pm-12am)132 28 116 6 5 9 21 94 3 9 85 26 534 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)39% 7% 54% 22% 12% 67% 17% 78% 5% 6% 87% 7% 01: 12am (12am-1am)44% 8% 48% 0% 36% 64% 16% 80% 4% 8% 76% 16% 02: 1am (1am-2am)39% 8% 52% 0% 33% 67% 40% 56% 4% 12% 76% 12% 03: 2am (2am-3am)44% 9% 47% 0% 0% 100% 31% 63% 6% 6% 79% 15% 04: 3am (3am-4am)44% 11% 45% 60% 0% 40% 23% 74% 3% 12% 76% 12% 05: 4am (4am-5am)53% 18% 28% 20% 0% 80% 15% 84% 1% 5% 89% 6% 06: 5am (5am-6am)55% 6% 39% 10% 0% 90% 6% 93% 2% 9% 87% 4% 07: 6am (6am-7am)42% 10% 48% 13% 11% 76% 4% 94% 3% 10% 83% 7% 08: 7am (7am-8am)36% 7% 57% 19% 16% 66% 5% 93% 2% 10% 88% 3% 09: 8am (8am-9am)40% 9% 50% 19% 10% 71% 7% 90% 3% 8% 88% 4% 10: 9am (9am-10am)40% 5% 55% 24% 7% 70% 17% 79% 4% 6% 89% 4% 11: 10am (10am-11am)38% 6% 56% 23% 7% 70% 19% 76% 5% 6% 88% 6% 12: 11am (11am-12noon)37% 5% 58% 29% 10% 61% 18% 78% 4% 7% 87% 6% 13: 12pm (12noon-1pm)37% 6% 57% 26% 10% 64% 22% 73% 5% 6% 87% 7% 14: 1pm (1pm-2pm)40% 6% 54% 21% 11% 67% 23% 72% 4% 6% 86% 8% 15: 2pm (2pm-3pm)35% 6% 60% 16% 7% 76% 26% 68% 5% 6% 89% 5% 16: 3pm (3pm-4pm)34% 5% 61% 21% 12% 68% 25% 69% 6% 5% 91% 4% 17: 4pm (4pm-5pm)34% 6% 60% 23% 14% 62% 25% 68% 7% 5% 91% 4% 18: 5pm (5pm-6pm)33% 7% 60% 22% 12% 66% 26% 68% 6% 6% 89% 5% 19: 6pm (6pm-7pm)40% 6% 55% 26% 12% 62% 24% 69% 7% 5% 84% 11% 20: 7pm (7pm-8pm)41% 8% 51% 35% 18% 46% 21% 70% 8% 6% 80% 14% 21: 8pm (8pm-9pm)41% 12% 47% 31% 21% 49% 31% 60% 9% 9% 63% 28% 22: 9pm (9pm-10pm)47% 11% 42% 26% 23% 51% 20% 70% 10% 8% 68% 24% 23: 10pm (10pm-11pm)45% 7% 48% 21% 18% 61% 20% 75% 5% 10% 72% 18% 24: 11pm (11pm-12am)48% 10% 42% 30% 25% 45% 18% 80% 3% 8% 71% 22% W 156th/Ramps - In E 156th - In S Valley Hwy - In N Valley Hwy - In TURNING MOVEMENT COUNTS W 156th/Ramps - In E 156th - In S Valley Hwy - In N Valley Hwy - In TURNING MOVEMENT PERCENTAGE North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 33 24 1,334 150 ↖Left Thru 89 806 ↑Right↗↖ 21 6 53 S Maple - In 186 80 266 2,328 W Grady - InTotal 1,508 In 864 OutE Grady - In 2,372 Right←Thru↙LeftOut In Total N Maple - In Out In Total 119 53 172 45 3 5 ↑ 1,400 928 End Time 09: 8am (8am-9am) 1: Weekday (M-Th) Day Type: Start Time 09: 8am (8am-9am) North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 44 52 1,137 98 ↖Left Thru 226 1,798 ↑Right↗↖ 32 18 216 S Maple - In 157 266 423 3,357 W Grady - InTotal 1,287 In 2,031 OutE Grady - In 3,318 Right←Thru↙LeftOut In Total N Maple - In Out In Total 296 152 448 120 15 17 ↑ 1,289 2,068 End Time 17: 4pm (4pm-5pm) 1: Weekday (M-Th) Day Type: Start Time 17: 4pm (4pm-5pm) Day Type 1: Weekday (M-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)2,603 17,965 518 1,601 15,946 854 309 158 1,562 213 141 1,368 43,238 01: 12am (12am-1am)7 114 3 10 74 2 3 - 10 1 - 9 233 02: 1am (1am-2am)5 72 4 6 46 1 - - 8 1 - 4 147 03: 2am (2am-3am)3 55 2 4 46 2 2 - 4 - - 2 120 04: 3am (3am-4am)2 64 4 14 75 1 4 - 9 - - 3 176 05: 4am (4am-5am)7 124 6 18 200 9 5 - 12 - - 2 383 06: 5am (5am-6am)17 274 20 45 542 18 10 - 20 2 - 5 953 07: 6am (6am-7am)54 487 24 82 770 51 17 3 29 3 3 19 1,542 08: 7am (7am-8am)71 741 31 124 1,265 24 19 6 40 4 6 37 2,368 09: 8am (8am-9am)89 806 33 150 1,334 24 21 6 53 5 3 45 2,569 10: 9am (9am-10am)95 774 34 96 1,057 42 19 6 70 7 8 48 2,256 11: 10am (10am-11am)123 836 41 100 931 46 16 6 72 9 9 63 2,252 12: 11am (11am-12noon)164 994 23 97 913 59 21 12 71 17 8 74 2,453 13: 12pm (12noon-1pm)185 1,084 28 109 993 58 18 14 72 17 12 94 2,684 14: 1pm (1pm-2pm)192 1,191 31 107 1,006 59 19 9 84 15 11 93 2,817 15: 2pm (2pm-3pm)198 1,353 38 108 1,031 52 25 11 101 23 14 99 3,053 16: 3pm (3pm-4pm)220 1,549 34 104 1,092 56 22 14 147 22 14 121 3,395 17: 4pm (4pm-5pm)226 1,798 44 98 1,137 52 32 18 216 17 15 120 3,773 18: 5pm (5pm-6pm)253 1,796 51 88 964 49 24 23 253 14 14 127 3,656 19: 6pm (6pm-7pm)207 1,355 29 63 797 60 14 9 109 15 6 103 2,767 20: 7pm (7pm-8pm)157 897 17 52 623 58 8 6 50 13 6 92 1,979 21: 8pm (8pm-9pm)143 636 14 43 425 51 10 3 52 11 3 85 1,476 22: 9pm (9pm-10pm)100 497 11 32 272 45 7 3 36 8 3 63 1,077 23: 10pm (10pm-11pm)55 294 9 22 199 26 6 3 21 6 3 34 678 24: 11pm (11pm-12am)31 200 6 14 124 12 2 2 16 5 - 25 437 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)12% 85% 2% 9% 87% 5% 15% 8% 77% 12% 8% 79% 01: 12am (12am-1am)6% 92% 2% 12% 86% 2% 23% 0% 77% 10% 0% 90% 02: 1am (1am-2am)6% 89% 5% 11% 87% 2% 0% 0% 100% 20% 0% 80% 03: 2am (2am-3am)5% 92% 3% 8% 88% 4% 33% 0% 67% 0% 0% 100% 04: 3am (3am-4am)3% 91% 6% 16% 83% 1% 31% 0% 69% 0% 0% 100% 05: 4am (4am-5am)5% 91% 4% 8% 88% 4% 29% 0% 71% 0% 0% 100% 06: 5am (5am-6am)5% 88% 6% 7% 90% 3% 33% 0% 67% 29% 0% 71% 07: 6am (6am-7am)10% 86% 4% 9% 85% 6% 35% 6% 59% 12% 12% 76% 08: 7am (7am-8am)8% 88% 4% 9% 90% 2% 29% 9% 62% 9% 13% 79% 09: 8am (8am-9am)10% 87% 4% 10% 88% 2% 26% 8% 66% 9% 6% 85% 10: 9am (9am-10am)11% 86% 4% 8% 88% 4% 20% 6% 74% 11% 13% 76% 11: 10am (10am-11am)12% 84% 4% 9% 86% 4% 17% 6% 77% 11% 11% 78% 12: 11am (11am-12noon)14% 84% 2% 9% 85% 6% 20% 12% 68% 17% 8% 75% 13: 12pm (12noon-1pm)14% 84% 2% 9% 86% 5% 17% 13% 69% 14% 10% 76% 14: 1pm (1pm-2pm)14% 84% 2% 9% 86% 5% 17% 8% 75% 13% 9% 78% 15: 2pm (2pm-3pm)12% 85% 2% 9% 87% 4% 18% 8% 74% 17% 10% 73% 16: 3pm (3pm-4pm)12% 86% 2% 8% 87% 4% 12% 8% 80% 14% 9% 77% 17: 4pm (4pm-5pm)11% 87% 2% 8% 88% 4% 12% 7% 81% 11% 10% 79% 18: 5pm (5pm-6pm)12% 86% 2% 8% 88% 4% 8% 8% 84% 9% 9% 82% 19: 6pm (6pm-7pm)13% 85% 2% 7% 87% 7% 11% 7% 83% 12% 5% 83% 20: 7pm (7pm-8pm)15% 84% 2% 7% 85% 8% 13% 9% 78% 12% 5% 83% 21: 8pm (8pm-9pm)18% 80% 2% 8% 82% 10% 15% 5% 80% 11% 3% 86% 22: 9pm (9pm-10pm)16% 82% 2% 9% 78% 13% 15% 7% 78% 11% 4% 85% 23: 10pm (10pm-11pm)15% 82% 3% 9% 81% 11% 20% 10% 70% 14% 7% 79% 24: 11pm (11pm-12am)13% 84% 3% 9% 83% 8% 10% 10% 80% 17% 0% 83% W Grady - In E Grady - In S Maple - In N Maple - In TURNING MOVEMENT COUNTS W Grady - In E Grady - In S Maple - In N Maple - In TURNING MOVEMENT PERCENTAGE North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 320 28 781 919 ↖Left Thru 281 469 ↑Right↗↖ 817 975 844 Rainier - S - In 1,727 2,636 4,363 2,855 Grady - W - InTotal 1,728 In 1,334 OutGrady - E - In 3,062 Right←Thru↙LeftOut In Total Rainier - N - In Out In Total 1,284 696 1,980 187 488 21 ↑ 1,785 1,070 End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am) North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total 1,042 38 614 706 ↖Left Thru 285 1,288 ↑Right↗↖ 611 570 597 Rainier - S - In 2,950 1,778 4,728 4,190 Grady - W - InTotal 1,358 In 2,010 OutGrady - E - In 3,368 Right←Thru↙LeftOut In Total Rainier - N - In Out In Total 893 1,677 2,570 350 1,202 125 ↑ 1,575 2,615 End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm) Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)4,161 10,968 10,060 11,833 8,646 583 10,459 12,175 9,472 1,148 15,179 3,708 98,392 01: 12am (12am-1am)22 55 57 79 27 2 51 69 72 11 294 30 769 02: 1am (1am-2am)8 39 56 50 14 2 36 61 48 4 169 10 497 03: 2am (2am-3am)4 26 35 46 13 1 49 42 41 3 72 10 342 04: 3am (3am-4am)8 40 43 65 17 4 94 127 53 2 54 7 514 05: 4am (4am-5am)18 59 74 192 47 10 266 543 153 1 70 6 1,439 06: 5am (5am-6am)87 134 149 495 183 22 541 679 359 3 296 31 2,979 07: 6am (6am-7am)150 268 216 649 470 19 598 890 483 11 419 88 4,261 08: 7am (7am-8am)281 469 320 919 781 28 817 975 844 21 488 187 6,130 09: 8am (8am-9am)271 527 315 895 887 29 841 881 651 31 536 215 6,079 10: 9am (9am-10am)298 451 379 618 643 39 645 693 553 39 577 184 5,119 11: 10am (10am-11am)224 483 431 566 506 28 630 606 494 49 594 204 4,815 12: 11am (11am-12noon)279 553 530 637 482 42 583 605 437 55 733 213 5,149 13: 12pm (12noon-1pm)273 573 615 626 531 41 576 614 428 81 793 303 5,454 14: 1pm (1pm-2pm)297 629 687 724 569 44 586 672 376 80 1,070 273 6,007 15: 2pm (2pm-3pm)261 794 807 842 533 43 533 764 543 83 1,312 292 6,807 16: 3pm (3pm-4pm)335 991 911 832 595 39 619 609 568 108 1,326 323 7,256 17: 4pm (4pm-5pm)285 1,288 1,042 706 614 38 611 570 597 125 1,202 350 7,428 18: 5pm (5pm-6pm)345 1,264 1,041 711 508 47 615 603 680 122 1,135 271 7,342 19: 6pm (6pm-7pm)271 911 746 612 420 27 536 569 566 105 975 230 5,968 20: 7pm (7pm-8pm)183 514 552 514 324 24 449 523 410 82 833 198 4,606 21: 8pm (8pm-9pm)136 417 343 355 225 19 301 338 327 67 760 131 3,419 22: 9pm (9pm-10pm)97 286 282 318 125 12 213 326 292 49 606 82 2,688 23: 10pm (10pm-11pm)52 178 193 219 76 9 193 273 205 23 440 60 1,921 24: 11pm (11pm-12am)25 127 109 185 50 6 87 151 138 26 465 39 1,408 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)17%44%40%56%41%3%33%38%30%6%76%19% 01: 12am (12am-1am)16%41%43%73%25%2%27%36%38%3%88%9% 02: 1am (1am-2am)8%38%54%76%21%3%25%42%33%2%92%5% 03: 2am (2am-3am)6%40%54%77%22%2%37%32%31%4%85%12% 04: 3am (3am-4am)9%44%47%76%20%5%34%46%19%3%86%11% 05: 4am (4am-5am)12%39%49%77%19%4%28%56%16%1%91%8% 06: 5am (5am-6am)24%36%40%71%26%3%34%43%23%1%90%9% 07: 6am (6am-7am)24%42%34%57%41%2%30%45%25%2%81%17% 08: 7am (7am-8am)26%44%30%53%45%2%31%37%32%3%70%27% 09: 8am (8am-9am)24%47%28%49%49%2%35%37%27%4%69%27% 10: 9am (9am-10am)26%40%34%48%49%3%34%37%29%5%72%23% 11: 10am (10am-11am)20%42%38%51%46%3%36%35%29%6%70%24% 12: 11am (11am-12noon)20%41%39%55%42%4%36%37%27%5%73%21% 13: 12pm (12noon-1pm)19%39%42%52%44%3%36%38%26%7%67%26% 14: 1pm (1pm-2pm)18%39%43%54%43%3%36%41%23%6%75%19% 15: 2pm (2pm-3pm)14%43%43%59%38%3%29%42%30%5%78%17% 16: 3pm (3pm-4pm)15%44%41%57%41%3%34%34%32%6%75%18% 17: 4pm (4pm-5pm)11%49%40%52%45%3%34%32%34%7%72%21% 18: 5pm (5pm-6pm)13%48%39%56%40%4%32%32%36%8%74%18% 19: 6pm (6pm-7pm)14%47%39%58%40%3%32%34%34%8%74%18% 20: 7pm (7pm-8pm)15%41%44%60%38%3%32%38%30%7%75%18% 21: 8pm (8pm-9pm)15%47%38%59%38%3%31%35%34%7%79%14% 22: 9pm (9pm-10pm)15%43%42%70%27%3%26%39%35%7%82%11% 23: 10pm (10pm-11pm)12%42%46%72%25%3%29%41%31%4%84%11% 24: 11pm (11pm-12am)10%49%42%77%21%2%23%40%37%5%88%7% Grady - W - In Grady - E - In Rainier - S - In Rainier - N - In TURNING MOVEMENT COUNTS Grady - W - In Grady - E - In Rainier - S - In Rainier - N - In TURNING MOVEMENT PERCENTAGE North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total - 240 29 55 ↖Left Thru - - ↑Right↗↖ 52 1,701 - S Rainer - In 593 1,753 2,346 768 Total 324 In - OutE Ramp - In 324 Right←Thru↙LeftOut In Total N Rainer - In Out In Total 1,941 1,225 3,166 687 538 - ↑ 768 - End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am) North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total - 193 17 45 ↖Left Thru - - ↑Right↗↖ 38 1,163 - S Rainer - In 1,677 1,201 2,878 601 Total 255 In - OutE Ramp - In 255 Right←Thru↙LeftOut In Total N Rainer - In Out In Total 1,356 2,178 3,534 546 1,632 - ↑ 601 - End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm) Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)- - - 788 381 3,130 894 21,655 - - 17,562 10,266 54,676 01: 12am (12am-1am)- - - 9 5 18 6 158 - - 242 104 542 02: 1am (1am-2am)- - - 2 3 12 4 109 - - 154 57 341 03: 2am (2am-3am)- - - 4 2 12 4 94 - - 87 51 254 04: 3am (3am-4am)- - - 3 6 17 13 191 - - 64 75 369 05: 4am (4am-5am)- - - 7 8 51 38 704 - - 89 143 1,040 06: 5am (5am-6am)- - - 20 13 85 59 1,141 - - 275 353 1,946 07: 6am (6am-7am)- - - 38 21 144 41 1,407 - - 450 520 2,621 08: 7am (7am-8am)- - - 55 29 240 52 1,701 - - 538 687 3,302 09: 8am (8am-9am)- - - 41 36 276 65 1,515 - - 592 671 3,196 10: 9am (9am-10am)- - - 42 31 229 59 1,284 - - 572 578 2,795 11: 10am (10am-11am)- - - 52 22 202 52 1,158 - - 684 551 2,721 12: 11am (11am-12noon)- - - 61 20 201 55 1,091 - - 862 551 2,841 13: 12pm (12noon-1pm)- - - 52 22 190 58 1,119 - - 1,020 579 3,040 14: 1pm (1pm-2pm)- - - 60 23 183 51 1,117 - - 1,352 608 3,394 15: 2pm (2pm-3pm)- - - 57 15 163 47 1,259 - - 1,575 668 3,784 16: 3pm (3pm-4pm)- - - 51 16 180 44 1,215 - - 1,677 602 3,785 17: 4pm (4pm-5pm)- - - 45 17 193 38 1,163 - - 1,632 546 3,634 18: 5pm (5pm-6pm)- - - 37 19 170 51 1,244 - - 1,500 603 3,624 19: 6pm (6pm-7pm)- - - 44 17 162 42 1,084 - - 1,161 594 3,104 20: 7pm (7pm-8pm)- - - 40 16 143 39 884 - - 907 487 2,516 21: 8pm (8pm-9pm)- - - 31 14 104 36 661 - - 709 400 1,955 22: 9pm (9pm-10pm)- - - 21 16 72 26 610 - - 565 364 1,674 23: 10pm (10pm-11pm)- - - 15 9 48 20 478 - - 440 253 1,263 24: 11pm (11pm-12am)- - - 11 5 26 11 276 - - 408 203 940 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)- - - 18% 9% 73% 4% 96% 0% 0% 63% 37% 01: 12am (12am-1am)- - - 28% 16% 56% 4% 96% 0% 0% 70% 30% 02: 1am (1am-2am)- - - 12% 18% 71% 4% 96% 0% 0% 73% 27% 03: 2am (2am-3am)- - - 22% 11% 67% 4% 96% 0% 0% 63% 37% 04: 3am (3am-4am)- - - 12% 23% 65% 6% 94% 0% 0% 46% 54% 05: 4am (4am-5am)- - - 11% 12% 77% 5% 95% 0% 0% 38% 62% 06: 5am (5am-6am)- - - 17% 11% 72% 5% 95% 0% 0% 44% 56% 07: 6am (6am-7am)- - - 19% 10% 71% 3% 97% 0% 0% 46% 54% 08: 7am (7am-8am)- - - 17% 9% 74% 3% 97% 0% 0% 44% 56% 09: 8am (8am-9am)- - - 12% 10% 78% 4% 96% 0% 0% 47% 53% 10: 9am (9am-10am)- - - 14% 10% 76% 4% 96% 0% 0% 50% 50% 11: 10am (10am-11am)- - - 19% 8% 73% 4% 96% 0% 0% 55% 45% 12: 11am (11am-12noon)- - - 22% 7% 71% 5% 95% 0% 0% 61% 39% 13: 12pm (12noon-1pm)- - - 20% 8% 72% 5% 95% 0% 0% 64% 36% 14: 1pm (1pm-2pm)- - - 23% 9% 69% 4% 96% 0% 0% 69% 31% 15: 2pm (2pm-3pm)- - - 24% 6% 69% 4% 96% 0% 0% 70% 30% 16: 3pm (3pm-4pm)- - - 21% 6% 73% 3% 97% 0% 0% 74% 26% 17: 4pm (4pm-5pm)- - - 18% 7% 76% 3% 97% 0% 0% 75% 25% 18: 5pm (5pm-6pm)- - - 16% 8% 75% 4% 96% 0% 0% 71% 29% 19: 6pm (6pm-7pm)- - - 20% 8% 73% 4% 96% 0% 0% 66% 34% 20: 7pm (7pm-8pm)- - - 20% 8% 72% 4% 96% 0% 0% 65% 35% 21: 8pm (8pm-9pm)- - - 21% 9% 70% 5% 95% 0% 0% 64% 36% 22: 9pm (9pm-10pm)- - - 19% 15% 66% 4% 96% 0% 0% 61% 39% 23: 10pm (10pm-11pm)- - - 21% 13% 67% 4% 96% 0% 0% 63% 37% 24: 11pm (11pm-12am)- - - 26% 12% 62% 4% 96% 0% 0% 67% 33% E Ramp - In S Rainer - In N Rainer - In TURNING MOVEMENT COUNTS E Ramp - In S Rainer - In N Rainer - In TURNING MOVEMENT PERCENTAGE North End Time 08: 7am (7am-8am) 1: Weekday (Tu-Th) Day Type: Start Time 08: 7am (7am-8am)Out In Total N 167 - Out Out In Total - 1,562 1,562 59 1,503 - ↑ 59 - 59 Total - In - Out - Right←Thru↙Left- - - 1,503 - 1,503 Out In Total - - - - ↖Left Thru - - ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total - 167 - - ↖Left Thru - - ↑Right↗↖ - 2,324 - S 167 - In - 2,324 2,324 - Total 167 In - OutE Ramp - In 167 Right←Thru↙LeftOut In Total Out In Total 2,491 - 2,491 - - - ↑ - - End Time 07: 6am (6am-7am) 1: Weekday (Tu-Th) Day Type: Start Time 07: 6am (6am-7am) North End Time 16: 3pm (3pm-4pm) 1: Weekday (Tu-Th) Day Type: Start Time 16: 3pm (3pm-4pm)Out In Total N 167 - Out Out In Total - 2,817 2,817 237 2,580 - ↑ 237 - 237 Total - In - Out - Right←Thru↙Left- - - 2,580 - 2,580 Out In Total - - - - ↖Left Thru - - ↑Right↗↖ Left ↙ ↓ ↘ Right Thru ↖ ↑ ↗ Left Thru Right North ↖ ↑ ↗ Left Thru Right Left ↙ ↓ ↘ Right Thru Out In Total - 205 - - ↖Left Thru - - ↑Right↗↖ - 1,713 - S 167 - In - 1,713 1,713 - Total 205 In - OutE Ramp - In 205 Right←Thru↙LeftOut In Total Out In Total 1,918 - 1,918 - - - ↑ - - End Time 17: 4pm (4pm-5pm) 1: Weekday (Tu-Th) Day Type: Start Time 17: 4pm (4pm-5pm) Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)- - - - - - - - - - 31,309 2,414 33,723 01: 12am (12am-1am)- - - - - - - - - - 375 10 385 02: 1am (1am-2am)- - - - - - - - - - 248 6 254 03: 2am (2am-3am)- - - - - - - - - - 169 5 174 04: 3am (3am-4am)- - - - - - - - - - 131 8 139 05: 4am (4am-5am)- - - - - - - - - - 231 20 251 06: 5am (5am-6am)- - - - - - - - - - 708 29 737 07: 6am (6am-7am)- - - - - - - - - - 1,249 30 1,279 08: 7am (7am-8am)- - - - - - - - - - 1,503 59 1,562 09: 8am (8am-9am)- - - - - - - - - - 1,452 51 1,503 10: 9am (9am-10am)- - - - - - - - - - 1,343 57 1,400 11: 10am (10am-11am)- - - - - - - - - - 1,516 77 1,593 12: 11am (11am-12noon)- - - - - - - - - - 1,683 138 1,821 13: 12pm (12noon-1pm)- - - - - - - - - - 1,869 163 2,032 14: 1pm (1pm-2pm)- - - - - - - - - - 2,269 188 2,457 15: 2pm (2pm-3pm)- - - - - - - - - - 2,498 210 2,708 16: 3pm (3pm-4pm)- - - - - - - - - - 2,580 237 2,817 17: 4pm (4pm-5pm)- - - - - - - - - - 2,336 265 2,601 18: 5pm (5pm-6pm)- - - - - - - - - - 2,056 293 2,349 19: 6pm (6pm-7pm)- - - - - - - - - - 1,905 197 2,102 20: 7pm (7pm-8pm)- - - - - - - - - - 1,584 139 1,723 21: 8pm (8pm-9pm)- - - - - - - - - - 1,184 107 1,291 22: 9pm (9pm-10pm)- - - - - - - - - - 972 70 1,042 23: 10pm (10pm-11pm)- - - - - - - - - - 797 37 834 24: 11pm (11pm-12am)- - - - - - - - - - 655 19 674 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)- - - - - - - - - 0% 93% 7% 01: 12am (12am-1am)- - - - - - - - - 0% 97% 3% 02: 1am (1am-2am)- - - - - - - - - 0% 98% 2% 03: 2am (2am-3am)- - - - - - - - - 0% 97% 3% 04: 3am (3am-4am)- - - - - - - - - 0% 94% 6% 05: 4am (4am-5am)- - - - - - - - - 0% 92% 8% 06: 5am (5am-6am)- - - - - - - - - 0% 96% 4% 07: 6am (6am-7am)- - - - - - - - - 0% 98% 2% 08: 7am (7am-8am)- - - - - - - - - 0% 96% 4% 09: 8am (8am-9am)- - - - - - - - - 0% 97% 3% 10: 9am (9am-10am)- - - - - - - - - 0% 96% 4% 11: 10am (10am-11am)- - - - - - - - - 0% 95% 5% 12: 11am (11am-12noon)- - - - - - - - - 0% 92% 8% 13: 12pm (12noon-1pm)- - - - - - - - - 0% 92% 8% 14: 1pm (1pm-2pm)- - - - - - - - - 0% 92% 8% 15: 2pm (2pm-3pm)- - - - - - - - - 0% 92% 8% 16: 3pm (3pm-4pm)- - - - - - - - - 0% 92% 8% 17: 4pm (4pm-5pm)- - - - - - - - - 0% 90% 10% 18: 5pm (5pm-6pm)- - - - - - - - - 0% 88% 12% 19: 6pm (6pm-7pm)- - - - - - - - - 0% 91% 9% 20: 7pm (7pm-8pm)- - - - - - - - - 0% 92% 8% 21: 8pm (8pm-9pm)- - - - - - - - - 0% 92% 8% 22: 9pm (9pm-10pm)- - - - - - - - - 0% 93% 7% 23: 10pm (10pm-11pm)- - - - - - - - - 0% 96% 4% 24: 11pm (11pm-12am)- - - - - - - - - 0% 97% 3% N 167 - Out TURNING MOVEMENT COUNTS N 167 - Out TURNING MOVEMENT PERCENTAGE Day Type 1: Weekday (Tu-Th) EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part Total 00: All Day (12am-12am)- - - - - 3,797 - 33,069 - - - - 36,866 01: 12am (12am-1am)- - - - - 40 - 193 - - - - 233 02: 1am (1am-2am)- - - - - 24 - 167 - - - - 191 03: 2am (2am-3am)- - - - - 14 - 247 - - - - 261 04: 3am (3am-4am)- - - - - 20 - 685 - - - - 705 05: 4am (4am-5am)- - - - - 59 - 1,560 - - - - 1,619 06: 5am (5am-6am)- - - - - 137 - 2,306 - - - - 2,443 07: 6am (6am-7am)- - - - - 167 - 2,324 - - - - 2,491 08: 7am (7am-8am)- - - - - 265 - 2,203 - - - - 2,468 09: 8am (8am-9am)- - - - - 284 - 1,813 - - - - 2,097 10: 9am (9am-10am)- - - - - 244 - 1,764 - - - - 2,008 11: 10am (10am-11am)- - - - - 212 - 1,779 - - - - 1,991 12: 11am (11am-12noon)- - - - - 191 - 1,790 - - - - 1,981 13: 12pm (12noon-1pm)- - - - - 206 - 1,767 - - - - 1,973 14: 1pm (1pm-2pm)- - - - - 208 - 1,684 - - - - 1,892 15: 2pm (2pm-3pm)- - - - - 218 - 1,634 - - - - 1,852 16: 3pm (3pm-4pm)- - - - - 213 - 1,676 - - - - 1,889 17: 4pm (4pm-5pm)- - - - - 205 - 1,713 - - - - 1,918 18: 5pm (5pm-6pm)- - - - - 242 - 1,659 - - - - 1,901 19: 6pm (6pm-7pm)- - - - - 217 - 1,645 - - - - 1,862 20: 7pm (7pm-8pm)- - - - - 181 - 1,404 - - - - 1,585 21: 8pm (8pm-9pm)- - - - - 149 - 1,048 - - - - 1,197 22: 9pm (9pm-10pm)- - - - - 131 - 963 - - - - 1,094 23: 10pm (10pm-11pm)- - - - - 103 - 668 - - - - 771 24: 11pm (11pm-12am)- - - - - 63 - 381 - - - - 444 EB Left EB Thru EB Right WB Left WB Thru WB Right NB Left NB Thru NB Right SB Left SB Thru SB Right Day Part 00: All Day (12am-12am)- - - 0% 0% 100% 0% 100% 0% - - - 01: 12am (12am-1am)- - - 0% 0% 100% 0% 100% 0% - - - 02: 1am (1am-2am)- - - 0% 0% 100% 0% 100% 0% - - - 03: 2am (2am-3am)- - - 0% 0% 100% 0% 100% 0% - - - 04: 3am (3am-4am)- - - 0% 0% 100% 0% 100% 0% - - - 05: 4am (4am-5am)- - - 0% 0% 100% 0% 100% 0% - - - 06: 5am (5am-6am)- - - 0% 0% 100% 0% 100% 0% - - - 07: 6am (6am-7am)- - - 0% 0% 100% 0% 100% 0% - - - 08: 7am (7am-8am)- - - 0% 0% 100% 0% 100% 0% - - - 09: 8am (8am-9am)- - - 0% 0% 100% 0% 100% 0% - - - 10: 9am (9am-10am)- - - 0% 0% 100% 0% 100% 0% - - - 11: 10am (10am-11am)- - - 0% 0% 100% 0% 100% 0% - - - 12: 11am (11am-12noon)- - - 0% 0% 100% 0% 100% 0% - - - 13: 12pm (12noon-1pm)- - - 0% 0% 100% 0% 100% 0% - - - 14: 1pm (1pm-2pm)- - - 0% 0% 100% 0% 100% 0% - - - 15: 2pm (2pm-3pm)- - - 0% 0% 100% 0% 100% 0% - - - 16: 3pm (3pm-4pm)- - - 0% 0% 100% 0% 100% 0% - - - 17: 4pm (4pm-5pm)- - - 0% 0% 100% 0% 100% 0% - - - 18: 5pm (5pm-6pm)- - - 0% 0% 100% 0% 100% 0% - - - 19: 6pm (6pm-7pm)- - - 0% 0% 100% 0% 100% 0% - - - 20: 7pm (7pm-8pm)- - - 0% 0% 100% 0% 100% 0% - - - 21: 8pm (8pm-9pm)- - - 0% 0% 100% 0% 100% 0% - - - 22: 9pm (9pm-10pm)- - - 0% 0% 100% 0% 100% 0% - - - 23: 10pm (10pm-11pm)- - - 0% 0% 100% 0% 100% 0% - - - 24: 11pm (11pm-12am)- - - 0% 0% 100% 0% 100% 0% - - - E Ramp - In S 167 - In TURNING MOVEMENT COUNTS E Ramp - In S 167 - In TURNING MOVEMENT PERCENTAGE City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:2 Critical Approach Speed (mph): Minor Route:Appr. Lanes:1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ?Yes X No 2. Is the intersection in a built-up area or isolated community of <10,000 population?Yes X No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70%X 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied.Satisfied:X Yes X No Adequate trial(s) of other remedial measures tried:X Yes X No X Yes X No X Yes X No 100% Satisfied: (Used if neither Condition A or B is satisfied) 80% Satisfied: Eight Highest Hours TRAFFIC SIGNAL WARRANTS Kbaker 11/13/2020 Renton, WA 2025 Background Condition A - Minimum Vehicular Volume & Condition B - Interruption of Continuous Traffic Lind Ave 19th St 35 List Remedial Measures Tried (Required for 80% Combination of A & B) Warrant is also satisfied if both Condition A and Condition B are "80%" satisfied, given adequate trials of other remedial measures have been tried. (volumes in veh/hr)Minimum Requirements 11 AM12 PM1 PM2 PM3 PM4 PM5 PM6 PMApproach Lanes 1 2 or more Volume Level 100%70%100%70% 1,015 1,290 1,457 1,293 740on Major Street Highest Approach 60 42 80 56 74 107 68 99 214 331 210 82on Minor StreetW - 1B 80%Both Approaches 600 420 720 504 759 955 906 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 1,015 1,290 1,457 1,293 740on Major Street Highest Approach 120 84 160 112 74 107 68 99 214 331 210 82on Minor StreetW - 1A 80%Both Approaches 400 280 480 336 759 955 906 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 1,015 1,290 1,457 1,293 740on Major Street Highest Approach 75 53 100 70 74 107 68 99 214 331 210 82on Minor Street 1 2 or more 100%70%100%70% Approach Lanes Volume Level Both Approaches Minimum Requirements(volumes in veh/hr)W - 1B 100%750 525 900 630 759 955 906 82on Minor Street Highest Approach 74W - 1A 100%500 350 600 420 150 105 200 140 740on Major Street 107 68 99 214 331 210 1,015 1,290 1,457 1,293 Both Approaches 759 955 906 Based on MUTCD 2009 Page 1 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal rev. 05/2011 WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Satisfied: Yes X No If all four points lie above the appropriate line, then this warrant is satisfied. * Note: 115 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note:80 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor route approach with one lane. TRAFFIC SIGNAL WARRANTS (Volumes in veh/hr) SUM of Both Approaches on Major Street Highest Minor Street Approach 2 PM3 PM1,015 5 PM4 PM99 214 1,290 331 1,457 210 1,293 FIGURE W-2: Criteria for "100%" Volume Level FIGURE W-2: Criteria for "70%" Volume Level (Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) Four Highest Hours 0 100 200 300 400 500 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 100% Volume Level 115vph lower threshold 80vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor 0 100 200 300 400 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 70% Volumne Level 80vph lower threshold 60vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor Based on MUTCD 2009 Page 2 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:2 Critical Approach Speed (mph): Minor Route:Appr. Lanes:1 Yes X No 1A - Minimum Vehicular Volume:Yes X No Yes X No 1B - Interruption of Continuous Traffic:X Yes No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No CONCLUSIONS Warrants Satisfied: Remarks: Warrant #1: Eight-Hour Vehicular Volume SATISFIED TRAFFIC SIGNAL WARRANT SUMMARY Renton, WA Kbaker 11/13/2020 2025 Background Lind Ave 35 19th St 100% Satisfied80% Satisfied Warrant #2: Four-Hour Vehicular Volume Warrant #3: Peak Hour Warrant #4: Pedestrian Volume Any Remedial Measures Tried and their Outcome. The Unusual Case(s) that Justifies the use of this Warrant. Warrant #5: School Crossing Warrant #6: Coordinated Signal System Warrant #7: Crash Experience Warrant #8: Roadway Network Warrant #9: Intersection Near a Grade Crossing Any Remedial Measures Implemented to improve the Safety of the Students. Other Alternatives that have failed to reduce crashes. Based on MUTCD 2009 Summary Page NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:3 Critical Approach Speed (mph): Minor Route:Appr. Lanes:2 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ?Yes X No 2. Is the intersection in a built-up area or isolated community of <10,000 population?Yes X No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70%X 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied.Satisfied:X Yes X No Adequate trial(s) of other remedial measures tried:X Yes X No X Yes X No X Yes X No 100% Satisfied: (Used if neither Condition A or B is satisfied) 80% Satisfied: Eight Highest Hours TRAFFIC SIGNAL WARRANTS Kbaker 7/15/2021 Renton, WA 2021 Existing Condition A - Minimum Vehicular Volume & Condition B - Interruption of Continuous Traffic Grady Longacres 35 List Remedial Measures Tried (Required for 80% Combination of A & B) Warrant is also satisfied if both Condition A and Condition B are "80%" satisfied, given adequate trials of other remedial measures have been tried. (volumes in veh/hr)Minimum Requirements 11 AM12 PM1 PM2 PM3 PM4 PM5 PM6 PMApproach Lanes 1 2 or more Volume Level 100%70%100%70% 2,987 3,433 3,805 3,724 2,835on Major Street Highest Approach 60 42 80 56 68 60 54 228 395 637 526 265on Minor StreetW - 1B 80%Both Approaches 600 420 720 504 2,414 2,644 2,805 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 2,987 3,433 3,805 3,724 2,835on Major Street Highest Approach 120 84 160 112 68 60 54 228 395 637 526 265on Minor StreetW - 1A 80%Both Approaches 400 280 480 336 2,414 2,644 2,805 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 2,987 3,433 3,805 3,724 2,835on Major Street Highest Approach 75 53 100 70 68 60 54 228 395 637 526 265on Minor Street 1 2 or more 100%70%100%70% Approach Lanes Volume Level Both Approaches Minimum Requirements(volumes in veh/hr)W - 1B 100%750 525 900 630 2,414 2,644 2,805 265on Minor Street Highest Approach 68W - 1A 100%500 350 600 420 150 105 200 140 2,835on Major Street 60 54 228 395 637 526 2,987 3,433 3,805 3,724 Both Approaches 2,414 2,644 2,805 Based on MUTCD 2009 Page 1 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal rev. 05/2011 WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Satisfied:X Yes No If all four points lie above the appropriate line, then this warrant is satisfied. * Note: 115 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note:80 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor route approach with one lane. TRAFFIC SIGNAL WARRANTS (Volumes in veh/hr) SUM of Both Approaches on Major Street Highest Minor Street Approach 2 PM3 PM2,987 5 PM4 PM228 395 3,433 637 3,805 526 3,724 FIGURE W-2: Criteria for "100%" Volume Level FIGURE W-2: Criteria for "70%" Volume Level (Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) Four Highest Hours 0 100 200 300 400 500 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 100% Volume Level 115vph lower threshold 80vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor 0 100 200 300 400 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 70% Volumne Level 80vph lower threshold 60vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor Based on MUTCD 2009 Page 2 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:3 Critical Approach Speed (mph): Minor Route:Appr. Lanes:2 Yes X No 1A - Minimum Vehicular Volume:Yes X No Yes X No 1B - Interruption of Continuous Traffic:Yes X No Yes X No X Yes No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No 2CONCLUSIONSWarrants Satisfied: Remarks: Warrant #1: Eight-Hour Vehicular Volume SATISFIED TRAFFIC SIGNAL WARRANT SUMMARY Renton, WA Kbaker 7/15/2021 2021 Existing Grady 35 Longacres 100% Satisfied80% Satisfied Warrant #2: Four-Hour Vehicular Volume Warrant #3: Peak Hour Warrant #4: Pedestrian Volume Any Remedial Measures Tried and their Outcome. The Unusual Case(s) that Justifies the use of this Warrant. Warrant #5: School Crossing Warrant #6: Coordinated Signal System Warrant #7: Crash Experience Warrant #8: Roadway Network Warrant #9: Intersection Near a Grade Crossing Any Remedial Measures Implemented to improve the Safety of the Students. Other Alternatives that have failed to reduce crashes. Based on MUTCD 2009 Summary Page NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:3 Critical Approach Speed (mph): Minor Route:Appr. Lanes:2 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ?Yes X No 2. Is the intersection in a built-up area or isolated community of <10,000 population?Yes X No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70%X 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied.Satisfied:X Yes X No Adequate trial(s) of other remedial measures tried:X Yes X No X Yes X No X Yes X No TRAFFIC SIGNAL WARRANTS Kbaker 7/15/2021 Renton, WA 2021 Existing Condition A - Minimum Vehicular Volume & Condition B - Interruption of Continuous Traffic Grady Maple 35 List Remedial Measures Tried (Required for 80% Combination of A & B) Warrant is also satisfied if both Condition A and Condition B are "80%" satisfied, given adequate trials of other remedial measures have been tried. Eight Highest Hours 100% Satisfied: (Used if neither Condition A or B is satisfied) 80% Satisfied: (volumes in veh/hr)Minimum Requirements 11 AM12 PM1 PM2 PM3 PM4 PM5 PM6 PMApproach Lanes 1 2 or more Volume Level 100%70%100%70% Both Approaches 2,250 2,457 2,586 3,201 132on Minor Street Highest Approach 104W - 1A 100%500 350 600 420 150 105 200 140 2,511on Major Street 104 112 137 183 266 300 2,780 3,055 3,355 Approach Lanes Volume Level Both Approaches Minimum Requirements(volumes in veh/hr)W - 1B 100%750 525 900 630 2,250 2,457 2,586 1 2 or more 100%70%100%70% 2,780 3,055 3,355 3,201 2,511on Major Street Highest Approach 75 53 100 70 104 104 112 137 183 266 300 132on Minor Street Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements W - 1A 80%Both Approaches 400 280 480 336 2,250 2,457 2,586 2,780 3,055 3,355 3,201 2,511on Major Street Highest Approach 120 84 160 112 104 104 112 137 183 266 300 132on Minor Street Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 137 183 266 300 132on Minor StreetW - 1B 80%Both Approaches 600 420 720 504 2,250 2,457 2,586 2,780 3,055 3,355 3,201 2,511on Major Street Highest Approach 60 42 80 56 104 104 112 Based on MUTCD 2009 Page 1 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal rev. 05/2011 WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Satisfied:X Yes No If all four points lie above the appropriate line, then this warrant is satisfied. Four Highest Hours TRAFFIC SIGNAL WARRANTS FIGURE W-2: Criteria for "100%" Volume Level (Volumes in veh/hr) SUM of Both Approaches on Major Street Highest Minor Street Approach 2 PM3 PM2,870 5 PM4 PM137 183 3,055 266 3,355 300 3,201 * Note: 115 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor route approach with one lane. FIGURE W-2: Criteria for "70%" Volume Level (Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) 0 100 200 300 400 500 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 100% Volume Level 115vph lower threshold 80vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor 0 100 200 300 400 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 70% Volumne Level 80vph lower threshold 60vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor Based on MUTCD 2009 Page 2 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:3 Critical Approach Speed (mph): Minor Route:Appr. Lanes:2 X Yes No 1A - Minimum Vehicular Volume:Yes X No Yes X No 1B - Interruption of Continuous Traffic:X Yes No X Yes No X Yes No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No Yes X No 1 2 Warrant #5: School Crossing Warrant #6: Coordinated Signal System Warrant #7: Crash Experience Warrant #8: Roadway Network Warrant #9: Intersection Near a Grade Crossing Any Remedial Measures Implemented to improve the Safety of the Students. Other Alternatives that have failed to reduce crashes. 100% Satisfied80% Satisfied Warrant #2: Four-Hour Vehicular Volume Warrant #3: Peak Hour Warrant #4: Pedestrian Volume Any Remedial Measures Tried and their Outcome. The Unusual Case(s) that Justifies the use of this Warrant. Warrant #1: Eight-Hour Vehicular Volume SATISFIED TRAFFIC SIGNAL WARRANT SUMMARY Renton, WA Kbaker 7/15/2021 2021 Existing Grady 35 Maple CONCLUSIONS Warrants Satisfied: Remarks: Based on MUTCD 2009 Summary Page NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 In Out Total 00:00 2 0 2 01:00 0 1 1 02:00 0 1 1 03:00 86 70 156 04:00 141 141 282 05:00 171 171 342 06:00 213 171 384 07:00 171 170 341 08:00 42 56 98 09:00 59 45 104 10:00 44 87 131 11:00 34 33 67 12:00 73 73 146 13:00 96 75 171 14:00 74 73 147 15:00 79 93 172 16:00 102 78 180 17:00 78 80 158 18:00 78 101 179 19:00 20 20 40 20:00 0 0 0 21:00 0 1 1 22:00 1 23 24 23:00 1 2 3 1,565 1,565 3,129 Total Average Weekday HCM 6th TWSC 1: W 19th St & Raymond Ave 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 170 11 4 14 45 62 Future Vol, veh/h 170 11 4 14 45 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Yield Yield Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 185 12 4 15 49 67 Major/Minor Minor2 Major2 Conflicting Flow All 165 67 0 0 Stage 1 165 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 728 997 - - Stage 1 762 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 997 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)997 - - HCM Lane V/C Ratio 0.02 - - HCM Control Delay (s) 8.7 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.1 - - HCM 6th TWSC 2: W 19th St & Lind Ave 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 8 6 40 30 67 24 429 12 18 437 232 Future Vol, veh/h 22 8 6 40 30 67 24 429 12 18 437 232 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 145 - - 150 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 24 9 7 43 33 73 26 466 13 20 475 252 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 943 1172 364 807 1292 240 727 0 0 479 0 0 Stage 1 641 641 - 525 525 - - - - - - - Stage 2 302 531 - 282 767 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 217 191 633 273 162 761 872 - - 1080 - - Stage 1 430 468 - 504 528 - - - - - - - Stage 2 682 524 - 701 410 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 155 177 633 246 150 761 872 - - 1080 - - Mov Cap-2 Maneuver 155 177 - 246 150 - - - - - - - Stage 1 412 453 - 483 506 - - - - - - - Stage 2 553 503 - 658 396 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.5 21.2 0.7 0.3 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)872 - - 155 256 246 337 1080 - - HCM Lane V/C Ratio 0.03 - - 0.154 0.059 0.177 0.313 0.018 - - HCM Control Delay (s) 9.3 0.2 - 32.4 19.9 22.8 20.5 8.4 0.1 - HCM Lane LOS A A - D C C C A A - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.2 0.6 1.3 0.1 - - HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 158 226 2 166 265 46 426 5 100 710 140 Future Volume (veh/h) 91 158 226 2 166 265 46 426 5 100 710 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 172 246 2 180 288 50 463 5 109 772 152 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 545 486 313 422 376 280 1580 17 463 1298 256 Arrive On Green 0.07 0.31 0.31 0.00 0.24 0.24 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 605 3601 39 925 2960 583 Grp Volume(v), veh/h 99 172 246 2 180 288 50 228 240 109 463 461 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 605 1777 1863 925 1777 1765 Q Serve(g_s), s 2.1 4.0 6.8 0.0 4.6 9.1 3.7 4.4 4.4 4.6 10.6 10.6 Cycle Q Clear(g_c), s 2.1 4.0 6.8 0.0 4.6 9.1 14.3 4.4 4.4 9.1 10.6 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.33 Lane Grp Cap(c), veh/h 326 545 486 313 422 376 280 779 817 463 779 774 V/C Ratio(X) 0.30 0.32 0.51 0.01 0.43 0.77 0.18 0.29 0.29 0.24 0.59 0.59 Avail Cap(c_a), veh/h 364 597 532 474 597 532 280 779 817 463 779 774 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.8 14.3 15.2 15.6 17.3 19.0 16.8 9.7 9.7 12.6 11.4 11.4 Incr Delay (d2), s/veh 0.5 0.3 0.8 0.0 0.7 4.2 1.4 1.0 0.9 0.3 1.2 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 0.8 1.5 2.3 0.0 1.8 3.4 0.6 1.6 1.7 0.9 3.7 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.3 14.6 16.1 15.6 18.0 23.2 18.2 10.6 10.6 12.9 12.6 12.7 LnGrp LOS B B B B B C B B B B B B Approach Vol, veh/h 517 470 518 1033 Approach Delay, s/veh 15.2 21.2 11.4 12.7 Approach LOS B C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.0 4.6 20.9 28.0 8.4 17.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 5.0 18.0 23.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 16.3 2.0 8.8 12.6 4.1 11.1 Green Ext Time (p_c), s 1.9 0.0 1.7 4.9 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B HCM 6th TWSC 4: Raymond Ave & 16th St 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 412 119 31 318 10 25 1 11 10 1 8 Future Vol, veh/h 21 412 119 31 318 10 25 1 11 10 1 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 448 129 34 346 11 27 1 12 11 1 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 357 0 0 577 0 0 984 984 513 985 1043 352 Stage 1 - - - - - - 559 559 - 420 420 - Stage 2 - - - - - - 425 425 - 565 623 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1202 - - 996 - - 228 248 561 227 229 692 Stage 1 - - - - - - 513 511 - 611 589 - Stage 2 - - - - - - 607 586 - 510 478 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1202 - - 996 - - 215 235 561 212 217 692 Mov Cap-2 Maneuver - - - - - - 215 235 - 212 217 - Stage 1 - - - - - - 503 501 - 599 569 - Stage 2 - - - - - - 578 566 - 489 469 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.8 21.1 17.9 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)264 1202 - - 996 - - 300 HCM Lane V/C Ratio 0.152 0.019 - - 0.034 - - 0.069 HCM Control Delay (s) 21.1 8.1 - - 8.7 - - 17.9 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 0.5 0.1 - - 0.1 - - 0.2 HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 522 680 334 145 938 83 426 452 97 33 390 65 Future Volume (vph) 522 680 334 145 938 83 426 452 97 33 390 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.95 1.00 0.99 1.00 0.98 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.99 0.95 1.00 Satd. Flow (prot)1770 3364 1770 3496 1610 3285 1770 3463 Flt Permitted 0.95 1.00 0.95 1.00 0.16 0.53 0.95 1.00 Satd. Flow (perm) 1770 3364 1770 3496 272 1775 1770 3463 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 567 739 363 158 1020 90 463 491 105 36 424 71 RTOR Reduction (vph) 0 44 0 0 5 0 0 9 0 0 10 0 Lane Group Flow (vph) 567 1058 0 158 1105 0 301 749 0 36 485 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 37.5 57.8 16.2 36.5 43.4 43.4 4.0 20.4 Effective Green, g (s) 37.5 57.8 16.2 36.5 43.4 43.4 4.0 20.4 Actuated g/C Ratio 0.29 0.44 0.12 0.28 0.33 0.33 0.03 0.16 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 507 1485 219 974 279 801 54 539 v/s Ratio Prot c0.32 0.31 0.09 c0.32 c0.15 0.13 0.02 0.14 v/s Ratio Perm c0.20 0.18 v/c Ratio 1.12 0.71 0.72 1.13 1.08 0.93 0.67 0.90 Uniform Delay, d1 46.7 29.8 55.2 47.2 37.6 42.4 62.8 54.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 76.6 1.6 11.1 73.4 76.5 17.8 26.9 17.7 Delay (s) 123.3 31.4 66.3 120.6 114.1 60.2 89.7 72.0 Level of Service F C E F F E F E Approach Delay (s)62.6 113.8 75.5 73.2 Approach LOS E F E E Intersection Summary HCM 2000 Control Delay 81.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.14 Actuated Cycle Length (s) 130.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 104.0% ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 788 42 63 1000 123 12 8 28 16 6 32 Future Volume (veh/h) 104 788 42 63 1000 123 12 8 28 16 6 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 857 46 68 1087 134 13 9 30 17 7 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 158 1634 88 118 1444 178 226 116 196 262 81 196 Arrive On Green 0.09 0.48 0.48 0.07 0.45 0.45 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 3430 184 1781 3185 392 682 935 1585 886 659 1585 Grp Volume(v), veh/h 113 444 459 68 606 615 22 0 30 24 0 35 Grp Sat Flow(s),veh/h/ln1781 1777 1837 1781 1777 1800 1618 0 1585 1545 0 1585 Q Serve(g_s), s 2.5 7.1 7.1 1.5 11.4 11.5 0.0 0.0 0.7 0.0 0.0 0.8 Cycle Q Clear(g_c), s 2.5 7.1 7.1 1.5 11.4 11.5 0.4 0.0 0.7 0.5 0.0 0.8 Prop In Lane 1.00 0.10 1.00 0.22 0.59 1.00 0.71 1.00 Lane Grp Cap(c), veh/h 158 847 875 118 806 816 342 0 196 343 0 196 V/C Ratio(X) 0.71 0.52 0.52 0.58 0.75 0.75 0.06 0.00 0.15 0.07 0.00 0.18 Avail Cap(c_a), veh/h 242 971 1004 225 954 966 884 0 757 868 0 757 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh17.9 7.4 7.4 18.3 9.2 9.2 15.7 0.0 15.8 15.7 0.0 15.9 Incr Delay (d2), s/veh 5.9 0.5 0.5 4.4 2.8 2.8 0.1 0.0 0.4 0.1 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/ln1.1 1.9 1.9 0.7 3.6 3.7 0.2 0.0 0.2 0.2 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.8 7.9 7.9 22.8 12.0 12.0 15.8 0.0 16.2 15.8 0.0 16.3 LnGrp LOS C A A C B B B A B B A B Approach Vol, veh/h 1016 1289 52 59 Approach Delay, s/veh 9.7 12.6 16.0 16.1 Approach LOS A B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.5 7.2 23.8 9.5 8.1 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.3 5.1 22.1 19.3 5.5 21.7 Max Q Clear Time (g_c+I1), s 2.7 3.5 9.1 2.8 4.5 13.5 Green Ext Time (p_c), s 0.1 0.0 4.8 0.1 0.0 4.9 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 684 64 721 1066 62 93 153 480 18 99 36 Future Volume (veh/h) 81 684 64 721 1066 62 93 153 480 18 99 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 743 70 784 1159 67 101 166 0 20 108 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 261 737 69 754 1907 110 325 727 305 459 159 Arrive On Green 0.05 0.22 0.22 0.39 0.56 0.56 0.05 0.20 0.00 0.02 0.18 0.18 Sat Flow, veh/h 1781 3282 309 1781 3414 197 1781 3554 1585 1781 2590 896 Grp Volume(v), veh/h 88 402 411 784 603 623 101 166 0 20 73 74 Grp Sat Flow(s),veh/h/ln1781 1777 1815 1781 1777 1835 1781 1777 1585 1781 1777 1709 Q Serve(g_s), s 4.1 24.7 24.7 42.5 24.9 25.0 5.1 4.3 0.0 1.0 3.9 4.1 Cycle Q Clear(g_c), s 4.1 24.7 24.7 42.5 24.9 25.0 5.1 4.3 0.0 1.0 3.9 4.1 Prop In Lane 1.00 0.17 1.00 0.11 1.00 1.00 1.00 0.52 Lane Grp Cap(c), veh/h 261 399 407 754 993 1025 325 727 305 315 303 V/C Ratio(X) 0.34 1.01 1.01 1.04 0.61 0.61 0.31 0.23 0.07 0.23 0.25 Avail Cap(c_a), veh/h 308 399 407 754 993 1025 325 727 349 315 303 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh30.3 42.7 42.7 28.4 16.2 16.2 34.7 36.5 0.0 35.8 38.8 38.9 Incr Delay (d2), s/veh 0.8 47.0 46.7 43.7 1.1 1.0 0.5 0.7 0.0 0.1 1.7 1.9 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/ln1.8 15.9 16.2 28.4 10.0 10.3 2.3 1.9 0.0 0.4 1.8 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 89.6 89.4 72.1 17.3 17.3 35.2 37.2 0.0 35.9 40.5 40.8 LnGrp LOS C F F F B B D D D D D Approach Vol, veh/h 901 2010 267 A 167 Approach Delay, s/veh 83.8 38.6 36.5 40.1 Approach LOS F D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s6.8 27.0 47.0 29.2 9.8 24.0 10.3 65.9 Change Period (Y+Rc), s4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 19.8 42.5 24.7 5.3 19.5 8.7 58.5 Max Q Clear Time (g_c+I1), s3.0 6.3 44.5 26.7 7.1 6.1 6.1 27.0 Green Ext Time (p_c), s 0.0 0.7 0.0 0.0 0.0 0.6 0.0 10.4 Intersection Summary HCM 6th Ctrl Delay 50.7 HCM 6th LOS D Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Existing AM 2020 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 684 64 721 1066 62 93 153 480 18 99 36 Future Volume (veh/h) 81 684 64 721 1066 62 93 153 480 18 99 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 743 70 784 1159 67 101 166 0 20 108 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 236 1206 374 1019 1334 595 484 1043 453 664 229 Arrive On Green 0.06 0.24 0.24 0.20 0.38 0.38 0.06 0.29 0.00 0.02 0.26 0.26 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2590 896 Grp Volume(v), veh/h 88 743 70 784 1159 67 101 166 0 20 73 74 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1709 Q Serve(g_s), s 2.6 9.3 2.5 11.4 21.7 2.0 2.9 2.5 0.0 0.6 2.3 2.4 Cycle Q Clear(g_c), s 2.6 9.3 2.5 11.4 21.7 2.0 2.9 2.5 0.0 0.6 2.3 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.52 Lane Grp Cap(c), veh/h 236 1206 374 1019 1334 595 484 1043 453 455 438 V/C Ratio(X)0.37 0.62 0.19 0.77 0.87 0.11 0.21 0.16 0.04 0.16 0.17 Avail Cap(c_a), veh/h 257 1287 399 1084 1415 631 500 1043 537 455 438 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 24.5 21.9 15.3 20.8 14.6 17.7 18.8 0.0 18.9 20.7 20.8 Incr Delay (d2), s/veh 1.0 0.8 0.2 3.2 5.8 0.1 0.2 0.3 0.0 0.0 0.7 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 1.1 3.7 0.9 4.4 9.3 0.7 1.2 1.0 0.0 0.2 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 25.3 22.2 18.6 26.6 14.7 17.9 19.1 0.0 18.9 21.5 21.6 LnGrp LOS C C C B C B B B B C C Approach Vol, veh/h 901 2010 267 A 167 Approach Delay, s/veh 24.7 23.1 18.7 21.2 Approach LOS C C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 25.6 18.6 21.5 8.8 22.9 8.6 31.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.4 15.5 18.1 5.0 18.4 5.0 28.6 Max Q Clear Time (g_c+I1), s 2.6 4.5 13.4 11.3 4.9 4.4 4.6 23.7 Green Ext Time (p_c), s 0.0 0.7 0.8 2.9 0.0 0.6 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 8: Grandy Way & Longacres Dr 07/21/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 15.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 564 1207 1069 32 12 20 Future Vol, veh/h 564 1207 1069 32 12 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 250 - - - 75 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 613 1312 1162 35 13 22 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1197 0 - 0 3062 599 Stage 1 - - - - 1180 - Stage 2 - - - - 1882 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver ~ 579 - - - ~ 10 445 Stage 1 - - - - 254 - Stage 2 - - - - 106 - Platoon blocked, %- - - Mov Cap-1 Maneuver ~ 579 - - - 0 445 Mov Cap-2 Maneuver - - - - 0 - Stage 1 - - - - 0 - Stage 2 - - - - 106 - Approach EB WB SB HCM Control Delay, s 25.6 0 HCM LOS - Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 SBLn2 Capacity (veh/h)~ 579 - - - - 445 HCM Lane V/C Ratio 1.059 - - - - 0.049 HCM Control Delay (s) 80.5 - - - - 13.5 HCM Lane LOS F - - - - B HCM 95th %tile Q(veh) 17.4 - - - - 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 564 1027 1069 32 12 20 Future Volume (veh/h) 564 1027 1069 32 12 20 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 613 1116 1162 35 13 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 799 3137 1421 634 458 717 Arrive On Green 0.15 0.61 0.40 0.40 0.26 0.26 Sat Flow, veh/h 3456 5274 3647 1585 1781 2790 Grp Volume(v), veh/h 613 1116 1162 35 13 22 Grp Sat Flow(s),veh/h/ln 1728 1702 1777 1585 1781 1395 Q Serve(g_s), s 5.9 7.6 20.4 0.9 0.4 0.4 Cycle Q Clear(g_c), s 5.9 7.6 20.4 0.9 0.4 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 799 3137 1421 634 458 717 V/C Ratio(X) 0.77 0.36 0.82 0.06 0.03 0.03 Avail Cap(c_a), veh/h 799 3137 1421 634 458 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.84 0.84 0.29 0.29 1.00 1.00 Uniform Delay (d), s/veh 26.1 6.7 18.7 12.9 19.5 19.5 Incr Delay (d2), s/veh 3.8 0.3 1.6 0.0 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 2.3 7.9 0.3 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.9 6.9 20.3 12.9 19.6 19.5 LnGrp LOS C A C B B B Approach Vol, veh/h 1729 1197 35 Approach Delay, s/veh 15.1 20.1 19.6 Approach LOS B C B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 47.5 22.5 15.0 32.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 43.0 18.0 10.5 28.0 Max Q Clear Time (g_c+I1), s 9.6 2.4 7.9 22.4 Green Ext Time (p_c), s 9.9 0.1 0.7 3.6 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/15/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 174 370 104 139 602 506 139 440 13 106 1128 10 Future Volume (veh/h) 174 370 104 139 602 506 139 440 13 106 1128 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 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 402 113 151 654 550 151 478 0 115 1226 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 204 1026 458 186 991 442 196 1154 146 1244 Arrive On Green 0.11 0.29 0.29 0.10 0.28 0.28 0.06 0.32 0.00 0.08 0.35 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 189 402 113 151 654 550 151 478 0 115 1226 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.5 8.2 4.9 7.5 14.6 25.1 3.9 9.4 0.0 5.7 30.8 0.0 Cycle Q Clear(g_c), s 9.5 8.2 4.9 7.5 14.6 25.1 3.9 9.4 0.0 5.7 30.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 204 1026 458 186 991 442 196 1154 146 1244 V/C Ratio(X)0.93 0.39 0.25 0.81 0.66 1.24 0.77 0.41 0.79 0.99 Avail Cap(c_a), veh/h 204 1026 458 295 991 442 196 1154 245 1244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 39.5 25.7 24.5 39.4 28.7 32.4 41.9 23.7 0.0 40.6 29.0 0.0 Incr Delay (d2), s/veh 43.0 1.1 1.3 8.8 3.4 127.7 16.1 0.2 0.0 0.9 5.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 3.5 2.0 3.7 6.5 25.0 2.1 3.9 0.0 2.5 13.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.5 26.8 25.8 48.2 32.1 160.2 58.0 23.9 0.0 41.4 34.0 0.0 LnGrp LOS F C C D C F E C D C Approach Vol, veh/h 704 1355 629 A 1341 A Approach Delay, s/veh 41.6 85.9 32.1 34.6 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.9 30.5 11.9 33.7 14.8 29.6 9.6 36.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.9 20.5 12.4 24.2 10.3 25.1 5.1 31.5 Max Q Clear Time (g_c+I1), s 9.5 10.2 7.7 11.4 11.5 27.1 5.9 32.8 Green Ext Time (p_c), s 0.2 2.2 0.1 2.6 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 52.7 HCM 6th LOS D Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/15/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 428 30 274 1371 98 232 29 226 34 20 34 Future Volume (vph)32 428 30 274 1371 98 232 29 226 34 20 34 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot)1770 3387 1441 3433 3504 1784 1583 1770 1688 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.71 1.00 0.31 1.00 Satd. Flow (perm)1770 3387 1441 3433 3504 1319 1583 569 1688 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 35 465 33 298 1490 107 252 32 246 37 22 37 RTOR Reduction (vph) 0 1 18 0 6 0 0 0 186 0 25 0 Lane Group Flow (vph) 35 467 12 298 1591 0 0 284 60 37 34 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 3.1 34.6 34.6 12.2 43.7 22.1 22.1 29.7 29.7 Effective Green, g (s) 3.1 34.6 34.6 12.2 43.7 22.1 22.1 29.7 29.7 Actuated g/C Ratio 0.03 0.38 0.38 0.14 0.49 0.25 0.25 0.33 0.33 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)60 1302 553 465 1701 323 388 229 557 v/s Ratio Prot 0.02 0.14 c0.09 c0.45 c0.01 0.02 v/s Ratio Perm 0.01 c0.22 0.04 0.05 v/c Ratio 0.58 0.36 0.02 0.64 0.94 0.88 0.16 0.16 0.06 Uniform Delay, d1 42.8 19.8 17.2 36.8 21.8 32.7 26.6 21.6 20.6 Progression Factor 1.00 1.00 1.00 0.68 1.06 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.6 0.8 0.1 0.8 3.7 22.7 0.2 0.3 0.0 Delay (s)56.4 20.6 17.3 26.0 26.8 55.3 26.8 21.9 20.7 Level of Service E C B C C E C C C Approach Delay (s)22.7 26.7 42.1 21.1 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 28.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 90.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/15/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 518 106 815 38 32 134 112 2297 55 76 698 23 Future Volume (vph) 518 106 815 38 32 134 112 2297 55 76 698 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.97 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1713 1583 1814 1583 3433 3527 1770 3539 1583 Flt Permitted 0.95 0.60 1.00 0.69 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1057 1583 1277 1583 3433 3527 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 563 115 886 41 35 146 122 2497 60 83 759 25 RTOR Reduction (vph) 0 0 157 0 0 65 0 1 0 0 0 12 Lane Group Flow (vph) 338 340 729 0 76 81 122 2556 0 83 759 13 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 21.5 48.5 48.5 22.5 22.5 9.4 81.5 6.5 78.6 78.6 Effective Green, g (s) 21.5 48.5 48.5 22.5 22.5 9.4 81.5 6.5 78.6 78.6 Actuated g/C Ratio 0.14 0.32 0.32 0.15 0.15 0.06 0.54 0.04 0.52 0.52 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 435 511 191 237 215 1916 76 1854 829 v/s Ratio Prot 0.20 0.11 0.04 c0.72 c0.05 0.21 v/s Ratio Perm 0.14 c0.46 0.06 0.05 0.01 v/c Ratio 1.41 0.78 1.43 0.40 0.34 0.57 1.33 1.09 0.41 0.02 Uniform Delay, d1 64.2 46.0 50.8 57.6 57.1 68.3 34.2 71.8 21.6 17.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 206.7 8.9 203.1 1.4 0.9 3.4 154.0 130.6 0.7 0.0 Delay (s)271.0 54.8 253.9 59.0 58.0 71.7 188.2 202.3 22.3 17.2 Level of Service F D F E E E F F C B Approach Delay (s)214.3 58.3 182.9 39.4 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 163.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 101.9% ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM 6th TWSC 12: Maple Ave SW & Grady Way 07/15/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 5 Intersection Int Delay, s/veh 66.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 94 855 35 159 1415 25 22 6 56 5 3 48 Future Vol, veh/h 94 855 35 159 1415 25 22 6 56 5 3 48 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 98 - - 141 - - - - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 102 929 38 173 1538 27 24 7 61 5 3 52 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1565 0 0 967 0 0 2269 3063 484 2570 3069 783 Stage 1 - - - - - - 1152 1152 - 1898 1898 - Stage 2 - - - - - - 1117 1911 - 672 1171 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 418 - - 708 - - ~ 22 12 529 13 12 337 Stage 1 - - - - - - 210 270 - 72 116 - Stage 2 - - - - - - 221 114 - 412 265 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 418 - - 708 - - ~ 8 7 529 ~ 2 7 337 Mov Cap-2 Maneuver - - - - - - ~ 8 7 - ~ 2 7 - Stage 1 - - - - - - 159 204 - 54 88 - Stage 2 - - - - - - 136 86 - 267 200 - Approach EB WB NB SB HCM Control Delay, s 1.6 1.2 $ 1681.8 $ 653.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h)23 418 - - 708 - - 2 38 HCM Lane V/C Ratio 3.97 0.244 - - 0.244 - - 1.812 1.506 HCM Control Delay (s) $ 1681.8 16.4 - - 11.7 - -$ 3212.7$ 491.6 HCM Lane LOS F C - - B - - F F HCM 95th %tile Q(veh) 11.5 0.9 - - 1 - - 1.3 6 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 855 35 159 1415 25 22 6 56 5 3 48 Future Volume (veh/h) 94 855 35 159 1415 25 22 6 56 5 3 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 929 38 173 1538 27 24 7 61 5 3 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 229 1537 63 383 1643 29 413 109 453 344 188 453 Arrive On Green 0.06 0.44 0.44 0.08 0.46 0.46 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 3479 142 1781 3573 63 1125 383 1585 912 659 1585 Grp Volume(v), veh/h 102 474 493 173 764 801 31 0 61 8 0 52 Grp Sat Flow(s),veh/h/ln 1781 1777 1845 1781 1777 1859 1507 0 1585 1571 0 1585 Q Serve(g_s), s 2.1 14.2 14.2 3.6 28.5 28.6 0.3 0.0 2.0 0.0 0.0 1.7 Cycle Q Clear(g_c), s 2.1 14.2 14.2 3.6 28.5 28.6 0.9 0.0 2.0 0.2 0.0 1.7 Prop In Lane 1.00 0.08 1.00 0.03 0.77 1.00 0.62 1.00 Lane Grp Cap(c), veh/h 229 785 815 383 817 855 522 0 453 533 0 453 V/C Ratio(X) 0.44 0.60 0.60 0.45 0.94 0.94 0.06 0.00 0.13 0.02 0.00 0.11 Avail Cap(c_a), veh/h 254 785 815 498 825 863 522 0 453 533 0 453 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 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.7 14.9 14.9 10.9 17.9 17.9 18.2 0.0 18.6 17.9 0.0 18.5 Incr Delay (d2), s/veh 1.3 1.3 1.2 0.1 2.3 2.3 0.2 0.0 0.6 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 5.4 5.6 1.2 10.8 11.3 0.4 0.0 0.8 0.1 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 16.1 16.1 11.0 20.3 20.3 18.4 0.0 19.2 18.0 0.0 19.0 LnGrp LOS B B B B C C B A B B A B Approach Vol, veh/h 1069 1738 92 60 Approach Delay, s/veh 16.2 19.3 18.9 18.8 Approach LOS B B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.5 10.1 35.4 24.5 8.8 36.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 10.1 27.7 18.7 5.3 32.5 Max Q Clear Time (g_c+I1), s 4.0 5.6 16.2 3.7 4.1 30.6 Green Ext Time (p_c), s 0.2 0.2 4.8 0.1 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/15/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 298 498 339 975 829 30 867 1034 895 22 518 198 Future Volume (veh/h) 298 498 339 975 829 30 867 1034 895 22 518 198 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 324 541 0 1060 901 0 942 1124 973 24 563 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 243 521 795 853 683 1714 764 38 613 Arrive On Green 0.14 0.15 0.00 0.23 0.24 0.00 0.38 0.48 0.48 0.02 0.12 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 324 541 0 1060 901 0 942 1124 973 24 563 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 20.5 22.0 0.0 34.5 36.0 0.0 57.5 35.9 72.3 2.0 16.4 0.0 Cycle Q Clear(g_c), s 20.5 22.0 0.0 34.5 36.0 0.0 57.5 35.9 72.3 2.0 16.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 521 795 853 683 1714 764 38 613 V/C Ratio(X)1.33 1.04 1.33 1.06 1.38 0.66 1.27 0.64 0.92 Avail Cap(c_a), veh/h 243 521 795 853 683 1714 764 61 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 64.8 64.0 0.0 57.7 57.0 0.0 46.3 29.4 38.8 72.9 65.3 0.0 Incr Delay (d2), s/veh 174.3 49.6 0.0 158.7 46.8 0.0 179.9 0.9 132.9 16.7 19.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.1 13.6 0.0 32.6 21.7 0.0 59.4 15.6 55.8 1.1 8.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 239.1 113.6 0.0 216.5 103.8 0.0 226.1 30.3 171.8 89.5 84.3 0.0 LnGrp LOS F F F F F C F F F Approach Vol, veh/h 865 A 1961 A 3039 587 A Approach Delay, s/veh 160.6 164.7 136.3 84.6 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 39.0 26.5 62.0 22.5 25.0 40.5 7.7 76.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 34.5 22.0 57.5 18.0 20.5 36.0 5.1 70.4 Max Q Clear Time (g_c+I1), s 36.5 24.0 59.5 18.4 22.5 38.0 4.0 74.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 143.5 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 1: W 19th St & Raymond Ave 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 10 8 91 17 41 8 Future Vol, veh/h 10 8 91 17 41 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Yield Yield Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 9 99 18 45 9 Major/Minor Minor2 Major2 Conflicting Flow All 99 9 0 0 Stage 1 99 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 791 1073 - - Stage 1 813 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 1073 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)1073 - - HCM Lane V/C Ratio 0.109 - - HCM Control Delay (s) 8.8 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.4 - - HCM 6th TWSC 2: W 19th St & Lind Ave 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 29.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 173 5 116 14 7 38 1 633 31 57 560 13 Future Vol, veh/h 173 5 116 14 7 38 1 633 31 57 560 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 145 - - 150 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 188 5 126 15 8 41 1 688 34 62 609 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1090 1464 312 1138 1454 361 623 0 0 722 0 0 Stage 1 740 740 - 707 707 - - - - - - - Stage 2 350 724 - 431 747 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver ~ 170 127 684 156 129 636 954 - - 876 - - Stage 1 375 421 - 392 436 - - - - - - - Stage 2 639 429 - 573 418 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver ~ 138 113 684 112 115 636 954 - - 876 - - Mov Cap-2 Maneuver ~ 138 113 - 112 115 - - - - - - - Stage 1 374 376 - 391 435 - - - - - - - Stage 2 586 428 - 411 373 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 160.3 22.3 0 1.2 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)954 - - 138 566 112 373 876 - - HCM Lane V/C Ratio 0.001 - - 1.363 0.232 0.136 0.131 0.071 - - HCM Control Delay (s) 8.8 0 - 263.2 13.3 42.1 16.1 9.4 0.4 - HCM Lane LOS A A - F B E C A A - HCM 95th %tile Q(veh) 0 - - 12.1 0.9 0.5 0.4 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 384 261 174 6 175 226 107 818 4 172 400 168 Future Volume (veh/h) 384 261 174 6 175 226 107 818 4 172 400 168 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 417 284 189 7 190 246 116 889 4 187 435 183 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 425 722 466 265 322 288 385 1774 8 283 1195 498 Arrive On Green 0.18 0.35 0.35 0.01 0.18 0.18 0.49 0.49 0.49 0.49 0.49 0.49 Sat Flow, veh/h 1781 2069 1337 1781 1777 1585 805 3628 16 623 2445 1019 Grp Volume(v), veh/h 417 243 230 7 190 246 116 435 458 187 315 303 Grp Sat Flow(s),veh/h/ln 1781 1777 1630 1781 1777 1585 805 1777 1867 623 1777 1687 Q Serve(g_s), s 15.5 9.1 9.4 0.3 8.6 13.2 9.2 14.6 14.6 25.5 9.7 9.8 Cycle Q Clear(g_c), s 15.5 9.1 9.4 0.3 8.6 13.2 19.1 14.6 14.6 40.1 9.7 9.8 Prop In Lane 1.00 0.82 1.00 1.00 1.00 0.01 1.00 0.60 Lane Grp Cap(c), veh/h 425 620 568 265 322 288 385 869 913 283 869 825 V/C Ratio(X) 0.98 0.39 0.41 0.03 0.59 0.86 0.30 0.50 0.50 0.66 0.36 0.37 Avail Cap(c_a), veh/h 425 620 568 350 364 324 385 869 913 283 869 825 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 21.6 21.7 28.9 33.0 34.9 19.9 15.2 15.2 28.8 14.0 14.0 Incr Delay (d2), s/veh 38.4 0.4 0.5 0.0 2.0 18.0 2.0 2.1 2.0 5.6 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/ln 11.2 3.7 3.6 0.1 3.8 6.4 1.9 6.0 6.3 4.1 3.7 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.9 22.0 22.2 29.0 35.0 52.9 21.9 17.3 17.2 34.4 14.2 14.3 LnGrp LOS E C C C C D C B B C B B Approach Vol, veh/h 890 443 1009 805 Approach Delay, s/veh 41.2 44.9 17.8 18.9 Approach LOS D D B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 47.5 5.3 35.2 47.5 20.0 20.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 43.0 5.0 28.5 43.0 15.5 18.0 Max Q Clear Time (g_c+I1), s 21.1 2.3 11.4 42.1 17.5 15.2 Green Ext Time (p_c), s 6.9 0.0 2.7 0.5 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C HCM 6th TWSC 4: Raymond Ave & 16th St 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 792 14 5 434 16 56 2 14 11 2 6 Future Vol, veh/h 25 792 14 5 434 16 56 2 14 11 2 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 861 15 5 472 17 61 2 15 12 2 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 489 0 0 876 0 0 1418 1422 869 1422 1421 481 Stage 1 - - - - - - 923 923 - 491 491 - Stage 2 - - - - - - 495 499 - 931 930 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1074 - - 771 - - 114 136 351 114 136 585 Stage 1 - - - - - - 323 349 - 559 548 - Stage 2 - - - - - - 556 544 - 320 346 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1074 - - 771 - - 109 132 351 105 132 585 Mov Cap-2 Maneuver - - - - - - 109 132 - 105 132 - Stage 1 - - - - - - 315 340 - 545 545 - Stage 2 - - - - - - 544 541 - 297 337 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 70.8 33.7 HCM LOS F D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)127 1074 - - 771 - - 146 HCM Lane V/C Ratio 0.616 0.025 - - 0.007 - - 0.141 HCM Control Delay (s) 70.8 8.4 - - 9.7 - - 33.7 HCM Lane LOS F A - - A - - D HCM 95th %tile Q(veh) 3.2 0.1 - - 0 - - 0.5 HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 190 1585 512 125 1216 67 562 313 206 110 660 542 Future Volume (vph) 190 1585 512 125 1216 67 562 313 206 110 660 542 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.98 0.95 1.00 Satd. Flow (prot)1770 3410 1770 3511 1610 3203 1770 3300 Flt Permitted 0.95 1.00 0.95 1.00 0.09 0.56 0.95 1.00 Satd. Flow (perm) 1770 3410 1770 3511 144 1838 1770 3300 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 207 1723 557 136 1322 73 611 340 224 120 717 589 RTOR Reduction (vph) 0 21 0 0 3 0 0 22 0 0 99 0 Lane Group Flow (vph) 207 2259 0 136 1392 0 318 835 0 120 1207 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 16.9 64.5 8.5 56.1 63.5 63.5 8.9 42.5 Effective Green, g (s) 16.9 64.5 8.5 56.1 63.5 63.5 8.9 42.5 Actuated g/C Ratio 0.11 0.43 0.06 0.37 0.42 0.42 0.06 0.28 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 199 1466 100 1313 222 928 105 935 v/s Ratio Prot 0.12 c0.66 c0.08 0.40 c0.16 0.10 0.07 0.37 v/s Ratio Perm c0.45 0.28 v/c Ratio 1.04 1.54 1.36 1.06 1.43 1.16dl 1.14 1.29 Uniform Delay, d1 66.5 42.8 70.8 47.0 47.0 40.3 70.5 53.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 74.7 247.0 213.6 42.6 218.5 11.5 131.4 139.0 Delay (s) 141.3 289.8 284.3 89.6 265.6 51.7 201.9 192.8 Level of Service F F F F F D F F Approach Delay (s)277.4 106.9 109.6 193.5 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 190.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.51 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 138.8% ICU Level of Service H Analysis Period (min)15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1724 18 51 1216 18 27 8 70 89 11 141 Future Volume (veh/h) 75 1724 18 51 1216 18 27 8 70 89 11 141 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 1874 20 55 1322 20 29 9 76 97 12 153 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 105 1955 21 79 1893 29 81 15 380 87 6 380 Arrive On Green 0.06 0.54 0.54 0.04 0.53 0.53 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3602 38 1781 3583 54 0 62 1585 0 25 1585 Grp Volume(v), veh/h 82 923 971 55 655 687 38 0 76 109 0 153 Grp Sat Flow(s),veh/h/ln1781 1777 1863 1781 1777 1861 62 0 1585 25 0 1585 Q Serve(g_s), s 3.5 38.6 38.8 2.4 21.5 21.5 0.0 0.0 3.0 0.0 0.0 6.3 Cycle Q Clear(g_c), s 3.5 38.6 38.8 2.4 21.5 21.5 18.7 0.0 3.0 18.7 0.0 6.3 Prop In Lane 1.00 0.02 1.00 0.03 0.76 1.00 0.89 1.00 Lane Grp Cap(c), veh/h 105 964 1011 79 938 983 96 0 380 93 0 380 V/C Ratio(X) 0.78 0.96 0.96 0.69 0.70 0.70 0.39 0.00 0.20 1.17 0.00 0.40 Avail Cap(c_a), veh/h 153 968 1015 121 938 983 96 0 380 93 0 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh36.2 17.0 17.0 36.7 13.8 13.8 31.8 0.0 23.7 37.8 0.0 25.0 Incr Delay (d2), s/veh 14.3 19.3 19.3 10.2 2.3 2.2 2.6 0.0 0.3 146.3 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 18.7 19.7 1.2 8.2 8.6 0.8 0.0 1.1 5.5 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.5 36.3 36.3 47.0 16.1 16.0 34.4 0.0 23.9 184.1 0.0 25.7 LnGrp LOS D D D D B B C A C F A C Approach Vol, veh/h 1976 1397 114 262 Approach Delay, s/veh 36.9 17.2 27.4 91.6 Approach LOS D B C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 8.0 46.8 23.2 9.1 45.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.3 42.5 18.7 6.7 41.1 Max Q Clear Time (g_c+I1), s 20.7 4.4 40.8 20.7 5.5 23.5 Green Ext Time (p_c), s 0.0 0.0 1.5 0.0 0.0 8.9 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1621 80 441 1072 74 80 288 936 90 196 101 Future Volume (veh/h) 197 1621 80 441 1072 74 80 288 936 90 196 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1762 87 479 1165 80 87 313 0 98 213 110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 257 1230 60 315 1406 96 396 1208 402 768 382 Arrive On Green 0.09 0.36 0.36 0.15 0.42 0.42 0.04 0.34 0.00 0.03 0.33 0.33 Sat Flow, veh/h 1781 3448 169 1781 3374 231 1781 3554 1585 1781 2299 1142 Grp Volume(v), veh/h 214 902 947 479 613 632 87 313 0 98 163 160 Grp Sat Flow(s),veh/h/ln1781 1777 1840 1781 1777 1829 1781 1777 1585 1781 1777 1665 Q Serve(g_s), s 11.3 53.5 53.5 22.5 46.1 46.2 4.8 9.6 0.0 5.0 10.1 10.6 Cycle Q Clear(g_c), s 11.3 53.5 53.5 22.5 46.1 46.2 4.8 9.6 0.0 5.0 10.1 10.6 Prop In Lane 1.00 0.09 1.00 0.13 1.00 1.00 1.00 0.69 Lane Grp Cap(c), veh/h 257 634 656 315 740 762 396 1208 402 593 556 V/C Ratio(X) 0.83 1.42 1.44 1.52 0.83 0.83 0.22 0.26 0.24 0.27 0.29 Avail Cap(c_a), veh/h 292 634 656 315 740 762 396 1208 402 593 556 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh33.8 48.2 48.3 51.1 39.0 39.0 31.4 35.8 0.0 32.6 36.6 36.8 Incr Delay (d2), s/veh 16.6 199.8 207.8 249.5 7.8 7.7 0.3 0.5 0.0 0.3 1.1 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/ln6.1 58.7 62.3 29.4 21.7 22.3 2.1 4.3 0.0 2.5 4.6 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.4 248.0 256.0 300.6 46.7 46.7 31.7 36.3 0.0 32.9 37.8 38.1 LnGrp LOS D F F F D D C D C D D Approach Vol, veh/h 2063 1724 400 A 421 Approach Delay, s/veh 231.2 117.2 35.3 36.8 Approach LOS F F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.5 55.5 27.0 58.0 10.4 54.6 18.0 67.0 Change Period (Y+Rc), s4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 51.0 22.5 53.5 5.9 50.1 16.5 59.5 Max Q Clear Time (g_c+I1), s7.0 11.6 24.5 55.5 6.8 12.6 13.3 48.2 Green Ext Time (p_c), s 0.0 2.2 0.0 0.0 0.0 2.1 0.2 6.2 Intersection Summary HCM 6th Ctrl Delay 153.8 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Existing PM 2020 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1621 80 441 1072 74 80 288 936 90 196 101 Future Volume (veh/h) 197 1621 80 441 1072 74 80 288 936 90 196 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1762 87 479 1165 80 87 313 0 98 213 110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 278 1843 572 540 1326 592 387 983 400 648 322 Arrive On Green 0.09 0.36 0.36 0.11 0.37 0.37 0.05 0.28 0.00 0.06 0.28 0.28 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2299 1142 Grp Volume(v), veh/h 214 1762 87 479 1165 80 87 313 0 98 163 160 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1665 Q Serve(g_s), s 6.7 30.3 3.3 7.7 27.5 3.0 3.1 6.3 0.0 3.5 6.5 6.9 Cycle Q Clear(g_c), s 6.7 30.3 3.3 7.7 27.5 3.0 3.1 6.3 0.0 3.5 6.5 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.69 Lane Grp Cap(c), veh/h 278 1843 572 540 1326 592 387 983 400 501 469 V/C Ratio(X)0.77 0.96 0.15 0.89 0.88 0.14 0.22 0.32 0.25 0.32 0.34 Avail Cap(c_a), veh/h 278 1844 572 540 1327 592 410 983 400 501 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 28.1 19.4 20.8 26.3 18.6 21.7 25.8 0.0 21.5 25.5 25.7 Incr Delay (d2), s/veh 12.2 12.2 0.1 16.2 7.0 0.1 0.3 0.9 0.0 0.3 1.7 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 3.5 13.8 1.2 4.1 12.4 1.1 1.3 2.7 0.0 1.5 2.9 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.8 40.3 19.6 37.0 33.3 18.7 22.0 26.7 0.0 21.8 27.3 27.7 LnGrp LOS C D B D C B C C C C C Approach Vol, veh/h 2063 1724 400 A 421 Approach Delay, s/veh 38.6 33.7 25.6 26.1 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.5 29.4 14.1 37.0 9.0 29.9 13.0 38.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 24.9 9.6 32.5 5.7 24.2 8.5 33.6 Max Q Clear Time (g_c+I1), s 5.5 8.3 9.7 32.3 5.1 8.9 8.7 29.5 Green Ext Time (p_c), s 0.0 1.8 0.0 0.2 0.0 1.6 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 8: Grandy Way & Longacres Dr 07/21/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 126.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 1941 1776 27 32 605 Future Vol, veh/h 62 1941 1776 27 32 605 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 250 - - - 75 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 67 2110 1930 29 35 658 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1959 0 - 0 3134 980 Stage 1 - - - - 1945 - Stage 2 - - - - 1189 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 294 - - - ~ 9 ~ 249 Stage 1 - - - - 97 - Stage 2 - - - - 251 - Platoon blocked, %- - - Mov Cap-1 Maneuver 294 - - - ~ 7 ~ 249 Mov Cap-2 Maneuver - - - - ~ 7 - Stage 1 - - - - 75 - Stage 2 - - - - 251 - Approach EB WB SB HCM Control Delay, s 0.6 0 $ 882.3 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 SBLn2 Capacity (veh/h)294 - - - 7 249 HCM Lane V/C Ratio 0.229 - - - 4.969 2.641 HCM Control Delay (s) 20.8 - - -$ 2807.8$ 780.5 HCM Lane LOS C - - - F F HCM 95th %tile Q(veh) 0.9 - - - 5.7 55.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 62 1941 1776 27 32 605 Future Volume (veh/h) 62 1941 1776 27 32 605 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 2110 1930 29 35 658 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 216 3298 1940 865 497 779 Arrive On Green 0.06 0.65 0.55 0.55 0.28 0.28 Sat Flow, veh/h 3456 5274 3647 1585 1781 2790 Grp Volume(v), veh/h 67 2110 1930 29 35 658 Grp Sat Flow(s),veh/h/ln 1728 1702 1777 1585 1781 1395 Q Serve(g_s), s 2.2 29.9 64.8 1.0 1.7 26.7 Cycle Q Clear(g_c), s 2.2 29.9 64.8 1.0 1.7 26.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 216 3298 1940 865 497 779 V/C Ratio(X) 0.31 0.64 0.99 0.03 0.07 0.84 Avail Cap(c_a), veh/h 216 3298 1940 865 497 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.62 0.62 1.00 1.00 Uniform Delay (d), s/veh 53.8 12.8 27.1 12.6 31.8 40.8 Incr Delay (d2), s/veh 0.1 0.1 15.0 0.0 0.3 10.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 10.7 29.9 0.4 0.8 20.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 12.9 42.0 12.7 32.1 51.7 LnGrp LOS D B D B C D Approach Vol, veh/h 2177 1959 693 Approach Delay, s/veh 14.2 41.6 50.7 Approach LOS B D D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 82.0 38.0 12.0 70.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 77.5 33.5 7.5 65.5 Max Q Clear Time (g_c+I1), s 31.9 28.7 4.2 66.8 Green Ext Time (p_c), s 27.7 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/15/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 199 843 246 1085 1051 576 388 1253 22 147 803 21 Future Volume (veh/h) 199 843 246 1085 1051 576 388 1253 22 147 803 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 216 916 267 1179 1142 626 422 1362 0 160 873 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 239 723 322 647 1538 686 265 888 113 841 Arrive On Green 0.13 0.20 0.20 0.36 0.43 0.43 0.08 0.25 0.00 0.06 0.24 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 216 916 267 1179 1142 626 422 1362 0 160 873 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 17.9 30.5 24.2 54.5 40.3 55.5 11.5 37.5 0.0 9.5 35.5 0.0 Cycle Q Clear(g_c), s 17.9 30.5 24.2 54.5 40.3 55.5 11.5 37.5 0.0 9.5 35.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 239 723 322 647 1538 686 265 888 113 841 V/C Ratio(X)0.91 1.27 0.83 1.82 0.74 0.91 1.59 1.53 1.42 1.04 Avail Cap(c_a), veh/h 272 723 322 647 1538 686 265 888 113 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.00 0.29 0.29 0.00 Uniform Delay (d), s/veh 64.0 59.8 57.2 47.7 35.6 39.9 69.2 56.3 0.0 70.3 57.3 0.0 Incr Delay (d2), s/veh 29.0 131.3 21.2 375.8 3.3 18.6 268.4 240.4 0.0 202.8 27.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 26.9 11.6 91.6 18.1 25.0 15.0 46.5 0.0 10.7 19.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.0 191.0 78.4 423.6 38.9 58.5 337.7 296.6 0.0 273.0 84.9 0.0 LnGrp LOS F F E F D E F F F F Approach Vol, veh/h 1399 2947 1784 A 1033 A Approach Delay, s/veh 154.4 196.9 306.3 114.0 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 59.0 35.0 14.0 42.0 24.6 69.4 16.0 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 54.5 30.5 9.5 37.5 22.9 62.1 11.5 35.5 Max Q Clear Time (g_c+I1), s 56.5 32.5 11.5 39.5 19.9 57.5 13.5 37.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.2 3.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 203.9 HCM 6th LOS F Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/15/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 1574 58 503 926 203 119 221 332 252 54 66 Future Volume (vph) 116 1574 58 503 926 203 119 221 332 252 54 66 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot)1770 3388 1441 3433 3444 1831 1583 1770 1709 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.83 1.00 0.18 1.00 Satd. Flow (perm)1770 3388 1441 3433 3444 1548 1583 331 1709 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 1711 63 547 1007 221 129 240 361 274 59 72 RTOR Reduction (vph) 0 0 32 0 18 0 0 0 165 0 39 0 Lane Group Flow (vph) 126 1717 25 547 1210 0 0 369 196 274 92 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 10.2 44.0 44.0 13.5 47.3 18.0 18.0 29.0 29.0 Effective Green, g (s) 10.2 44.0 44.0 13.5 47.3 18.0 18.0 29.0 29.0 Actuated g/C Ratio 0.10 0.44 0.44 0.14 0.47 0.18 0.18 0.29 0.29 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 180 1490 634 463 1629 278 284 189 495 v/s Ratio Prot 0.07 c0.51 c0.16 c0.35 c0.09 0.05 v/s Ratio Perm 0.02 0.24 0.12 c0.33 v/c Ratio 0.70 1.15 0.04 1.18 0.74 1.33 0.69 1.45 0.19 Uniform Delay, d1 43.4 28.0 16.0 43.2 21.4 41.0 38.4 33.5 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 76.7 0.1 101.9 3.1 170.0 7.1 229.5 0.2 Delay (s)54.7 104.7 16.1 145.2 24.5 211.0 45.5 263.0 26.8 Level of Service D F B F C F D F C Approach Delay (s)98.7 61.7 129.2 186.6 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 97.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 105.6% ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/15/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 577 98 1016 45 28 120 406 1090 115 135 2417 94 Future Volume (vph) 577 98 1016 45 28 120 406 1090 115 135 2417 94 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.97 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1709 1583 1807 1583 3433 3489 1770 3539 1583 Flt Permitted 0.95 0.60 1.00 0.64 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1069 1583 1191 1583 3433 3489 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 627 107 1104 49 30 130 441 1185 125 147 2627 102 RTOR Reduction (vph) 0 0 118 0 0 107 0 5 0 0 0 42 Lane Group Flow (vph) 364 370 986 0 79 23 441 1305 0 147 2627 60 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 24.5 55.5 55.5 26.5 26.5 13.5 65.9 15.1 67.5 67.5 Effective Green, g (s) 24.5 55.5 55.5 26.5 26.5 13.5 65.9 15.1 67.5 67.5 Actuated g/C Ratio 0.16 0.37 0.37 0.18 0.18 0.09 0.44 0.10 0.45 0.45 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 500 585 210 279 308 1532 178 1592 712 v/s Ratio Prot 0.22 0.12 c0.13 0.37 0.08 c0.74 v/s Ratio Perm 0.15 c0.62 0.07 0.01 0.04 v/c Ratio 1.33 0.74 1.68 0.38 0.08 1.43 0.85 0.83 1.65 0.08 Uniform Delay, d1 62.8 41.0 47.2 54.5 51.6 68.2 37.7 66.2 41.2 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 1.66 2.95 Incremental Delay, d2 170.8 5.7 315.5 1.1 0.1 212.1 6.2 3.0 292.8 0.0 Delay (s)233.6 46.7 362.8 55.6 51.7 280.3 43.9 57.4 361.3 69.5 Level of Service F D F E D F D E F E Approach Delay (s)273.5 53.2 103.4 335.4 Approach LOS F D F F Intersection Summary HCM 2000 Control Delay 248.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.70 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 145.1% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th TWSC 12: Maple Ave SW & Grady Way 07/15/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 240 1907 47 104 1206 55 34 19 229 18 16 127 Future Vol, veh/h 240 1907 47 104 1206 55 34 19 229 18 16 127 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 98 - - 141 - - - - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 261 2073 51 113 1311 60 37 21 249 20 17 138 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1371 0 0 2124 0 0 3511 4218 1062 3136 4213 686 Stage 1 - - - - - - 2621 2621 - 1567 1567 - Stage 2 - - - - - - 890 1597 - 1569 2646 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 497 - - 253 - - ~ 2 ~ 2 ~ 220 ~ 5 ~ 2 390 Stage 1 - - - - - - ~ 24 49 - 116 170 - Stage 2 - - - - - - 304 164 - 116 48 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 497 - - 253 - - - ~ 1 ~ 220 - ~ 1 390 Mov Cap-2 Maneuver - - - - - - - ~ 1 - - ~ 1 - Stage 1 - - - - - - ~ 11 23 - 55 94 - Stage 2 - - - - - - 89 91 - - 23 - Approach EB WB NB SB HCM Control Delay, s 2.2 2.3 HCM LOS -- Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h)- 497 - - 253 - - - - HCM Lane V/C Ratio - 0.525 - - 0.447 - - - - HCM Control Delay (s) - 20 - - 30.2 - - - - HCM Lane LOS - C - - D - - - - HCM 95th %tile Q(veh) - 3 - - 2.2 - - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 1907 47 104 1206 55 34 19 229 18 16 127 Future Volume (veh/h) 240 1907 47 104 1206 55 34 19 229 18 16 127 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 261 2073 51 113 1311 60 37 21 249 20 17 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 349 2107 52 176 1939 89 253 130 322 220 170 322 Arrive On Green 0.09 0.59 0.59 0.05 0.56 0.56 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3545 87 1781 3461 158 923 640 1585 779 836 1585 Grp Volume(v), veh/h 261 1035 1089 113 672 699 58 0 249 37 0 138 Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1842 1562 0 1585 1615 0 1585 Q Serve(g_s), s 5.4 50.9 51.9 2.4 24.1 24.2 1.1 0.0 13.4 0.0 0.0 6.8 Cycle Q Clear(g_c), s 5.4 50.9 51.9 2.4 24.1 24.2 2.5 0.0 13.4 1.4 0.0 6.8 Prop In Lane 1.00 0.05 1.00 0.09 0.64 1.00 0.54 1.00 Lane Grp Cap(c), veh/h 349 1056 1102 176 996 1032 383 0 322 390 0 322 V/C Ratio(X) 0.75 0.98 0.99 0.64 0.68 0.68 0.15 0.00 0.77 0.09 0.00 0.43 Avail Cap(c_a), veh/h 475 1056 1102 188 996 1032 383 0 322 390 0 322 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)0.71 0.71 0.71 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.0 17.7 17.9 21.3 14.0 14.0 29.5 0.0 33.9 29.1 0.0 31.3 Incr Delay (d2), s/veh 3.1 19.0 20.2 0.6 0.3 0.3 0.8 0.0 16.4 0.5 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 23.6 25.4 1.3 8.9 9.2 1.1 0.0 6.5 0.7 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 36.7 38.1 21.9 14.3 14.3 30.3 0.0 50.2 29.6 0.0 35.4 LnGrp LOS B D D C B B C A D C A D Approach Vol, veh/h 2385 1484 307 175 Approach Delay, s/veh 35.3 14.9 46.5 34.2 Approach LOS D B D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 58.0 22.8 12.3 54.9 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.3 52.9 18.3 14.1 44.1 18.3 Max Q Clear Time (g_c+I1), s 4.4 53.9 8.8 7.4 26.2 15.4 Green Ext Time (p_c), s 0.0 0.0 0.4 0.4 9.3 0.3 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/15/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 302 1366 1105 749 651 40 648 605 633 133 1275 371 Future Volume (veh/h) 302 1366 1105 749 651 40 648 605 633 133 1275 371 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 328 1485 0 814 708 0 704 658 688 145 1386 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 342 1149 472 952 398 1173 523 160 1004 Arrive On Green 0.19 0.32 0.00 0.14 0.27 0.00 0.22 0.33 0.33 0.09 0.20 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 328 1485 0 814 708 0 704 658 688 145 1386 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 27.4 48.5 0.0 20.5 27.3 0.0 33.5 22.8 49.5 12.1 29.5 0.0 Cycle Q Clear(g_c), s 27.4 48.5 0.0 20.5 27.3 0.0 33.5 22.8 49.5 12.1 29.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 342 1149 472 952 398 1173 523 160 1004 V/C Ratio(X)0.96 1.29 1.72 0.74 1.77 0.56 1.32 0.90 1.38 Avail Cap(c_a), veh/h 342 1149 472 952 398 1173 523 160 1004 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 60.0 50.8 0.0 64.8 50.2 0.0 58.3 41.3 50.3 67.6 60.3 0.0 Incr Delay (d2), s/veh 37.8 138.2 0.0 334.4 5.2 0.0 356.4 0.6 155.0 44.4 177.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.0 43.5 0.0 31.0 12.9 0.0 54.5 10.2 42.1 7.5 29.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 97.8 188.9 0.0 399.2 55.4 0.0 414.7 41.9 205.3 112.0 237.6 0.0 LnGrp LOS F F F E F D F F F Approach Vol, veh/h 1813 A 1522 A 2050 1531 A Approach Delay, s/veh 172.4 239.3 224.8 225.7 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 53.0 38.0 34.0 33.3 44.7 18.0 54.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 48.5 33.5 29.5 28.8 40.2 13.5 49.5 Max Q Clear Time (g_c+I1), s 22.5 50.5 35.5 31.5 29.4 29.3 14.1 51.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 214.5 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 2010 TWSC 1: W 19th St & Raymond Ave 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 191 12 5 16 50 69 Future Vol, veh/h 191 12 5 16 50 69 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Yield Yield Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # - - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 208 13 5 17 54 75 Major/Minor Minor2 Major2 Conflicting Flow All 183 75 0 0 Stage 1 183 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 711 986 - - Stage 1 748 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 986 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)986 - - HCM Lane V/C Ratio 0.023 - - HCM Control Delay (s) 8.7 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.1 - - HCM 2010 TWSC 2: W 19th St & Lind Ave 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 10 7 45 33 75 27 482 13 20 492 261 Future Vol, veh/h 25 10 7 45 33 75 27 482 13 20 492 261 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 145 - - 150 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 11 8 49 36 82 29 524 14 22 535 284 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1059 1317 410 906 1452 269 819 0 0 538 0 0 Stage 1 721 721 - 589 589 - - - - - - - Stage 2 338 596 - 317 863 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 179 156 591 231 129 729 805 - - 1026 - - Stage 1 385 430 - 461 494 - - - - - - - Stage 2 650 490 - 669 370 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 113 142 591 200 117 729 805 - - 1026 - - Mov Cap-2 Maneuver 113 142 - 200 117 - - - - - - - Stage 1 365 412 - 437 469 - - - - - - - Stage 2 506 465 - 616 354 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 37.6 27.3 0.7 0.3 HCM LOS E D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)805 - - 113 207 200 281 1026 - - HCM Lane V/C Ratio 0.036 - - 0.24 0.089 0.245 0.418 0.021 - - HCM Control Delay (s) 9.6 0.2 - 46.7 24.1 28.7 26.7 8.6 0.2 - HCM Lane LOS A A - E C D D A A - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.3 0.9 2 0.1 - - HCM 6th AWSC 2: W 19th St & Lind Ave 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 22.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 10 7 45 33 75 27 482 13 20 492 261 Future Vol, veh/h 25 10 7 45 33 75 27 482 13 20 492 261 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 11 8 49 36 82 29 524 14 22 535 284 Number of Lanes 1 1 0 1 1 0 0 2 0 0 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.7 12.2 15.8 29.6 HCM LOS B B C D Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %10% 0% 100% 0% 100% 0% 8% 0% Vol Thru, %90% 95% 0% 59% 0% 31% 92% 49% Vol Right, %0% 5% 0% 41% 0% 69% 0% 51% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 268 254 25 17 45 108 266 507 LT Vol 27 0 25 0 45 0 20 0 Through Vol 241 241 0 10 0 33 246 246 RT Vol 0 13 0 7 0 75 0 261 Lane Flow Rate 291 276 27 18 49 117 289 551 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util (X)0.525 0.491 0.066 0.041 0.113 0.237 0.496 0.884 Departure Headway (Hd)6.487 6.399 8.757 7.943 8.287 7.274 6.179 5.775 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 553 560 411 453 430 491 581 623 Service Time 4.265 4.177 6.457 5.643 6.076 5.062 3.948 3.544 HCM Lane V/C Ratio 0.526 0.493 0.066 0.04 0.114 0.238 0.497 0.884 HCM Control Delay 16.3 15.3 12.1 11 12.1 12.3 14.9 37.3 HCM Lane LOS C C B B B B B E HCM 95th-tile Q 3 2.7 0.2 0.1 0.4 0.9 2.7 10.5 HCM 6th Roundabout 2: W 19th St & Lind Ave 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 6.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 46 167 567 841 Demand Flow Rate, veh/h 47 171 578 858 Vehicles Circulating, veh/h 618 592 61 117 Vehicles Exiting, veh/h 357 47 604 646 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.9 5.7 6.7 6.5 Approach LOS A A A A Lane Left Right Left Right Left Right Left Right Designated Moves L TR L TR LT R LT R Assumed Moves L TR L TR LT R LT R RT Channelized Lane Util 0.596 0.404 0.292 0.708 0.976 0.024 0.662 0.338 Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.535 2.535 2.535 2.535 Critical Headway, s 4.544 4.544 4.544 4.544 4.544 4.544 4.544 4.544 Entry Flow, veh/h 28 19 50 121 564 14 568 290 Cap Entry Lane, veh/h 809 809 829 829 1343 1343 1277 1277 Entry HV Adj Factor 0.964 0.989 0.980 0.977 0.980 1.000 0.981 0.979 Flow Entry, veh/h 27 19 49 118 553 14 557 284 Cap Entry, veh/h 780 800 812 810 1316 1343 1253 1250 V/C Ratio 0.035 0.023 0.060 0.146 0.420 0.010 0.445 0.227 Control Delay, s/veh 5.0 4.7 5.0 5.9 6.8 2.8 7.4 4.9 LOS A A A A A A A A 95th %tile Queue, veh 0 0 0 1 2 0 2 1 HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 178 254 2 186 299 51 480 6 112 799 158 Future Volume (veh/h) 103 178 254 2 186 299 51 480 6 112 799 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 193 276 2 202 325 55 522 7 122 868 172 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 319 583 520 307 456 407 231 1526 20 416 1257 249 Arrive On Green 0.07 0.33 0.33 0.00 0.26 0.26 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 542 3590 48 874 2956 586 Grp Volume(v), veh/h 112 193 276 2 202 325 55 258 271 122 522 518 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 542 1777 1862 874 1777 1765 Q Serve(g_s), s 2.4 4.5 7.8 0.0 5.3 10.6 5.1 5.4 5.4 6.0 13.2 13.2 Cycle Q Clear(g_c), s 2.4 4.5 7.8 0.0 5.3 10.6 18.3 5.4 5.4 11.4 13.2 13.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.33 Lane Grp Cap(c), veh/h 319 583 520 307 456 407 231 755 791 416 755 750 V/C Ratio(X) 0.35 0.33 0.53 0.01 0.44 0.80 0.24 0.34 0.34 0.29 0.69 0.69 Avail Cap(c_a), veh/h 348 583 520 464 579 516 231 755 791 416 755 750 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.7 14.0 15.1 15.3 17.2 19.2 20.4 10.7 10.7 14.5 12.9 12.9 Incr Delay (d2), s/veh 0.7 0.3 1.0 0.0 0.7 6.9 2.4 1.2 1.2 0.4 2.7 2.7 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/ln0.9 1.7 2.6 0.0 2.0 4.3 0.7 2.1 2.1 1.1 4.9 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 14.3 16.1 15.3 17.9 26.1 22.8 11.9 11.9 14.9 15.6 15.6 LnGrp LOS B B B B B C C B B B B B Approach Vol, veh/h 581 529 584 1162 Approach Delay, s/veh 15.2 22.9 12.9 15.6 Approach LOS B C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.0 4.7 22.6 28.0 8.6 18.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 5.0 18.0 23.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 20.3 2.0 9.8 15.2 4.4 12.6 Green Ext Time (p_c), s 1.1 0.0 1.8 4.6 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B HCM 2010 TWSC 4: Raymond Ave & 16th St 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 463 134 35 358 11 29 1 12 11 1 10 Future Vol, veh/h 24 463 134 35 358 11 29 1 12 11 1 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 503 146 38 389 12 32 1 13 12 1 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 401 0 0 649 0 0 1105 1105 576 1106 1172 395 Stage 1 - - - - - - 628 628 - 471 471 - Stage 2 - - - - - - 477 477 - 635 701 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1158 - - 937 - - 188 211 517 188 192 654 Stage 1 - - - - - - 471 476 - 573 560 - Stage 2 - - - - - - 569 556 - 467 441 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1158 - - 937 - - 175 198 517 174 180 654 Mov Cap-2 Maneuver - - - - - - 175 198 - 174 180 - Stage 1 - - - - - - 461 466 - 560 537 - Stage 2 - - - - - - 536 533 - 444 431 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.8 26 20.1 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)217 1158 - - 937 - - 262 HCM Lane V/C Ratio 0.21 0.023 - - 0.041 - - 0.091 HCM Control Delay (s) 26 8.2 - - 9 - - 20.1 HCM Lane LOS D A - - A - - C HCM 95th %tile Q(veh) 0.8 0.1 - - 0.1 - - 0.3 HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 587 765 376 164 1056 93 480 509 109 37 439 73 Future Volume (vph) 587 765 376 164 1056 93 480 509 109 37 439 73 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.95 1.00 0.99 1.00 0.98 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.99 0.95 1.00 Satd. Flow (prot)1770 3364 1770 3496 1610 3284 1770 3464 Flt Permitted 0.95 1.00 0.95 1.00 0.14 0.53 0.95 1.00 Satd. Flow (perm)1770 3364 1770 3496 243 1772 1770 3464 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 638 832 409 178 1148 101 522 553 118 40 477 79 RTOR Reduction (vph) 0 43 0 0 5 0 0 9 0 0 9 0 Lane Group Flow (vph) 638 1198 0 178 1244 0 334 850 0 40 547 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 39.5 62.9 17.1 40.5 47.4 47.4 4.0 23.4 Effective Green, g (s) 39.5 62.9 17.1 40.5 47.4 47.4 4.0 23.4 Actuated g/C Ratio 0.28 0.45 0.12 0.29 0.34 0.34 0.03 0.17 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 496 1501 214 1004 270 805 50 575 v/s Ratio Prot c0.36 0.36 0.10 c0.36 c0.17 0.15 0.02 0.16 v/s Ratio Perm c0.24 0.21 v/c Ratio 1.29 0.80 0.83 1.24 1.24 1.06 0.80 0.95 Uniform Delay, d1 50.7 33.5 60.5 50.2 41.8 46.8 68.1 58.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 143.5 3.1 23.2 116.2 134.3 47.7 59.1 25.8 Delay (s)194.2 36.6 83.7 166.4 176.1 94.4 127.2 84.0 Level of Service F D F F F F F F Approach Delay (s)90.1 156.1 117.3 86.9 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 114.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length (s) 140.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 115.1% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 11/23/2020 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 887 48 70 1126 139 13 10 31 18 7 36 Future Volume (veh/h) 117 887 48 70 1126 139 13 10 31 18 7 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 127 964 52 76 1224 151 14 11 34 20 8 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 163 1844 99 119 1635 201 187 107 169 227 69 169 Arrive On Green 0.09 0.54 0.54 0.07 0.51 0.51 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1781 3429 185 1781 3185 392 628 1006 1585 893 643 1585 Grp Volume(v), veh/h 127 500 516 76 681 694 25 0 34 28 0 39 Grp Sat Flow(s),veh/h/ln1781 1777 1837 1781 1777 1800 1634 0 1585 1536 0 1585 Q Serve(g_s), s 3.3 8.5 8.5 1.9 14.2 14.3 0.0 0.0 0.9 0.0 0.0 1.1 Cycle Q Clear(g_c), s 3.3 8.5 8.5 1.9 14.2 14.3 0.6 0.0 0.9 0.6 0.0 1.1 Prop In Lane 1.00 0.10 1.00 0.22 0.56 1.00 0.71 1.00 Lane Grp Cap(c), veh/h 163 955 988 119 912 924 295 0 169 296 0 169 V/C Ratio(X) 0.78 0.52 0.52 0.64 0.75 0.75 0.08 0.00 0.20 0.09 0.00 0.23 Avail Cap(c_a), veh/h 255 1143 1181 232 1120 1134 799 0 687 778 0 687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 7.0 7.0 21.3 9.0 9.0 18.9 0.0 19.1 19.0 0.0 19.1 Incr Delay (d2), s/veh 7.8 0.4 0.4 5.5 2.2 2.3 0.1 0.0 0.6 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 2.3 2.4 0.9 4.4 4.5 0.2 0.0 0.3 0.3 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 7.4 7.4 26.8 11.2 11.3 19.0 0.0 19.7 19.1 0.0 19.8 LnGrp LOS C A A C B B B A B B A B Approach Vol, veh/h 1143 1451 59 67 Approach Delay, s/veh 9.7 12.1 19.4 19.5 Approach LOS A B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.5 7.6 29.7 9.5 8.8 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.3 6.1 30.1 20.3 6.7 29.5 Max Q Clear Time (g_c+I1), s 2.9 3.9 10.5 3.1 5.3 16.3 Green Ext Time (p_c), s 0.1 0.0 6.8 0.2 0.0 7.7 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Background AM 2025 4:20 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 770 72 812 1200 69 105 172 540 20 111 41 Future Volume (veh/h) 91 770 72 812 1200 69 105 172 540 20 111 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 837 78 883 1304 75 114 187 0 22 121 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 215 1215 377 1018 1374 613 467 1020 434 629 224 Arrive On Green 0.06 0.24 0.24 0.21 0.39 0.39 0.07 0.29 0.00 0.02 0.25 0.25 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2568 915 Grp Volume(v), veh/h 99 837 78 883 1304 75 114 187 0 22 82 84 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1706 Q Serve(g_s), s 3.1 11.1 2.9 13.4 26.4 2.3 3.5 2.9 0.0 0.7 2.7 2.9 Cycle Q Clear(g_c), s 3.1 11.1 2.9 13.4 26.4 2.3 3.5 2.9 0.0 0.7 2.7 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 215 1215 377 1018 1374 613 467 1020 434 435 418 V/C Ratio(X)0.46 0.69 0.21 0.87 0.95 0.12 0.24 0.18 0.05 0.19 0.20 Avail Cap(c_a), veh/h 229 1258 391 1020 1378 615 468 1020 510 435 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 25.8 22.7 16.1 22.1 14.7 18.5 19.9 0.0 20.1 22.2 22.3 Incr Delay (d2), s/veh 1.5 1.5 0.3 8.0 13.9 0.1 0.3 0.4 0.0 0.0 1.0 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/ln 1.3 4.5 1.1 5.9 12.7 0.8 1.4 1.2 0.0 0.3 1.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 27.3 23.0 24.1 35.9 14.7 18.7 20.3 0.0 20.1 23.1 23.3 LnGrp LOS C C C C D B B C C C C Approach Vol, veh/h 1014 2262 301 A 188 Approach Delay, s/veh 26.6 30.6 19.7 22.9 Approach LOS C C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 25.8 20.0 22.2 9.4 22.7 8.9 33.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.2 15.5 18.3 5.0 18.2 5.0 28.8 Max Q Clear Time (g_c+I1), s 2.7 4.9 15.4 13.1 5.5 4.9 5.1 28.4 Green Ext Time (p_c), s 0.0 0.8 0.0 2.6 0.0 0.7 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 28.3 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 635 1359 1204 36 13 23 Future Volume (veh/h) 635 1359 1204 36 13 23 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 690 1477 1309 39 14 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 829 3383 1555 693 401 628 Arrive On Green 0.17 0.66 0.44 0.44 0.22 0.22 Sat Flow, veh/h 3456 5274 3647 1585 1781 2790 Grp Volume(v), veh/h 690 1477 1309 39 14 25 Grp Sat Flow(s),veh/h/ln 1728 1702 1777 1585 1781 1395 Q Serve(g_s), s 9.5 11.0 26.2 1.1 0.5 0.6 Cycle Q Clear(g_c), s 9.5 11.0 26.2 1.1 0.5 0.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 829 3383 1555 693 401 628 V/C Ratio(X) 0.83 0.44 0.84 0.06 0.03 0.04 Avail Cap(c_a), veh/h 829 3383 1555 693 401 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.77 0.77 0.26 0.26 1.00 1.00 Uniform Delay (d), s/veh 29.6 6.4 20.0 13.0 24.2 24.2 Incr Delay (d2), s/veh 5.7 0.3 1.6 0.0 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 3.1 10.1 0.4 0.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.2 6.7 21.6 13.0 24.4 24.4 LnGrp LOS D A C B C C Approach Vol, veh/h 2167 1348 39 Approach Delay, s/veh 15.8 21.4 24.4 Approach LOS B C C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 57.5 22.5 18.0 39.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.0 18.0 13.5 35.0 Max Q Clear Time (g_c+I1), s 13.0 2.6 11.5 28.2 Green Ext Time (p_c), s 14.7 0.1 0.6 4.5 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 635 1359 1204 36 13 23 Future Volume (veh/h) 635 1359 1204 36 13 23 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 690 1477 1309 39 14 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 825 2808 1617 502 534 837 Arrive On Green 0.16 0.55 0.32 0.32 0.30 0.30 Sat Flow, veh/h 3456 5274 5274 1585 1781 2790 Grp Volume(v), veh/h 690 1477 1309 39 14 25 Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1395 Q Serve(g_s), s 6.6 11.0 14.1 1.0 0.3 0.4 Cycle Q Clear(g_c), s 6.6 11.0 14.1 1.0 0.3 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 825 2808 1617 502 534 837 V/C Ratio(X) 0.84 0.53 0.81 0.08 0.03 0.03 Avail Cap(c_a), veh/h 825 2808 1617 502 534 837 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.77 0.77 0.29 0.29 1.00 1.00 Uniform Delay (d), s/veh 22.6 8.5 18.8 14.4 14.8 14.8 Incr Delay (d2), s/veh 5.9 0.5 1.4 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 3.2 5.1 0.3 0.1 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 9.1 20.2 14.4 14.9 14.9 LnGrp LOS C A C B B B Approach Vol, veh/h 2167 1348 39 Approach Delay, s/veh 15.3 20.0 14.9 Approach LOS B C B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.5 22.5 14.0 23.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0 Max Q Clear Time (g_c+I1), s 13.0 2.4 8.6 16.1 Green Ext Time (p_c), s 10.7 0.1 0.3 2.1 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 196 417 117 156 677 570 156 496 14 119 1269 11 Future Volume (veh/h) 196 417 117 156 677 570 156 496 14 119 1269 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 213 453 127 170 736 620 170 539 0 129 1379 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 1084 484 201 1066 476 185 1170 158 1295 Arrive On Green 0.12 0.31 0.31 0.11 0.30 0.30 0.05 0.33 0.00 0.09 0.36 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 213 453 127 170 736 620 170 539 0 129 1379 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 13.0 11.2 6.7 10.3 20.1 33.0 5.4 13.2 0.0 7.8 40.1 0.0 Cycle Q Clear(g_c), s 13.0 11.2 6.7 10.3 20.1 33.0 5.4 13.2 0.0 7.8 40.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 1084 484 201 1066 476 185 1170 158 1295 V/C Ratio(X)1.01 0.42 0.26 0.84 0.69 1.30 0.92 0.46 0.82 1.06 Avail Cap(c_a), veh/h 211 1084 484 298 1066 476 185 1170 251 1295 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 48.5 30.4 28.9 47.8 34.0 38.5 51.8 29.2 0.0 49.2 35.0 0.0 Incr Delay (d2), s/veh 65.1 1.2 1.3 13.3 3.7 151.4 40.7 0.3 0.0 1.1 30.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 4.9 2.7 5.3 9.1 32.6 3.4 5.6 0.0 3.5 22.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 113.6 31.6 30.2 61.1 37.7 189.9 92.5 29.4 0.0 50.3 65.9 0.0 LnGrp LOS F C C E D F F C D F Approach Vol, veh/h 793 1526 709 A 1508 A Approach Delay, s/veh 53.4 102.1 44.5 64.6 Approach LOS D F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.9 38.1 14.3 40.7 17.5 37.5 10.4 44.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.4 27.6 15.5 30.5 13.0 33.0 5.9 40.1 Max Q Clear Time (g_c+I1), s 12.3 13.2 9.8 15.2 15.0 35.0 7.4 42.1 Green Ext Time (p_c), s 0.2 2.9 0.1 3.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 72.1 HCM 6th LOS E Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 511 36 327 1637 117 277 35 270 41 24 41 Future Volume (vph)38 511 36 327 1637 117 277 35 270 41 24 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot)1770 3387 1441 3433 3504 1784 1583 1770 1686 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.70 1.00 0.18 1.00 Satd. Flow (perm)1770 3387 1441 3433 3504 1303 1583 332 1686 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 555 39 355 1779 127 301 38 293 45 26 45 RTOR Reduction (vph) 0 1 20 0 5 0 0 0 228 0 32 0 Lane Group Flow (vph) 41 558 15 355 1901 0 0 339 65 45 39 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 3.2 41.9 41.9 14.9 53.6 22.1 22.1 29.7 29.7 Effective Green, g (s) 3.2 41.9 41.9 14.9 53.6 22.1 22.1 29.7 29.7 Actuated g/C Ratio 0.03 0.42 0.42 0.15 0.54 0.22 0.22 0.30 0.30 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)56 1419 603 511 1878 287 349 143 500 v/s Ratio Prot 0.02 0.16 c0.10 c0.54 c0.01 0.02 v/s Ratio Perm 0.01 c0.26 0.04 0.08 v/c Ratio 0.73 0.39 0.02 0.69 1.01 1.18 0.19 0.31 0.08 Uniform Delay, d1 48.0 20.2 17.1 40.4 23.2 39.0 31.6 27.1 25.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.7 0.8 0.1 4.1 23.8 111.4 0.3 1.3 0.1 Delay (s)86.7 21.0 17.1 44.5 47.0 150.4 31.9 28.3 25.4 Level of Service F C B D D F C C C Approach Delay (s)25.1 46.6 95.5 26.5 Approach LOS C D F C Intersection Summary HCM 2000 Control Delay 50.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 583 119 917 43 36 150 127 2585 62 86 786 26 Future Volume (vph) 583 119 917 43 36 150 127 2585 62 86 786 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.97 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1713 1583 1813 1583 3433 3527 1770 3539 1583 Flt Permitted 0.95 0.59 1.00 0.66 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1037 1583 1228 1583 3433 3527 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 634 129 997 47 39 163 138 2810 67 93 854 28 RTOR Reduction (vph) 0 0 133 0 0 67 0 1 0 0 0 14 Lane Group Flow (vph) 380 383 864 0 86 96 138 2876 0 93 854 14 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 21.5 50.5 50.5 24.5 24.5 10.7 78.5 7.5 75.3 75.3 Effective Green, g (s) 21.5 50.5 50.5 24.5 24.5 10.7 78.5 7.5 75.3 75.3 Actuated g/C Ratio 0.14 0.34 0.34 0.16 0.16 0.07 0.52 0.05 0.50 0.50 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 446 532 200 258 244 1845 88 1776 794 v/s Ratio Prot 0.23 0.12 0.04 c0.82 c0.05 0.24 v/s Ratio Perm 0.17 c0.55 0.07 0.06 0.01 v/c Ratio 1.58 0.86 1.62 0.43 0.37 0.57 1.56 1.06 0.48 0.02 Uniform Delay, d1 64.2 46.4 49.8 56.5 55.9 67.4 35.8 71.2 24.5 18.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 281.5 15.1 289.1 1.5 0.9 3.0 254.2 112.2 0.9 0.0 Delay (s)345.7 61.5 338.8 58.0 56.8 70.4 289.9 183.5 25.5 18.8 Level of Service F E F E E E F F C B Approach Delay (s)280.0 57.2 279.9 40.3 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 231.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.61 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 113.2% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 962 39 179 1593 29 25 7 63 6 4 54 Future Volume (veh/h) 106 962 39 179 1593 29 25 7 63 6 4 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 1046 42 195 1732 32 27 8 68 7 4 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 207 1715 69 374 1836 34 370 100 411 315 165 411 Arrive On Green 0.06 0.49 0.49 0.08 0.51 0.51 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1781 3482 140 1781 3570 66 1121 386 1585 931 635 1585 Grp Volume(v), veh/h 115 534 554 195 860 904 35 0 68 11 0 59 Grp Sat Flow(s),veh/h/ln 1781 1777 1845 1781 1777 1859 1507 0 1585 1566 0 1585 Q Serve(g_s), s 2.5 17.4 17.4 4.2 36.5 36.8 0.7 0.0 2.7 0.0 0.0 2.3 Cycle Q Clear(g_c), s 2.5 17.4 17.4 4.2 36.5 36.8 1.3 0.0 2.7 0.4 0.0 2.3 Prop In Lane 1.00 0.08 1.00 0.04 0.77 1.00 0.64 1.00 Lane Grp Cap(c), veh/h 207 875 909 374 914 956 470 0 411 480 0 411 V/C Ratio(X) 0.55 0.61 0.61 0.52 0.94 0.95 0.07 0.00 0.17 0.02 0.00 0.14 Avail Cap(c_a), veh/h 223 875 909 484 922 964 470 0 411 480 0 411 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)0.88 0.88 0.88 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.1 14.7 14.7 11.3 18.3 18.4 22.4 0.0 22.9 22.1 0.0 22.8 Incr Delay (d2), s/veh 2.3 1.1 1.1 0.1 2.3 2.4 0.3 0.0 0.9 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.7 6.9 1.5 13.8 14.5 0.5 0.0 1.1 0.2 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 15.8 15.8 11.4 20.6 20.8 22.7 0.0 23.8 22.2 0.0 23.5 LnGrp LOS C B B B C C C A C C A C Approach Vol, veh/h 1203 1959 103 70 Approach Delay, s/veh 16.2 19.8 23.4 23.3 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.2 10.9 43.9 25.2 9.1 45.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 11.3 35.5 19.7 5.3 41.5 Max Q Clear Time (g_c+I1), s 4.7 6.2 19.4 4.3 4.5 38.8 Green Ext Time (p_c), s 0.3 0.2 6.7 0.1 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 962 39 179 1593 29 25 7 63 6 4 54 Future Volume (veh/h) 106 962 39 179 1593 29 25 7 63 6 4 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 1046 42 195 1732 32 27 8 68 7 4 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 208 2483 100 418 1829 816 370 100 410 315 164 410 Arrive On Green 0.06 0.49 0.49 0.08 0.51 0.51 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1781 5036 202 1781 3554 1585 1121 386 1585 931 635 1585 Grp Volume(v), veh/h 115 707 381 195 1732 32 35 0 68 11 0 59 Grp Sat Flow(s),veh/h/ln 1781 1702 1834 1781 1777 1585 1507 0 1585 1566 0 1585 Q Serve(g_s), s 2.5 10.6 10.6 4.2 36.9 0.8 0.7 0.0 2.7 0.0 0.0 2.3 Cycle Q Clear(g_c), s 2.5 10.6 10.6 4.2 36.9 0.8 1.3 0.0 2.7 0.4 0.0 2.3 Prop In Lane 1.00 0.11 1.00 1.00 0.77 1.00 0.64 1.00 Lane Grp Cap(c), veh/h 208 1678 904 418 1829 816 470 0 410 479 0 410 V/C Ratio(X) 0.55 0.42 0.42 0.47 0.95 0.04 0.07 0.00 0.17 0.02 0.00 0.14 Avail Cap(c_a), veh/h 223 1678 904 528 1843 822 470 0 410 479 0 410 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)0.92 0.92 0.92 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.1 13.0 13.0 9.3 18.4 9.6 22.4 0.0 23.0 22.1 0.0 22.8 Incr Delay (d2), s/veh 2.4 0.2 0.3 0.1 1.4 0.0 0.3 0.0 0.9 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 3.8 4.1 1.4 13.7 0.3 0.5 0.0 1.1 0.2 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.4 13.1 13.3 9.4 19.7 9.6 22.7 0.0 23.8 22.2 0.0 23.6 LnGrp LOS C B B A B A C A C C A C Approach Vol, veh/h 1203 1959 103 70 Approach Delay, s/veh 13.9 18.5 23.5 23.3 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.2 10.9 43.9 25.2 9.1 45.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 11.3 35.5 19.7 5.3 41.5 Max Q Clear Time (g_c+I1), s 4.7 6.2 12.6 4.3 4.5 38.9 Green Ext Time (p_c), s 0.3 0.2 7.9 0.1 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/16/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 336 560 382 1097 933 33 976 1164 1008 25 583 223 Future Volume (veh/h) 336 560 382 1097 933 33 976 1164 1008 25 583 223 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 365 609 0 1192 1014 0 1061 1265 1096 27 634 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 243 569 772 877 671 1685 752 40 613 Arrive On Green 0.14 0.16 0.00 0.22 0.25 0.00 0.38 0.47 0.47 0.02 0.12 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 365 609 0 1192 1014 0 1061 1265 1096 27 634 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 20.5 24.0 0.0 33.5 37.0 0.0 56.5 43.6 71.1 2.3 18.0 0.0 Cycle Q Clear(g_c), s 20.5 24.0 0.0 33.5 37.0 0.0 56.5 43.6 71.1 2.3 18.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 569 772 877 671 1685 752 40 613 V/C Ratio(X)1.50 1.07 1.54 1.16 1.58 0.75 1.46 0.67 1.03 Avail Cap(c_a), veh/h 243 569 772 877 671 1685 752 59 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 64.8 63.0 0.0 58.3 56.5 0.0 46.8 32.2 39.4 72.8 66.0 0.0 Incr Delay (d2), s/veh 245.1 58.2 0.0 251.5 83.4 0.0 268.7 1.9 213.6 17.8 45.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 25.9 15.5 0.0 41.6 26.7 0.0 74.9 19.1 71.8 1.2 10.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 309.8 121.2 0.0 309.7 139.9 0.0 315.5 34.1 253.0 90.6 111.6 0.0 LnGrp LOS F F F F F C F F F Approach Vol, veh/h 974 A 2206 A 3422 661 A Approach Delay, s/veh 191.9 231.6 191.5 110.8 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 38.0 28.5 61.0 22.5 25.0 41.5 7.9 75.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.5 24.0 56.5 18.0 20.5 37.0 5.0 69.5 Max Q Clear Time (g_c+I1), s 35.5 26.0 58.5 20.0 22.5 39.0 4.3 73.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 196.4 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 1: W 19th St & Raymond Ave 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 10 103 19 47 10 Future Vol, veh/h 11 10 103 19 47 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 11 112 21 51 11 Major/Minor Minor2 Major2 Conflicting Flow All 113 11 0 0 Stage 1 113 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 777 1070 - - Stage 1 802 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 1070 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)1070 - - HCM Lane V/C Ratio 0.124 - - HCM Control Delay (s) 8.8 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.4 - - HCM 6th TWSC 2: W 19th St & Lind Ave 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 64.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 195 6 130 16 8 43 1 713 35 64 630 14 Future Vol, veh/h 195 6 130 16 8 43 1 713 35 64 630 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 145 - - 150 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 212 7 141 17 9 47 1 775 38 70 685 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1227 1648 350 1282 1636 407 700 0 0 813 0 0 Stage 1 833 833 - 796 796 - - - - - - - Stage 2 394 815 - 486 840 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver ~ 134 98 646 122 100 593 893 - - 810 - - Stage 1 329 382 - 347 397 - - - - - - - Stage 2 602 389 - 531 379 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver ~ 102 84 646 80 86 593 893 - - 810 - - Mov Cap-2 Maneuver ~ 102 84 - 80 86 - - - - - - - Stage 1 328 328 - 346 396 - - - - - - - Stage 2 541 388 - 349 325 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 351.4 29.4 0 1.4 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)893 - - 102 499 80 308 810 - - HCM Lane V/C Ratio 0.001 - - 2.078 0.296 0.217 0.18 0.086 - - HCM Control Delay (s) 9 0 -$ 585.9 15.2 62.1 19.2 9.9 0.6 - HCM Lane LOS A A - F C F C A A - HCM 95th %tile Q(veh) 0 - - 18.1 1.2 0.8 0.6 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th AWSC 2: W 19th St & Lind Ave 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 37.2 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 195 6 130 16 8 43 1 713 35 64 630 14 Future Vol, veh/h 195 6 130 16 8 43 1 713 35 64 630 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 212 7 141 17 9 47 1 775 38 70 685 15 Number of Lanes 1 1 0 1 1 0 0 2 0 0 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 19.5 13.3 43.9 40.7 HCM LOS C B E E Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %0% 0% 100% 0% 100% 0% 17% 0% Vol Thru, %100% 91% 0% 4% 0% 16% 83% 96% Vol Right, %0% 9% 0% 96% 0% 84% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 358 392 195 136 16 51 379 329 LT Vol 1 0 195 0 16 0 64 0 Through Vol 357 357 0 6 0 8 315 315 RT Vol 0 35 0 130 0 43 0 14 Lane Flow Rate 389 426 212 148 17 55 412 358 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util (X)0.832 0.904 0.545 0.33 0.049 0.139 0.897 0.767 Departure Headway (Hd)7.712 7.646 9.258 8.048 10.196 9.054 7.843 7.725 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 470 472 390 445 351 395 461 468 Service Time 5.472 5.406 7.029 5.819 7.978 6.836 5.603 5.486 HCM Lane V/C Ratio 0.828 0.903 0.544 0.333 0.048 0.139 0.894 0.765 HCM Control Delay 38.5 48.8 22.7 14.8 13.5 13.3 48.5 31.8 HCM Lane LOS E E C B B B E D HCM 95th-tile Q 8.1 10.1 3.1 1.4 0.2 0.5 9.8 6.6 HCM 6th Roundabout 2: W 19th St & Lind Ave 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.1 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 360 73 814 770 Demand Flow Rate, veh/h 367 74 830 785 Vehicles Circulating, veh/h 787 1007 294 27 Vehicles Exiting, veh/h 25 117 860 1054 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.7 7.5 14.9 8.6 Approach LOS A A B A Lane Left Right Left Right Left Right Left Right Designated Moves L TR L TR LT R LT R Assumed Moves L TR L TR LT R LT R RT Channelized Lane Util 0.589 0.411 0.230 0.770 0.953 0.047 0.981 0.019 Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.535 2.535 2.535 2.535 Critical Headway, s 4.544 4.544 4.544 4.544 4.544 4.544 4.544 4.544 Entry Flow, veh/h 216 151 17 57 791 39 770 15 Cap Entry Lane, veh/h 694 694 568 568 1087 1087 1386 1386 Entry HV Adj Factor 0.981 0.979 1.000 0.979 0.980 0.974 0.981 1.000 Flow Entry, veh/h 212 148 17 56 776 38 755 15 Cap Entry, veh/h 681 679 568 556 1065 1059 1359 1386 V/C Ratio 0.311 0.218 0.030 0.100 0.728 0.036 0.556 0.011 Control Delay, s/veh 9.2 7.9 6.7 7.7 15.5 3.7 8.7 2.7 LOS A A A A C A A A 95th %tile Queue, veh 1 1 0 0 7 0 4 0 HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 432 294 196 7 197 254 121 921 5 193 450 189 Future Volume (veh/h) 432 294 196 7 197 254 121 921 5 193 450 189 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 470 320 213 8 214 276 132 1001 5 210 489 205 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 414 721 469 226 291 259 363 1879 9 253 1267 528 Arrive On Green 0.20 0.35 0.35 0.01 0.16 0.16 0.52 0.52 0.52 0.52 0.52 0.52 Sat Flow, veh/h 1781 2063 1342 1781 1777 1585 750 3626 18 560 2445 1019 Grp Volume(v), veh/h 470 275 258 8 214 276 132 491 515 210 355 339 Grp Sat Flow(s),veh/h/ln 1781 1777 1629 1781 1777 1585 750 1777 1867 560 1777 1687 Q Serve(g_s), s 21.5 13.1 13.5 0.4 12.6 18.0 14.2 20.2 20.2 36.8 13.2 13.3 Cycle Q Clear(g_c), s 21.5 13.1 13.5 0.4 12.6 18.0 27.5 20.2 20.2 57.0 13.2 13.3 Prop In Lane 1.00 0.82 1.00 1.00 1.00 0.01 1.00 0.60 Lane Grp Cap(c), veh/h 414 621 569 226 291 259 363 921 967 253 921 874 V/C Ratio(X) 1.14 0.44 0.45 0.04 0.74 1.06 0.36 0.53 0.53 0.83 0.39 0.39 Avail Cap(c_a), veh/h 414 621 569 289 291 259 363 921 967 253 921 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 27.5 27.7 37.7 43.7 46.0 24.3 17.6 17.6 38.6 16.0 16.0 Incr Delay (d2), s/veh 86.9 0.5 0.6 0.1 9.4 73.8 2.8 2.2 2.1 20.3 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/ln 19.1 5.6 5.3 0.2 6.3 12.3 2.8 8.6 9.0 7.2 5.3 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 118.6 28.0 28.3 37.8 53.1 119.8 27.1 19.8 19.7 58.9 16.2 16.3 LnGrp LOS F C C D D F C B B E B B Approach Vol, veh/h 1003 498 1138 904 Approach Delay, s/veh 70.6 89.9 20.6 26.1 Approach LOS E F C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 61.5 5.6 42.9 61.5 26.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 57.0 5.0 34.5 57.0 21.5 18.0 Max Q Clear Time (g_c+I1), s 29.5 2.4 15.5 59.0 23.5 20.0 Green Ext Time (p_c), s 8.8 0.0 3.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.9 HCM 6th LOS D HCM 6th TWSC 4: Raymond Ave & 16th St 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 892 16 6 488 18 63 2 16 12 2 7 Future Vol, veh/h 29 892 16 6 488 18 63 2 16 12 2 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 970 17 7 530 20 68 2 17 13 2 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 550 0 0 987 0 0 1602 1607 979 1606 1605 540 Stage 1 - - - - - - 1043 1043 - 554 554 - Stage 2 - - - - - - 559 564 - 1052 1051 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1020 - - 700 - - 85 105 303 85 105 542 Stage 1 - - - - - - 277 306 - 517 514 - Stage 2 - - - - - - 513 508 - 274 304 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1020 - - 700 - - 80 101 303 76 101 542 Mov Cap-2 Maneuver - - - - - - 80 101 - 76 101 - Stage 1 - - - - - - 268 297 - 501 509 - Stage 2 - - - - - - 499 503 - 248 295 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 156.9 46.1 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)94 1020 - - 700 - - 110 HCM Lane V/C Ratio 0.937 0.031 - - 0.009 - - 0.208 HCM Control Delay (s) 156.9 8.6 - - 10.2 - - 46.1 HCM Lane LOS F A - - B - - E HCM 95th %tile Q(veh) 5.4 0.1 - - 0 - - 0.7 HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 214 1784 577 141 1368 75 633 352 232 124 743 610 Future Volume (vph) 214 1784 577 141 1368 75 633 352 232 124 743 610 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.98 0.95 1.00 Satd. Flow (prot)1770 3409 1770 3511 1610 3203 1770 3300 Flt Permitted 0.95 1.00 0.95 1.00 0.08 0.56 0.95 1.00 Satd. Flow (perm)1770 3409 1770 3511 141 1840 1770 3300 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 233 1939 627 153 1487 82 688 383 252 135 808 663 RTOR Reduction (vph) 0 21 0 0 2 0 0 21 0 0 87 0 Lane Group Flow (vph) 233 2545 0 153 1567 0 351 951 0 135 1384 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 12.5 64.5 8.5 60.5 63.5 63.5 7.5 43.5 Effective Green, g (s) 12.5 64.5 8.5 60.5 63.5 63.5 7.5 43.5 Actuated g/C Ratio 0.08 0.43 0.06 0.40 0.42 0.42 0.05 0.29 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 1465 100 1416 211 919 88 957 v/s Ratio Prot c0.13 c0.75 0.09 0.45 c0.17 0.11 0.08 0.42 v/s Ratio Perm c0.53 0.33 v/c Ratio 1.59 1.74 1.53 1.11 1.66 1.39dl 1.53 1.45 Uniform Delay, d1 68.8 42.8 70.8 44.8 46.6 43.2 71.2 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 293.1 334.8 282.4 58.7 318.6 38.9 289.2 206.9 Delay (s) 361.8 377.5 353.1 103.4 365.2 82.2 360.4 260.1 Level of Service F F F F F F F F Approach Delay (s)376.2 125.6 157.3 268.6 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 256.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.75 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 154.4% ICU Level of Service H Analysis Period (min)15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 11/23/2020 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 1940 20 57 1368 20 30 10 79 100 12 159 Future Volume (veh/h) 85 1940 20 57 1368 20 30 10 79 100 12 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 2109 22 62 1487 22 33 11 86 109 13 173 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 118 2134 22 80 2046 30 71 14 334 77 5 334 Arrive On Green 0.07 0.59 0.59 0.04 0.57 0.57 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 3603 38 1781 3585 53 0 67 1585 0 24 1585 Grp Volume(v), veh/h 92 1038 1093 62 736 773 44 0 86 122 0 173 Grp Sat Flow(s),veh/h/ln1781 1777 1864 1781 1777 1861 67 0 1585 24 0 1585 Q Serve(g_s), s 4.5 50.8 51.3 3.1 26.9 27.0 0.0 0.0 4.0 0.0 0.0 8.6 Cycle Q Clear(g_c), s 4.5 50.8 51.3 3.1 26.9 27.0 18.7 0.0 4.0 18.7 0.0 8.6 Prop In Lane 1.00 0.02 1.00 0.03 0.75 1.00 0.89 1.00 Lane Grp Cap(c), veh/h 118 1052 1104 80 1014 1062 85 0 334 82 0 334 V/C Ratio(X) 0.78 0.99 0.99 0.78 0.73 0.73 0.52 0.00 0.26 1.49 0.00 0.52 Avail Cap(c_a), veh/h 155 1052 1104 106 1014 1062 85 0 334 82 0 334 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.8 17.7 17.8 41.9 13.9 14.0 38.5 0.0 29.2 43.2 0.0 31.0 Incr Delay (d2), s/veh 17.1 24.4 24.7 22.5 2.6 2.5 5.4 0.0 0.4 274.0 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 25.0 26.5 1.8 10.4 10.9 1.1 0.0 1.5 8.0 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.9 42.2 42.5 64.4 16.6 16.5 43.8 0.0 29.6 317.1 0.0 32.4 LnGrp LOS E D D E B B D A C F A C Approach Vol, veh/h 2223 1571 130 295 Approach Delay, s/veh 43.0 18.4 34.4 150.1 Approach LOS D B C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 8.5 57.0 23.2 10.4 55.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.3 52.5 18.7 7.7 50.1 Max Q Clear Time (g_c+I1), s 20.7 5.1 53.3 20.7 6.5 29.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 11.5 Intersection Summary HCM 6th Ctrl Delay 41.1 HCM 6th LOS D HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Background PM 2025 4:32 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 222 1825 90 497 1206 84 90 324 1053 101 221 113 Future Volume (veh/h) 222 1825 90 497 1206 84 90 324 1053 101 221 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 1984 98 540 1311 91 98 352 0 110 240 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 269 1954 607 549 1420 633 357 1018 362 641 318 Arrive On Green 0.10 0.38 0.38 0.12 0.40 0.40 0.05 0.29 0.00 0.05 0.28 0.28 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2302 1140 Grp Volume(v), veh/h 241 1984 98 540 1311 91 98 352 0 110 183 180 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1665 Q Serve(g_s), s 9.4 42.1 4.5 13.0 38.6 4.0 4.3 8.6 0.0 4.9 9.1 9.6 Cycle Q Clear(g_c), s 9.4 42.1 4.5 13.0 38.6 4.0 4.3 8.6 0.0 4.9 9.1 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 Lane Grp Cap(c), veh/h 269 1954 607 549 1420 633 357 1018 362 495 464 V/C Ratio(X)0.89 1.02 0.16 0.98 0.92 0.14 0.27 0.35 0.30 0.37 0.39 Avail Cap(c_a), veh/h 277 1954 607 549 1420 633 362 1018 362 495 464 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.8 33.9 22.3 33.4 31.4 21.0 26.4 31.1 0.0 27.0 31.9 32.1 Incr Delay (d2), s/veh 28.3 24.2 0.1 34.2 10.3 0.1 0.4 0.9 0.0 0.5 2.1 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 21.2 1.7 9.9 18.1 1.5 1.9 3.8 0.0 2.1 4.2 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.1 58.2 22.5 67.6 41.7 21.1 26.8 32.0 0.0 27.5 34.0 34.5 LnGrp LOS E F C E D C C C C C C Approach Vol, veh/h 2323 1942 450 A 473 Approach Delay, s/veh 56.3 48.0 30.9 32.7 Approach LOS E D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 36.0 17.8 46.6 10.5 35.1 15.9 48.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 31.5 13.3 42.1 6.3 30.3 11.9 43.5 Max Q Clear Time (g_c+I1), s 6.9 10.6 15.0 44.1 6.3 11.6 11.4 40.6 Green Ext Time (p_c), s 0.0 2.2 0.0 0.0 0.0 2.0 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 48.8 HCM 6th LOS D Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 2185 1999 30 36 681 Future Volume (veh/h) 69 2185 1999 30 36 681 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 2375 2173 33 39 740 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 336 3468 2058 918 438 686 Arrive On Green 0.06 0.68 0.58 0.58 0.25 0.25 Sat Flow, veh/h 3456 5274 3647 1585 1781 2790 Grp Volume(v), veh/h 75 2375 2173 33 39 740 Grp Sat Flow(s),veh/h/ln 1728 1702 1777 1585 1781 1395 Q Serve(g_s), s 0.0 33.5 69.5 1.1 2.0 29.5 Cycle Q Clear(g_c), s 0.0 33.5 69.5 1.1 2.0 29.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 3468 2058 918 438 686 V/C Ratio(X) 0.22 0.68 1.06 0.04 0.09 1.08 Avail Cap(c_a), veh/h 336 3468 2058 918 438 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.61 0.61 1.00 1.00 Uniform Delay (d), s/veh 52.7 11.5 25.2 10.9 34.9 45.2 Incr Delay (d2), s/veh 0.0 0.1 32.8 0.0 0.1 57.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 11.6 36.6 0.4 0.9 25.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.8 11.6 58.1 10.9 35.0 102.9 LnGrp LOS D B F B C F Approach Vol, veh/h 2450 2206 779 Approach Delay, s/veh 12.9 57.4 99.5 Approach LOS B E F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 86.0 34.0 12.0 74.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 81.5 29.5 7.5 69.5 Max Q Clear Time (g_c+I1), s 35.5 31.5 2.0 71.5 Green Ext Time (p_c), s 32.7 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 43.4 HCM 6th LOS D HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 2185 1999 30 36 681 Future Volume (veh/h) 69 2185 1999 30 36 681 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 2375 2173 33 39 740 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 397 3149 2610 810 505 790 Arrive On Green 0.06 0.62 0.51 0.51 0.28 0.28 Sat Flow, veh/h 3456 5274 5274 1585 1781 2790 Grp Volume(v), veh/h 75 2375 2173 33 39 740 Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1395 Q Serve(g_s), s 0.0 30.0 32.6 0.9 1.4 23.3 Cycle Q Clear(g_c), s 0.0 30.0 32.6 0.9 1.4 23.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 397 3149 2610 810 505 790 V/C Ratio(X) 0.19 0.75 0.83 0.04 0.08 0.94 Avail Cap(c_a), veh/h 397 3149 2610 810 505 790 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.46 0.46 1.00 1.00 Uniform Delay (d), s/veh 36.7 12.4 18.7 11.0 23.6 31.5 Incr Delay (d2), s/veh 0.0 0.2 1.5 0.0 0.3 19.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 9.9 12.1 0.3 0.6 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.8 12.5 20.3 11.0 23.9 51.2 LnGrp LOS D B C B C D Approach Vol, veh/h 2450 2206 779 Approach Delay, s/veh 13.3 20.1 49.9 Approach LOS B C D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 60.0 30.0 9.5 50.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 25.5 5.0 46.0 Max Q Clear Time (g_c+I1), s 32.0 25.3 2.0 34.6 Green Ext Time (p_c), s 19.3 0.1 0.0 9.8 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 224 949 277 1222 1183 648 437 1410 25 166 904 24 Future Volume (veh/h) 224 949 277 1222 1183 648 437 1410 25 166 904 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 1032 301 1328 1286 704 475 1533 0 180 983 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 257 723 322 635 1478 659 265 912 113 865 Arrive On Green 0.14 0.20 0.20 0.36 0.42 0.42 0.08 0.26 0.00 0.06 0.24 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 243 1032 301 1328 1286 704 475 1533 0 180 983 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 20.3 30.5 28.0 53.5 49.7 62.4 11.5 38.5 0.0 9.5 36.5 0.0 Cycle Q Clear(g_c), s 20.3 30.5 28.0 53.5 49.7 62.4 11.5 38.5 0.0 9.5 36.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 257 723 322 635 1478 659 265 912 113 865 V/C Ratio(X)0.95 1.43 0.93 2.09 0.87 1.07 1.79 1.68 1.60 1.14 Avail Cap(c_a), veh/h 257 723 322 635 1478 659 265 912 113 865 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 63.6 59.8 58.8 48.2 40.1 43.8 69.2 55.8 0.0 70.3 56.7 0.0 Incr Delay (d2), s/veh 41.9 200.7 35.8 496.0 7.2 54.5 358.2 306.8 0.0 271.8 63.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 33.9 14.5 111.1 23.1 34.2 18.3 56.1 0.0 12.9 23.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 105.5 260.4 94.6 544.2 47.3 98.3 427.4 362.5 0.0 342.0 119.8 0.0 LnGrp LOS F F F F D F F F F F Approach Vol, veh/h 1576 3318 2008 A 1163 A Approach Delay, s/veh 204.9 257.0 377.9 154.2 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 58.0 35.0 14.0 43.0 26.1 66.9 16.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.5 30.5 9.5 38.5 21.6 62.4 11.5 36.5 Max Q Clear Time (g_c+I1), s 55.5 32.5 11.5 40.5 22.3 64.4 13.5 38.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 262.1 HCM 6th LOS F Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 1772 66 566 1042 228 134 248 374 284 61 74 Future Volume (vph) 130 1772 66 566 1042 228 134 248 374 284 61 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot)1770 3388 1441 3433 3444 1831 1583 1770 1710 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.82 1.00 0.18 1.00 Satd. Flow (perm)1770 3388 1441 3433 3444 1536 1583 331 1710 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 141 1926 72 615 1133 248 146 270 407 309 66 80 RTOR Reduction (vph) 0 0 37 0 19 0 0 0 151 0 39 0 Lane Group Flow (vph) 141 1933 28 615 1362 0 0 416 256 309 108 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 9.5 43.0 43.0 13.5 47.0 18.0 18.0 30.0 30.0 Effective Green, g (s) 9.5 43.0 43.0 13.5 47.0 18.0 18.0 30.0 30.0 Actuated g/C Ratio 0.10 0.43 0.43 0.14 0.47 0.18 0.18 0.30 0.30 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 168 1456 619 463 1618 276 284 207 513 v/s Ratio Prot 0.08 c0.57 c0.18 c0.40 c0.11 0.06 v/s Ratio Perm 0.02 0.27 0.16 c0.34 v/c Ratio 0.84 1.33 0.05 1.33 0.84 1.51 0.90 1.49 0.21 Uniform Delay, d1 44.5 28.5 16.6 43.2 23.2 41.0 40.1 32.4 26.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 29.1 152.3 0.1 162.1 5.5 246.2 29.4 245.5 0.2 Delay (s)73.6 180.8 16.7 205.3 28.7 287.2 69.5 278.0 26.3 Level of Service E F B F C F E F C Approach Delay (s)168.7 83.2 179.6 197.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 141.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.41 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 117.0% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 650 110 1144 50 31 135 457 1226 129 152 2720 106 Future Volume (vph) 650 110 1144 50 31 135 457 1226 129 152 2720 106 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.97 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1709 1583 1807 1583 3433 3489 1770 3539 1583 Flt Permitted 0.95 0.60 1.00 0.62 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1070 1583 1157 1583 3433 3489 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 707 120 1243 54 34 147 497 1333 140 165 2957 115 RTOR Reduction (vph) 0 0 119 0 0 117 0 5 0 0 0 42 Lane Group Flow (vph) 410 417 1124 0 88 30 497 1468 0 165 2957 73 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 20.5 55.5 55.5 30.5 30.5 13.5 65.1 15.9 67.5 67.5 Effective Green, g (s) 20.5 55.5 55.5 30.5 30.5 13.5 65.1 15.9 67.5 67.5 Actuated g/C Ratio 0.14 0.37 0.37 0.20 0.20 0.09 0.43 0.11 0.45 0.45 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 229 483 585 235 321 308 1514 187 1592 712 v/s Ratio Prot 0.24 0.12 c0.14 0.42 0.09 c0.84 v/s Ratio Perm 0.20 c0.71 0.08 0.02 0.05 v/c Ratio 1.79 0.86 1.92 0.37 0.09 1.61 0.97 0.88 1.86 0.10 Uniform Delay, d1 64.8 43.7 47.2 51.5 48.5 68.2 41.5 66.1 41.2 23.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 1.63 2.59 Incremental Delay, d2 372.7 14.7 420.9 1.0 0.1 290.7 16.9 4.8 386.1 0.0 Delay (s)437.4 58.5 468.1 52.5 48.6 359.0 58.4 59.2 453.5 61.7 Level of Service F E F D D F E E F E Approach Delay (s)379.5 50.1 134.2 419.5 Approach LOS F D F F Intersection Summary HCM 2000 Control Delay 322.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.92 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 161.7% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 2147 53 117 1358 62 38 21 258 20 18 143 Future Volume (veh/h) 270 2147 53 117 1358 62 38 21 258 20 18 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 293 2334 58 127 1476 67 41 23 280 22 20 155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 2376 59 154 2223 101 205 105 264 173 144 264 Arrive On Green 0.08 0.67 0.67 0.05 0.64 0.64 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 3544 88 1781 3462 157 938 631 1585 767 867 1585 Grp Volume(v), veh/h 293 1165 1227 127 756 787 64 0 280 42 0 155 Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1842 1569 0 1585 1633 0 1585 Q Serve(g_s), s 6.8 75.3 77.2 4.1 31.8 32.1 1.6 0.0 20.0 0.0 0.0 10.8 Cycle Q Clear(g_c), s 6.8 75.3 77.2 4.1 31.8 32.1 3.9 0.0 20.0 2.3 0.0 10.8 Prop In Lane 1.00 0.05 1.00 0.09 0.64 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 326 1191 1244 154 1141 1183 311 0 264 318 0 264 V/C Ratio(X) 0.90 0.98 0.99 0.83 0.66 0.67 0.21 0.00 1.06 0.13 0.00 0.59 Avail Cap(c_a), veh/h 499 1192 1244 166 1141 1183 311 0 264 318 0 264 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)0.47 0.47 0.47 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.6 18.9 19.2 36.4 13.4 13.4 43.2 0.0 50.0 42.6 0.0 46.2 Incr Delay (d2), s/veh 7.0 13.1 14.4 3.0 0.1 0.1 1.5 0.0 72.2 0.9 0.0 9.2 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 6.1 31.8 34.3 3.9 11.9 12.5 1.8 0.0 13.2 1.1 0.0 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 32.0 33.6 39.4 13.5 13.6 44.7 0.0 122.2 43.5 0.0 55.4 LnGrp LOS C C C D B B D A F D A E Approach Vol, veh/h 2685 1670 344 197 Approach Delay, s/veh 32.4 15.5 107.8 52.9 Approach LOS C B F D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.5 10.5 85.0 24.5 14.0 81.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.1 6.9 80.5 19.1 21.1 66.3 Max Q Clear Time (g_c+I1), s 22.0 6.1 79.2 12.8 8.8 34.1 Green Ext Time (p_c), s 0.0 0.0 1.2 0.3 0.7 14.9 Intersection Summary HCM 6th Ctrl Delay 32.8 HCM 6th LOS C HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 2147 53 117 1358 62 38 21 258 20 18 143 Future Volume (veh/h) 270 2147 53 117 1358 62 38 21 258 20 18 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 293 2334 58 127 1476 67 41 23 280 22 20 155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 334 2806 69 219 1769 789 282 143 357 237 196 357 Arrive On Green 0.11 0.55 0.55 0.06 0.50 0.50 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 5125 127 1781 3554 1585 924 635 1585 749 870 1585 Grp Volume(v), veh/h 293 1548 844 127 1476 67 64 0 280 42 0 155 Grp Sat Flow(s),veh/h/ln 1781 1702 1848 1781 1777 1585 1559 0 1585 1619 0 1585 Q Serve(g_s), s 6.5 30.2 30.5 2.7 28.5 1.8 1.0 0.0 13.3 0.0 0.0 6.7 Cycle Q Clear(g_c), s 6.5 30.2 30.5 2.7 28.5 1.8 2.4 0.0 13.3 1.4 0.0 6.7 Prop In Lane 1.00 0.07 1.00 1.00 0.64 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 334 1864 1011 219 1769 789 425 0 357 433 0 357 V/C Ratio(X) 0.88 0.83 0.83 0.58 0.83 0.08 0.15 0.00 0.79 0.10 0.00 0.43 Avail Cap(c_a), veh/h 374 1864 1011 237 1769 789 425 0 357 433 0 357 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)0.47 0.47 0.47 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.8 15.0 15.1 17.1 17.2 10.5 24.9 0.0 29.2 24.6 0.0 26.6 Incr Delay (d2), s/veh 10.2 2.2 4.0 0.3 0.5 0.0 0.8 0.0 15.8 0.4 0.0 3.8 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 3.5 10.7 12.3 1.1 10.5 0.6 1.0 0.0 6.4 0.7 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 17.2 19.1 17.4 17.7 10.5 25.7 0.0 45.0 25.0 0.0 30.5 LnGrp LOS C B B B B B C A D C A C Approach Vol, veh/h 2685 1670 344 197 Approach Delay, s/veh 19.0 17.4 41.4 29.3 Approach LOS B B D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 48.3 22.5 13.2 44.3 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 43.0 18.0 10.5 38.0 18.0 Max Q Clear Time (g_c+I1), s 4.7 32.5 8.7 8.5 30.5 15.3 Green Ext Time (p_c), s 0.0 9.4 0.4 0.2 5.5 0.4 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/16/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 340 1538 1244 843 733 45 730 681 713 149 1435 418 Future Volume (veh/h) 340 1538 1244 843 733 45 730 681 713 149 1435 418 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 370 1672 0 916 797 0 793 740 775 162 1560 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 366 1173 472 929 386 1144 510 163 1004 Arrive On Green 0.21 0.33 0.00 0.14 0.26 0.00 0.22 0.32 0.32 0.09 0.20 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 370 1672 0 916 797 0 793 740 775 162 1560 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 30.8 49.5 0.0 20.5 32.0 0.0 32.5 26.7 48.3 13.6 29.5 0.0 Cycle Q Clear(g_c), s 30.8 49.5 0.0 20.5 32.0 0.0 32.5 26.7 48.3 13.6 29.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 366 1173 472 929 386 1144 510 163 1004 V/C Ratio(X)1.01 1.43 1.94 0.86 2.05 0.65 1.52 1.00 1.55 Avail Cap(c_a), veh/h 366 1173 472 929 386 1144 510 163 1004 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 59.6 50.2 0.0 64.8 52.8 0.0 58.7 43.5 50.9 68.1 60.3 0.0 Incr Delay (d2), s/veh 50.0 196.6 0.0 430.5 10.1 0.0 483.5 1.3 243.2 69.2 254.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.0 53.9 0.0 37.3 15.6 0.0 66.5 12.1 53.6 9.4 36.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 109.6 246.8 0.0 495.3 62.9 0.0 542.3 44.8 294.1 137.3 314.2 0.0 LnGrp LOS F F F E F D F F F Approach Vol, veh/h 2042 A 1713 A 2308 1722 A Approach Delay, s/veh 222.0 294.1 299.4 297.6 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 54.0 37.0 34.0 35.3 43.7 18.2 52.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 49.5 32.5 29.5 30.8 39.2 13.7 48.3 Max Q Clear Time (g_c+I1), s 22.5 51.5 34.5 31.5 32.8 34.0 15.6 50.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 277.5 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 1: W 19th St & Raymond Ave 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 251 12 116 76 50 180 Future Vol, veh/h 251 12 116 76 50 180 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Yield Yield Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 273 13 126 83 54 196 Major/Minor Minor2 Major2 Conflicting Flow All 304 196 0 0 Stage 1 304 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 609 845 - - Stage 1 663 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 845 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 10.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)845 - - HCM Lane V/C Ratio 0.247 - - HCM Control Delay (s) 10.7 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 1 - - HCM 6th Roundabout 2: W 19th St & Lind Ave 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 6.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 111 167 577 896 Demand Flow Rate, veh/h 113 171 588 914 Vehicles Circulating, veh/h 618 659 118 127 Vehicles Exiting, veh/h 423 47 613 703 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.4 6.1 7.4 6.7 Approach LOS A A A A Lane Left Right Left Right Left Right Left Right Designated Moves L TR L TR LT R LT R Assumed Moves L TR L TR LT R LT R RT Channelized Lane Util 0.752 0.248 0.292 0.708 0.976 0.024 0.621 0.379 Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.535 2.535 2.535 2.535 Critical Headway, s 4.544 4.544 4.544 4.544 4.544 4.544 4.544 4.544 Entry Flow, veh/h 85 28 50 121 574 14 568 346 Cap Entry Lane, veh/h 809 809 780 780 1276 1276 1265 1265 Entry HV Adj Factor 0.976 0.992 0.980 0.977 0.980 1.000 0.981 0.980 Flow Entry, veh/h 83 28 49 118 563 14 557 339 Cap Entry, veh/h 790 803 764 762 1250 1276 1241 1240 V/C Ratio 0.105 0.035 0.064 0.155 0.450 0.011 0.449 0.273 Control Delay, s/veh 5.6 4.8 5.4 6.4 7.5 2.9 7.5 5.4 LOS A A A A A A A A 95th %tile Queue, veh 0 0 0 1 2 0 2 1 HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 214 178 254 2 186 299 51 531 6 112 850 269 Future Volume (veh/h) 214 178 254 2 186 299 51 531 6 112 850 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 233 193 276 2 202 325 55 577 7 122 924 292 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 356 621 554 329 453 404 170 1467 18 373 1085 342 Arrive On Green 0.10 0.35 0.35 0.00 0.25 0.25 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 459 3596 44 831 2659 837 Grp Volume(v), veh/h 233 193 276 2 202 325 55 285 299 122 616 600 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 459 1777 1863 831 1777 1720 Q Serve(g_s), s 5.2 4.5 7.7 0.0 5.4 10.8 5.1 6.4 6.4 6.8 17.7 17.9 Cycle Q Clear(g_c), s 5.2 4.5 7.7 0.0 5.4 10.8 23.0 6.4 6.4 13.2 17.7 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.49 Lane Grp Cap(c), veh/h 356 621 554 329 453 404 170 725 760 373 725 702 V/C Ratio(X) 0.65 0.31 0.50 0.01 0.45 0.80 0.32 0.39 0.39 0.33 0.85 0.85 Avail Cap(c_a), veh/h 356 621 554 482 568 506 170 725 760 373 725 702 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.1 13.4 14.4 15.6 17.7 19.7 26.2 11.8 11.8 16.4 15.1 15.2 Incr Delay (d2), s/veh 4.2 0.3 0.7 0.0 0.7 7.4 5.0 1.6 1.5 0.5 9.4 10.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 1.6 2.5 0.0 2.1 4.4 0.9 2.5 2.6 1.2 7.9 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.4 13.7 15.1 15.6 18.3 27.1 31.2 13.4 13.3 16.9 24.6 25.2 LnGrp LOS B B B B B C C B B B C C Approach Vol, veh/h 702 529 639 1338 Approach Delay, s/veh 15.8 23.7 14.9 24.2 Approach LOS B C B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 27.5 4.7 24.2 27.5 10.0 18.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.0 5.0 18.5 23.0 5.5 18.0 Max Q Clear Time (g_c+I1), s 25.0 2.0 9.7 19.9 7.2 12.8 Green Ext Time (p_c), s 0.0 0.0 1.9 2.3 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C HCM 6th TWSC 4: Raymond Ave & 16th St 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 463 134 146 358 11 29 1 123 11 1 10 Future Vol, veh/h 24 463 134 146 358 11 29 1 123 11 1 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 503 146 159 389 12 32 1 134 12 1 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 401 0 0 649 0 0 1347 1347 576 1409 1414 395 Stage 1 - - - - - - 628 628 - 713 713 - Stage 2 - - - - - - 719 719 - 696 701 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1158 - - 937 - - 128 151 517 116 138 654 Stage 1 - - - - - - 471 476 - 423 435 - Stage 2 - - - - - - 420 433 - 432 441 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1158 - - 937 - - 107 123 517 73 112 654 Mov Cap-2 Maneuver - - - - - - 107 123 - 73 112 - Stage 1 - - - - - - 461 466 - 414 361 - Stage 2 - - - - - - 342 359 - 312 431 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.7 31.7 40.1 HCM LOS D E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)296 1158 - - 937 - - 126 HCM Lane V/C Ratio 0.562 0.023 - - 0.169 - - 0.19 HCM Control Delay (s) 31.7 8.2 - - 9.6 - - 40.1 HCM Lane LOS D A - - A - - E HCM 95th %tile Q(veh) 3.2 0.1 - - 0.6 - - 0.7 HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 587 868 376 164 1158 93 480 509 109 37 439 73 Future Volume (vph) 587 868 376 164 1158 93 480 509 109 37 439 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.95 1.00 0.99 1.00 0.98 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.99 0.95 1.00 Satd. Flow (prot)1770 3379 1770 3500 1610 3284 1770 3464 Flt Permitted 0.95 1.00 0.95 1.00 0.14 0.53 0.95 1.00 Satd. Flow (perm) 1770 3379 1770 3500 243 1772 1770 3464 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 638 943 409 178 1259 101 522 553 118 40 477 79 RTOR Reduction (vph) 0 34 0 0 4 0 0 9 0 0 9 0 Lane Group Flow (vph) 638 1318 0 178 1356 0 334 850 0 40 547 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 38.5 63.9 17.1 42.5 46.4 46.4 4.0 23.4 Effective Green, g (s) 38.5 63.9 17.1 42.5 46.4 46.4 4.0 23.4 Actuated g/C Ratio 0.27 0.45 0.12 0.30 0.33 0.33 0.03 0.17 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 483 1532 214 1055 259 782 50 575 v/s Ratio Prot c0.36 0.39 0.10 c0.39 c0.17 0.14 0.02 0.16 v/s Ratio Perm c0.25 0.22 v/c Ratio 1.32 0.86 0.83 1.29 1.29 1.09 0.80 0.95 Uniform Delay, d1 51.2 34.5 60.5 49.2 41.4 47.2 68.1 58.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 158.4 5.2 23.2 135.6 156.1 58.5 59.1 25.8 Delay (s) 209.6 39.7 83.7 184.8 197.6 105.8 127.2 84.0 Level of Service F D F F F F F F Approach Delay (s)94.1 173.1 131.5 86.9 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 124.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length (s) 140.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 118.0% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 03/31/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 990 48 70 1228 139 13 10 31 18 7 36 Future Volume (veh/h) 117 990 48 70 1228 139 13 10 31 18 7 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 127 1076 52 76 1335 151 14 11 34 20 8 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 164 1972 95 115 1753 197 172 99 156 209 63 156 Arrive On Green 0.09 0.57 0.57 0.06 0.54 0.54 0.10 0.10 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 3450 167 1781 3220 362 628 1006 1585 893 643 1585 Grp Volume(v), veh/h 127 554 574 76 734 752 25 0 34 28 0 39 Grp Sat Flow(s),veh/h/ln1781 1777 1840 1781 1777 1805 1634 0 1585 1536 0 1585 Q Serve(g_s), s 3.5 9.9 9.9 2.1 16.3 16.6 0.0 0.0 1.0 0.0 0.0 1.2 Cycle Q Clear(g_c), s 3.5 9.9 9.9 2.1 16.3 16.6 0.6 0.0 1.0 0.7 0.0 1.2 Prop In Lane 1.00 0.09 1.00 0.20 0.56 1.00 0.71 1.00 Lane Grp Cap(c), veh/h 164 1015 1052 115 967 983 271 0 156 272 0 156 V/C Ratio(X) 0.78 0.55 0.55 0.66 0.76 0.77 0.09 0.00 0.22 0.10 0.00 0.25 Avail Cap(c_a), veh/h 263 1216 1259 217 1171 1189 742 0 639 722 0 639 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh22.6 6.8 6.8 23.2 9.0 9.1 21.0 0.0 21.1 21.0 0.0 21.2 Incr Delay (d2), s/veh 7.7 0.5 0.4 6.3 2.4 2.5 0.1 0.0 0.7 0.2 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 2.7 2.8 1.0 5.1 5.3 0.3 0.0 0.4 0.3 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 7.2 7.2 29.5 11.4 11.5 21.1 0.0 21.8 21.1 0.0 22.0 LnGrp LOS C A A C B B C A C C A C Approach Vol, veh/h 1255 1562 59 67 Approach Delay, s/veh 9.6 12.3 21.5 21.7 Approach LOS A B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.5 7.8 33.6 9.5 9.2 32.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 6.2 34.8 20.5 7.5 33.5 Max Q Clear Time (g_c+I1), s 3.0 4.1 11.9 3.2 5.5 18.6 Green Ext Time (p_c), s 0.1 0.0 8.2 0.2 0.1 9.1 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Total AM 2025 4:42 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 770 175 872 1200 69 207 172 600 20 111 41 Future Volume (veh/h) 91 770 175 872 1200 69 207 172 600 20 111 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 837 190 948 1304 75 225 187 0 22 121 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 221 1190 369 1070 1439 642 455 1006 425 623 222 Arrive On Green 0.06 0.23 0.23 0.23 0.40 0.40 0.06 0.28 0.00 0.02 0.24 0.24 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2568 915 Grp Volume(v), veh/h 99 837 190 948 1304 75 225 187 0 22 82 84 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1706 Q Serve(g_s), s 3.3 11.8 8.2 15.2 27.2 2.3 5.1 3.1 0.0 0.7 2.9 3.1 Cycle Q Clear(g_c), s 3.3 11.8 8.2 15.2 27.2 2.3 5.1 3.1 0.0 0.7 2.9 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 221 1190 369 1070 1439 642 455 1006 425 431 414 V/C Ratio(X)0.45 0.70 0.51 0.89 0.91 0.12 0.49 0.19 0.05 0.19 0.20 Avail Cap(c_a), veh/h 228 1190 369 1127 1480 660 455 1006 495 431 414 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 27.7 26.3 16.5 22.0 14.6 22.5 21.4 0.0 21.4 23.7 23.8 Incr Delay (d2), s/veh 1.4 1.9 1.2 8.5 8.3 0.1 0.8 0.4 0.0 0.0 1.0 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/ln 1.4 4.9 3.1 6.6 12.1 0.8 1.0 1.3 0.0 0.3 1.3 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.9 29.6 27.5 24.9 30.3 14.7 23.3 21.8 0.0 21.5 24.7 24.9 LnGrp LOS C C C C C B C C C C C Approach Vol, veh/h 1126 2327 412 A 188 Approach Delay, s/veh 28.8 27.6 22.6 24.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.4 26.8 22.7 22.8 9.6 23.6 9.2 36.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.2 19.5 18.3 5.1 19.1 5.0 32.8 Max Q Clear Time (g_c+I1), s 2.7 5.1 17.2 13.8 7.1 5.1 5.3 29.2 Green Ext Time (p_c), s 0.0 0.9 1.0 2.5 0.0 0.7 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 27.3 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 635 1462 1306 36 13 23 Future Volume (veh/h) 635 1462 1306 36 13 23 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 690 1589 1420 39 14 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 872 2985 1728 536 493 773 Arrive On Green 0.18 0.58 0.34 0.34 0.28 0.28 Sat Flow, veh/h 3456 5274 5274 1585 1781 2790 Grp Volume(v), veh/h 690 1589 1420 39 14 25 Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1395 Q Serve(g_s), s 7.2 12.2 16.6 1.1 0.4 0.4 Cycle Q Clear(g_c), s 7.2 12.2 16.6 1.1 0.4 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 872 2985 1728 536 493 773 V/C Ratio(X) 0.79 0.53 0.82 0.07 0.03 0.03 Avail Cap(c_a), veh/h 872 2985 1728 536 493 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.79 0.79 0.24 0.24 1.00 1.00 Uniform Delay (d), s/veh 23.5 8.1 19.7 14.6 17.1 17.1 Incr Delay (d2), s/veh 4.0 0.5 1.1 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 3.7 6.1 0.4 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.5 8.7 20.8 14.6 17.2 17.2 LnGrp LOS C A C B B B Approach Vol, veh/h 2279 1459 39 Approach Delay, s/veh 14.4 20.7 17.2 Approach LOS B C B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 42.5 22.5 16.0 26.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.0 18.0 11.5 22.0 Max Q Clear Time (g_c+I1), s 14.2 2.4 9.2 18.6 Green Ext Time (p_c), s 13.3 0.1 0.7 2.6 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/16/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 196 417 117 171 677 657 171 496 14 119 1269 99 Future Volume (veh/h) 196 417 117 171 677 657 171 496 14 119 1269 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 213 453 127 186 736 714 186 539 0 129 1379 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 1052 469 218 1066 476 185 1170 158 1295 Arrive On Green 0.12 0.30 0.30 0.12 0.30 0.30 0.05 0.33 0.00 0.09 0.36 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 213 453 127 186 736 714 186 539 0 129 1379 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 13.0 11.3 6.7 11.3 20.1 33.0 5.9 13.2 0.0 7.8 40.1 0.0 Cycle Q Clear(g_c), s 13.0 11.3 6.7 11.3 20.1 33.0 5.9 13.2 0.0 7.8 40.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 1052 469 218 1066 476 185 1170 158 1295 V/C Ratio(X)1.01 0.43 0.27 0.86 0.69 1.50 1.00 0.46 0.82 1.06 Avail Cap(c_a), veh/h 211 1052 469 298 1066 476 185 1170 251 1295 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 48.5 31.2 29.6 47.3 34.0 38.5 52.0 29.2 0.0 49.2 35.0 0.0 Incr Delay (d2), s/veh 65.1 1.3 1.4 16.1 3.7 236.5 64.0 0.3 0.0 1.1 30.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 5.0 2.8 5.9 9.1 43.8 4.2 5.6 0.0 3.5 22.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 113.6 32.5 31.0 63.4 37.7 275.0 116.0 29.4 0.0 50.3 65.9 0.0 LnGrp LOS F C C E D F F C D F Approach Vol, veh/h 793 1636 725 A 1508 A Approach Delay, s/veh 54.1 144.2 51.6 64.6 Approach LOS D F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.9 37.1 14.3 40.7 17.5 37.5 10.4 44.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.4 27.6 15.5 30.5 13.0 33.0 5.9 40.1 Max Q Clear Time (g_c+I1), s 13.3 13.3 9.8 15.2 15.0 35.0 7.9 42.1 Green Ext Time (p_c), s 0.2 3.0 0.1 3.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.7 HCM 6th LOS F Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/16/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 511 46 327 1637 117 359 40 270 41 29 41 Future Volume (vph)38 511 46 327 1637 117 359 40 270 41 29 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot)1770 3386 1441 3433 3504 1782 1583 1770 1699 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.69 1.00 0.15 1.00 Satd. Flow (perm)1770 3386 1441 3433 3504 1290 1583 280 1699 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 555 50 355 1779 127 390 43 293 45 32 45 RTOR Reduction (vph) 0 1 26 0 5 0 0 0 228 0 32 0 Lane Group Flow (vph) 41 559 19 355 1901 0 0 433 65 45 45 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 3.2 41.9 41.9 14.9 53.6 22.1 22.1 29.7 29.7 Effective Green, g (s) 3.2 41.9 41.9 14.9 53.6 22.1 22.1 29.7 29.7 Actuated g/C Ratio 0.03 0.42 0.42 0.15 0.54 0.22 0.22 0.30 0.30 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)56 1418 603 511 1878 285 349 129 504 v/s Ratio Prot 0.02 0.17 c0.10 c0.54 c0.01 0.03 v/s Ratio Perm 0.01 c0.34 0.04 0.09 v/c Ratio 0.73 0.39 0.03 0.69 1.01 1.52 0.19 0.35 0.09 Uniform Delay, d1 48.0 20.2 17.1 40.4 23.2 39.0 31.6 28.0 25.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.7 0.8 0.1 4.1 23.8 250.9 0.3 1.6 0.1 Delay (s)86.7 21.0 17.2 44.5 47.0 289.8 31.9 29.6 25.5 Level of Service F C B D D F C C C Approach Delay (s)24.9 46.6 185.7 27.0 Approach LOS C D F C Intersection Summary HCM 2000 Control Delay 69.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.13 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/16/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 666 119 917 43 36 150 127 2590 62 86 791 36 Future Volume (vph) 666 119 917 43 36 150 127 2590 62 86 791 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.97 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1710 1583 1813 1583 3433 3527 1770 3539 1583 Flt Permitted 0.95 0.58 1.00 0.61 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1021 1583 1135 1583 3433 3527 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 724 129 997 47 39 163 138 2815 67 93 860 39 RTOR Reduction (vph) 0 0 132 0 0 67 0 1 0 0 0 19 Lane Group Flow (vph) 420 433 865 0 86 96 138 2881 0 93 860 20 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 21.5 50.5 50.5 24.5 24.5 10.7 78.5 7.5 75.3 75.3 Effective Green, g (s) 21.5 50.5 50.5 24.5 24.5 10.7 78.5 7.5 75.3 75.3 Actuated g/C Ratio 0.14 0.34 0.34 0.16 0.16 0.07 0.52 0.05 0.50 0.50 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 442 532 185 258 244 1845 88 1776 794 v/s Ratio Prot 0.25 0.14 0.04 c0.82 c0.05 0.24 v/s Ratio Perm 0.19 c0.55 0.08 0.06 0.01 v/c Ratio 1.75 0.98 1.63 0.46 0.37 0.57 1.56 1.06 0.48 0.02 Uniform Delay, d1 64.2 49.2 49.8 56.8 55.9 67.4 35.8 71.2 24.6 18.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 354.2 37.0 290.2 1.8 0.9 3.0 255.4 112.2 0.9 0.1 Delay (s)418.4 86.3 340.0 58.7 56.8 70.4 291.1 183.5 25.5 18.9 Level of Service F F F E E E F F C B Approach Delay (s)298.4 57.4 281.0 40.1 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 238.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.61 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 115.7% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 1022 39 179 1653 29 25 7 63 6 4 54 Future Volume (veh/h) 106 1022 39 179 1653 29 25 7 63 6 4 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 1111 42 195 1797 32 27 8 68 7 4 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 200 2511 95 404 1843 822 365 99 404 311 162 404 Arrive On Green 0.06 0.50 0.50 0.08 0.52 0.52 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 5049 191 1781 3554 1585 1121 386 1585 930 636 1585 Grp Volume(v), veh/h 115 749 404 195 1797 32 35 0 68 11 0 59 Grp Sat Flow(s),veh/h/ln 1781 1702 1836 1781 1777 1585 1507 0 1585 1566 0 1585 Q Serve(g_s), s 2.5 11.3 11.4 4.2 39.4 0.8 0.7 0.0 2.7 0.0 0.0 2.3 Cycle Q Clear(g_c), s 2.5 11.3 11.4 4.2 39.4 0.8 1.3 0.0 2.7 0.4 0.0 2.3 Prop In Lane 1.00 0.10 1.00 1.00 0.77 1.00 0.64 1.00 Lane Grp Cap(c), veh/h 200 1693 913 404 1843 822 464 0 404 473 0 404 V/C Ratio(X) 0.58 0.44 0.44 0.48 0.97 0.04 0.08 0.00 0.17 0.02 0.00 0.15 Avail Cap(c_a), veh/h 215 1693 913 515 1843 822 464 0 404 473 0 404 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)0.90 0.90 0.90 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.3 13.0 13.0 9.4 18.7 9.5 22.7 0.0 23.2 22.3 0.0 23.1 Incr Delay (d2), s/veh 2.9 0.2 0.3 0.1 2.7 0.0 0.3 0.0 0.9 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 4.0 4.4 1.4 14.9 0.3 0.5 0.0 1.1 0.2 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.2 13.1 13.3 9.5 21.4 9.5 23.0 0.0 24.1 22.4 0.0 23.8 LnGrp LOS C B B A C A C A C C A C Approach Vol, veh/h 1268 2024 103 70 Approach Delay, s/veh 13.9 20.1 23.7 23.6 Approach LOS B C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.9 10.8 44.3 24.9 9.1 46.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 11.3 35.5 19.7 5.3 41.5 Max Q Clear Time (g_c+I1), s 4.7 6.2 13.4 4.3 4.5 41.4 Green Ext Time (p_c), s 0.3 0.2 8.3 0.1 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/16/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 342 560 436 1097 933 33 1030 1164 1008 25 583 229 Future Volume (veh/h) 342 560 436 1097 933 33 1030 1164 1008 25 583 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 609 0 1192 1014 0 1120 1265 1096 27 634 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 243 569 772 877 671 1685 752 40 613 Arrive On Green 0.14 0.16 0.00 0.22 0.25 0.00 0.38 0.47 0.47 0.02 0.12 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 372 609 0 1192 1014 0 1120 1265 1096 27 634 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 20.5 24.0 0.0 33.5 37.0 0.0 56.5 43.6 71.1 2.3 18.0 0.0 Cycle Q Clear(g_c), s 20.5 24.0 0.0 33.5 37.0 0.0 56.5 43.6 71.1 2.3 18.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 569 772 877 671 1685 752 40 613 V/C Ratio(X)1.53 1.07 1.54 1.16 1.67 0.75 1.46 0.67 1.03 Avail Cap(c_a), veh/h 243 569 772 877 671 1685 752 59 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 64.8 63.0 0.0 58.3 56.5 0.0 46.8 32.2 39.4 72.8 66.0 0.0 Incr Delay (d2), s/veh 257.4 58.2 0.0 251.5 83.4 0.0 307.7 1.9 213.6 17.8 45.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 26.7 15.5 0.0 41.6 26.7 0.0 82.2 19.1 71.8 1.2 10.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 322.1 121.2 0.0 309.7 139.9 0.0 354.5 34.1 253.0 90.6 111.6 0.0 LnGrp LOS F F F F F C F F F Approach Vol, veh/h 981 A 2206 A 3481 661 A Approach Delay, s/veh 197.4 231.6 206.1 110.8 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 38.0 28.5 61.0 22.5 25.0 41.5 7.9 75.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.5 24.0 56.5 18.0 20.5 37.0 5.0 69.5 Max Q Clear Time (g_c+I1), s 35.5 26.0 58.5 20.0 22.5 39.0 4.3 73.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 204.0 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 1: W 19th St & Raymond Ave 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 10 154 46 47 76 Future Vol, veh/h 38 10 154 46 47 76 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Yield Yield Stop Stop Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 11 167 50 51 83 Major/Minor Minor2 Major2 Conflicting Flow All 185 83 0 0 Stage 1 185 - - - Stage 2 0 - - - Critical Hdwy 6.52 6.22 4.12 - Critical Hdwy Stg 1 5.52 - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 4.018 3.318 2.218 - Pot Cap-1 Maneuver 709 976 - - Stage 1 747 - - - Stage 2 - - - - Platoon blocked, %- Mov Cap-1 Maneuver 0 976 - - Mov Cap-2 Maneuver 0 - - - Stage 1 0 - - - Stage 2 0 - - - Approach NB SB HCM Control Delay, s 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 SBL SBT Capacity (veh/h)976 - - HCM Lane V/C Ratio 0.223 - - HCM Control Delay (s) 9.7 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.9 - - HCM 6th Roundabout 2: W 19th St & Lind Ave 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 391 73 820 804 Demand Flow Rate, veh/h 399 74 836 820 Vehicles Circulating, veh/h 787 1039 320 33 Vehicles Exiting, veh/h 66 117 866 1080 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.1 7.7 16.2 8.4 Approach LOS A A C A Lane Left Right Left Right Left Right Left Right Designated Moves L TR L TR LT R LT R Assumed Moves L TR L TR LT R LT R RT Channelized Lane Util 0.607 0.393 0.230 0.770 0.953 0.047 0.939 0.061 Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.535 2.535 2.535 2.535 Critical Headway, s 4.544 4.544 4.544 4.544 4.544 4.544 4.544 4.544 Entry Flow, veh/h 242 157 17 57 797 39 770 50 Cap Entry Lane, veh/h 694 694 552 552 1061 1061 1378 1378 Entry HV Adj Factor 0.979 0.980 1.000 0.979 0.981 0.974 0.981 0.980 Flow Entry, veh/h 237 154 17 56 782 38 755 49 Cap Entry, veh/h 679 680 552 540 1041 1034 1352 1351 V/C Ratio 0.349 0.226 0.031 0.103 0.751 0.037 0.559 0.036 Control Delay, s/veh 9.9 8.0 6.9 7.9 16.8 3.8 8.8 2.9 LOS A A A A C A A A 95th %tile Queue, veh 2 1 0 0 7 0 4 0 HCM 6th Signalized Intersection Summary 3: Lind Ave & 16th St 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 483 294 196 7 197 254 121 944 5 193 481 255 Future Volume (veh/h) 483 294 196 7 197 254 121 944 5 193 481 255 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 525 320 213 8 214 276 132 1026 5 210 523 277 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 408 733 477 247 320 285 308 1813 9 238 1123 593 Arrive On Green 0.19 0.36 0.36 0.01 0.18 0.18 0.50 0.50 0.50 0.50 0.50 0.50 Sat Flow, veh/h 1781 2063 1342 1781 1777 1585 680 3626 18 547 2247 1187 Grp Volume(v), veh/h 525 275 258 8 214 276 132 503 528 210 413 387 Grp Sat Flow(s),veh/h/ln 1781 1777 1629 1781 1777 1585 680 1777 1867 547 1777 1657 Q Serve(g_s), s 18.5 11.8 12.2 0.4 11.2 17.3 15.7 19.7 19.7 30.3 15.2 15.2 Cycle Q Clear(g_c), s 18.5 11.8 12.2 0.4 11.2 17.3 30.9 19.7 19.7 50.0 15.2 15.2 Prop In Lane 1.00 0.82 1.00 1.00 1.00 0.01 1.00 0.72 Lane Grp Cap(c), veh/h 408 631 578 247 320 285 308 888 934 238 888 828 V/C Ratio(X) 1.29 0.44 0.45 0.03 0.67 0.97 0.43 0.57 0.57 0.88 0.47 0.47 Avail Cap(c_a), veh/h 408 631 578 318 320 285 308 888 934 238 888 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 24.6 24.7 33.0 38.2 40.7 26.4 17.4 17.4 38.1 16.3 16.3 Incr Delay (d2), s/veh 146.5 0.5 0.5 0.1 5.3 44.2 4.3 2.6 2.5 30.0 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/ln 24.2 5.0 4.7 0.2 5.3 10.1 2.9 8.4 8.7 7.2 6.0 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 173.6 25.1 25.3 33.0 43.5 84.9 30.7 20.0 19.9 68.0 16.7 16.7 LnGrp LOS F C C C D F C C B E B B Approach Vol, veh/h 1058 498 1163 1010 Approach Delay, s/veh 98.8 66.3 21.2 27.4 Approach LOS F E C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 54.5 5.5 40.0 54.5 23.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 50.0 5.0 31.5 50.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 32.9 2.4 14.2 52.0 20.5 19.3 Green Ext Time (p_c), s 7.5 0.0 3.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 50.9 HCM 6th LOS D HCM 6th TWSC 4: Raymond Ave & 16th St 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 27.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 892 16 72 488 18 63 2 67 12 2 7 Future Vol, veh/h 29 892 16 72 488 18 63 2 67 12 2 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 970 17 78 530 20 68 2 73 13 2 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 550 0 0 987 0 0 1744 1749 979 1776 1747 540 Stage 1 - - - - - - 1043 1043 - 696 696 - Stage 2 - - - - - - 701 706 - 1080 1051 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1020 - - 700 - - ~ 68 86 303 64 86 542 Stage 1 - - - - - - 277 306 - 432 443 - Stage 2 - - - - - - 429 439 - 264 304 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1020 - - 700 - - ~ 59 74 303 42 74 542 Mov Cap-2 Maneuver - - - - - - ~ 59 74 - 42 74 - Stage 1 - - - - - - 268 297 - 419 394 - Stage 2 - - - - - - 374 390 - 193 295 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.3 $ 320 89.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)100 1020 - - 700 - - 64 HCM Lane V/C Ratio 1.435 0.031 - - 0.112 - - 0.357 HCM Control Delay (s) $ 320 8.6 - - 10.8 - - 89.6 HCM Lane LOS F A - - B - - F HCM 95th %tile Q(veh) 10.5 0.1 - - 0.4 - - 1.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM Signalized Intersection Capacity Analysis 5: Oakesdale & Grady Way 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 214 1845 577 141 1415 75 633 352 232 124 743 610 Future Volume (vph) 214 1845 577 141 1415 75 633 352 232 124 743 610 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 0.91 0.91 1.00 0.95 Frt 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.98 0.95 1.00 Satd. Flow (prot)1770 3413 1770 3512 1610 3203 1770 3300 Flt Permitted 0.95 1.00 0.95 1.00 0.09 0.57 0.95 1.00 Satd. Flow (perm) 1770 3413 1770 3512 144 1842 1770 3300 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 233 2005 627 153 1538 82 688 383 252 135 808 663 RTOR Reduction (vph) 0 20 0 0 2 0 0 22 0 0 86 0 Lane Group Flow (vph) 233 2612 0 153 1618 0 351 950 0 135 1385 0 Turn Type Prot NA Prot NA pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 12.5 65.5 8.5 61.5 62.5 62.5 7.5 42.5 Effective Green, g (s) 12.5 65.5 8.5 61.5 62.5 62.5 7.5 42.5 Actuated g/C Ratio 0.08 0.44 0.06 0.41 0.42 0.42 0.05 0.28 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 1490 100 1439 211 908 88 935 v/s Ratio Prot c0.13 c0.77 0.09 0.46 c0.17 0.11 0.08 0.42 v/s Ratio Perm c0.52 0.33 v/c Ratio 1.59 1.75 1.53 1.12 1.66 1.39dl 1.53 1.48 Uniform Delay, d1 68.8 42.2 70.8 44.2 46.4 43.8 71.2 53.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 293.1 341.7 282.4 65.5 318.6 42.8 289.2 222.3 Delay (s) 361.8 384.0 353.1 109.8 365.0 86.6 360.4 276.1 Level of Service F F F F F F F F Approach Delay (s)382.2 130.8 160.4 283.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 263.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.76 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 156.1% ICU Level of Service H Analysis Period (min)15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group HCM 6th Signalized Intersection Summary 6: Grady Way & Powell Ave 03/31/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 2001 20 57 1415 20 30 10 79 100 12 159 Future Volume (veh/h) 85 2001 20 57 1415 20 30 10 79 100 12 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 2175 22 62 1538 22 33 11 86 109 13 173 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 118 2134 22 80 2047 29 71 14 334 77 5 334 Arrive On Green 0.07 0.59 0.59 0.04 0.57 0.57 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 3604 36 1781 3587 51 0 67 1585 0 24 1585 Grp Volume(v), veh/h 92 1070 1127 62 761 799 44 0 86 122 0 173 Grp Sat Flow(s),veh/h/ln1781 1777 1864 1781 1777 1861 67 0 1585 24 0 1585 Q Serve(g_s), s 4.5 52.5 52.5 3.1 28.5 28.6 0.0 0.0 4.0 0.0 0.0 8.6 Cycle Q Clear(g_c), s 4.5 52.5 52.5 3.1 28.5 28.6 18.7 0.0 4.0 18.7 0.0 8.6 Prop In Lane 1.00 0.02 1.00 0.03 0.75 1.00 0.89 1.00 Lane Grp Cap(c), veh/h 118 1052 1104 80 1014 1062 85 0 334 82 0 334 V/C Ratio(X) 0.78 1.02 1.02 0.78 0.75 0.75 0.52 0.00 0.26 1.49 0.00 0.52 Avail Cap(c_a), veh/h 155 1052 1104 106 1014 1062 85 0 334 82 0 334 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh40.8 18.1 18.1 41.9 14.3 14.3 38.5 0.0 29.2 43.2 0.0 31.0 Incr Delay (d2), s/veh 17.1 32.1 32.5 22.5 3.2 3.1 5.4 0.0 0.4 274.0 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 27.9 29.3 1.8 11.1 11.7 1.1 0.0 1.5 8.0 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.9 50.2 50.5 64.4 17.4 17.4 43.8 0.0 29.6 317.1 0.0 32.4 LnGrp LOS E F F E B B D A C F A C Approach Vol, veh/h 2289 1622 130 295 Approach Delay, s/veh 50.7 19.2 34.4 150.1 Approach LOS D B C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 8.5 57.0 23.2 10.4 55.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.3 52.5 18.7 7.7 50.1 Max Q Clear Time (g_c+I1), s 20.7 5.1 54.5 20.7 6.5 30.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 11.4 Intersection Summary HCM 6th Ctrl Delay 45.2 HCM 6th LOS D HCM 6th Signalized Intersection Summary 7: Lind Ave & Grady Way 03/31/2021 Total PM 2025 4:52 pm 11/12/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 222 1825 151 533 1206 84 137 324 1080 101 221 113 Future Volume (veh/h) 222 1825 151 533 1206 84 137 324 1080 101 221 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 1984 164 579 1311 91 149 352 0 110 240 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 1953 606 575 1466 654 369 1042 358 598 296 Arrive On Green 0.10 0.38 0.38 0.13 0.41 0.41 0.08 0.29 0.00 0.04 0.26 0.26 Sat Flow, veh/h 1781 5106 1585 3456 3554 1585 1781 3554 2790 1781 2302 1140 Grp Volume(v), veh/h 241 1984 164 579 1311 91 149 352 0 110 183 180 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1781 1777 1395 1781 1777 1665 Q Serve(g_s), s 10.1 45.9 8.6 15.8 41.2 4.3 7.1 9.3 0.0 5.1 10.2 10.7 Cycle Q Clear(g_c), s 10.1 45.9 8.6 15.8 41.2 4.3 7.1 9.3 0.0 5.1 10.2 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 Lane Grp Cap(c), veh/h 268 1953 606 575 1466 654 369 1042 358 462 433 V/C Ratio(X)0.90 1.02 0.27 1.01 0.89 0.14 0.40 0.34 0.31 0.40 0.41 Avail Cap(c_a), veh/h 281 1953 606 575 1466 654 381 1042 358 462 433 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 37.0 25.5 38.5 32.8 22.0 28.5 33.3 0.0 31.6 36.6 36.8 Incr Delay (d2), s/veh 28.8 24.4 0.2 39.3 7.5 0.1 0.7 0.9 0.0 0.5 2.5 2.9 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 6.1 23.1 3.3 11.7 18.9 1.6 3.1 4.2 0.0 2.4 4.8 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.3 61.4 25.8 77.8 40.3 22.1 29.2 34.1 0.0 32.0 39.2 39.7 LnGrp LOS E F C F D C C C C D D Approach Vol, veh/h 2389 1981 501 A 473 Approach Delay, s/veh 58.6 50.4 32.7 37.7 Approach LOS E D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 39.7 20.3 50.4 13.6 35.7 16.7 54.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 35.2 15.8 45.9 9.9 30.4 13.1 48.6 Max Q Clear Time (g_c+I1), s 7.1 11.3 17.8 47.9 9.1 12.7 12.1 43.2 Green Ext Time (p_c), s 0.0 2.3 0.0 0.0 0.0 2.0 0.1 3.9 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Grandy Way & Longacres Dr 07/21/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 2246 2046 30 36 681 Future Volume (veh/h) 69 2246 2046 30 36 681 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 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 2441 2224 33 39 740 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 369 3191 2701 838 508 795 Arrive On Green 0.05 0.63 0.53 0.53 0.28 0.28 Sat Flow, veh/h 3456 5274 5274 1585 1781 2790 Grp Volume(v), veh/h 75 2441 2224 33 39 740 Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1395 Q Serve(g_s), s 0.0 34.3 36.3 1.0 1.6 25.8 Cycle Q Clear(g_c), s 0.0 34.3 36.3 1.0 1.6 25.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 369 3191 2701 838 508 795 V/C Ratio(X) 0.20 0.76 0.82 0.04 0.08 0.93 Avail Cap(c_a), veh/h 369 3191 2701 838 508 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.42 0.42 1.00 1.00 Uniform Delay (d), s/veh 40.3 13.5 19.7 11.3 26.1 34.8 Incr Delay (d2), s/veh 0.0 0.2 1.3 0.0 0.3 18.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 11.8 13.7 0.4 0.7 19.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.3 13.6 20.9 11.4 26.4 53.7 LnGrp LOS D B C B C D Approach Vol, veh/h 2516 2257 779 Approach Delay, s/veh 14.4 20.8 52.4 Approach LOS B C D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 67.0 33.0 9.6 57.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.5 28.5 5.1 52.9 Max Q Clear Time (g_c+I1), s 36.3 27.8 2.0 38.3 Green Ext Time (p_c), s 21.6 0.3 0.0 12.3 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C HCM 6th Signalized Intersection Summary 9: W Valley Hwy/Interurban Ave S & Fun Center Way/ Grandy Way 07/16/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 224 949 277 1229 1183 688 446 1410 25 166 904 76 Future Volume (veh/h) 224 949 277 1229 1183 688 446 1410 25 166 904 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 1032 301 1336 1286 748 485 1533 0 180 983 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 257 723 322 635 1478 659 265 912 113 865 Arrive On Green 0.14 0.20 0.20 0.36 0.42 0.42 0.08 0.26 0.00 0.06 0.24 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 243 1032 301 1336 1286 748 485 1533 0 180 983 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 20.3 30.5 28.0 53.5 49.7 62.4 11.5 38.5 0.0 9.5 36.5 0.0 Cycle Q Clear(g_c), s 20.3 30.5 28.0 53.5 49.7 62.4 11.5 38.5 0.0 9.5 36.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 257 723 322 635 1478 659 265 912 113 865 V/C Ratio(X)0.95 1.43 0.93 2.10 0.87 1.13 1.83 1.68 1.60 1.14 Avail Cap(c_a), veh/h 257 723 322 635 1478 659 265 912 113 865 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 63.6 59.8 58.8 48.2 40.1 43.8 69.2 55.8 0.0 70.3 56.7 0.0 Incr Delay (d2), s/veh 41.9 200.7 35.8 501.6 7.2 78.3 375.1 306.8 0.0 271.8 63.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 33.9 14.5 112.1 23.1 38.5 18.9 56.1 0.0 12.9 23.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 105.5 260.4 94.6 549.9 47.3 122.1 444.4 362.5 0.0 342.0 119.8 0.0 LnGrp LOS F F F F D F F F F F Approach Vol, veh/h 1576 3370 2018 A 1163 A Approach Delay, s/veh 204.9 263.2 382.2 154.2 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 58.0 35.0 14.0 43.0 26.1 66.9 16.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.5 30.5 9.5 38.5 21.6 62.4 11.5 36.5 Max Q Clear Time (g_c+I1), s 55.5 32.5 11.5 40.5 22.3 64.4 13.5 38.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 265.8 HCM 6th LOS F Notes Unsignalized Delay for [NWR, SER] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 10: Exit 1/Fort Dent Way & Interurban Ave S 07/16/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 1772 72 566 1042 228 172 250 374 284 64 74 Future Volume (vph) 130 1772 72 566 1042 228 172 250 374 284 64 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot)1770 3388 1441 3433 3444 1826 1583 1770 1714 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.80 1.00 0.18 1.00 Satd. Flow (perm)1770 3388 1441 3433 3444 1491 1583 331 1714 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 141 1926 78 615 1133 248 187 272 407 309 70 80 RTOR Reduction (vph) 0 1 41 0 21 0 0 0 147 0 39 0 Lane Group Flow (vph) 141 1933 29 615 1360 0 0 459 260 309 111 0 Turn Type Prot NA Perm Prot NA Prot NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 8.3 37.0 37.0 10.5 39.2 18.0 18.0 29.0 29.0 Effective Green, g (s) 8.3 37.0 37.0 10.5 39.2 18.0 18.0 29.0 29.0 Actuated g/C Ratio 0.09 0.41 0.41 0.12 0.44 0.20 0.20 0.32 0.32 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 163 1392 592 400 1500 298 316 210 552 v/s Ratio Prot 0.08 c0.57 c0.18 0.39 c0.11 0.06 v/s Ratio Perm 0.02 0.31 0.16 c0.37 v/c Ratio 0.87 1.39 0.05 1.54 0.91 1.54 0.82 1.47 0.20 Uniform Delay, d1 40.3 26.5 15.9 39.8 23.7 36.0 34.5 28.5 22.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.9 179.5 0.2 254.1 9.5 259.3 15.7 236.2 0.2 Delay (s)75.2 206.0 16.1 293.9 33.2 295.3 50.1 264.7 22.3 Level of Service E F B F C F D F C Approach Delay (s)191.2 113.5 180.1 185.5 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 160.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.49 Actuated Cycle Length (s) 90.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 119.3% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 11: W Valley Hwy & Exit 1/156th St 07/16/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 699 110 1144 50 31 135 457 1229 129 152 2722 111 Future Volume (vph) 699 110 1144 50 31 135 457 1229 129 152 2722 111 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)1681 1708 1583 1807 1583 3433 3489 1770 3539 1583 Flt Permitted 0.95 0.60 1.00 0.61 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)1681 1056 1583 1136 1583 3433 3489 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 760 120 1243 54 34 147 497 1336 140 165 2959 121 RTOR Reduction (vph) 0 0 119 0 0 118 0 5 0 0 0 42 Lane Group Flow (vph) 441 439 1124 0 88 29 497 1471 0 165 2959 79 Turn Type Prot NA Perm Perm NA Perm Prot NA Prot NA Perm Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 8 6 Actuated Green, G (s) 21.5 55.5 55.5 29.5 29.5 13.5 65.1 15.9 67.5 67.5 Effective Green, g (s) 21.5 55.5 55.5 29.5 29.5 13.5 65.1 15.9 67.5 67.5 Actuated g/C Ratio 0.14 0.37 0.37 0.20 0.20 0.09 0.43 0.11 0.45 0.45 Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 484 585 223 311 308 1514 187 1592 712 v/s Ratio Prot 0.26 0.13 c0.14 0.42 0.09 c0.84 v/s Ratio Perm 0.21 c0.71 0.08 0.02 0.05 v/c Ratio 1.84 0.91 1.92 0.39 0.09 1.61 0.97 0.88 1.86 0.11 Uniform Delay, d1 64.2 44.8 47.2 52.5 49.3 68.2 41.5 66.1 41.2 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 392.7 20.5 420.9 1.2 0.1 290.7 17.3 4.8 386.6 0.0 Delay (s)456.9 65.3 468.1 53.6 49.4 359.0 58.8 70.9 427.9 23.9 Level of Service F E F D D F E E F C Approach Delay (s)382.5 51.0 134.4 394.7 Approach LOS F D F F Intersection Summary HCM 2000 Control Delay 312.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.92 Actuated Cycle Length (s) 150.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 161.7% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary 12: Maple Ave SW & Grady Way 07/16/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 2147 53 179 1394 62 38 21 258 20 18 143 Future Volume (veh/h) 270 2147 53 179 1394 62 38 21 258 20 18 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 293 2334 58 195 1515 67 41 23 280 22 20 155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 333 2754 68 234 1749 780 282 143 357 237 196 357 Arrive On Green 0.11 0.54 0.54 0.07 0.49 0.49 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 5125 127 1781 3554 1585 924 635 1585 749 870 1585 Grp Volume(v), veh/h 293 1548 844 195 1515 67 64 0 280 42 0 155 Grp Sat Flow(s),veh/h/ln 1781 1702 1848 1781 1777 1585 1559 0 1585 1619 0 1585 Q Serve(g_s), s 7.0 30.9 31.1 4.3 30.2 1.8 1.0 0.0 13.3 0.0 0.0 6.7 Cycle Q Clear(g_c), s 7.0 30.9 31.1 4.3 30.2 1.8 2.4 0.0 13.3 1.4 0.0 6.7 Prop In Lane 1.00 0.07 1.00 1.00 0.64 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 333 1830 993 234 1749 780 425 0 357 433 0 357 V/C Ratio(X) 0.88 0.85 0.85 0.83 0.87 0.09 0.15 0.00 0.79 0.10 0.00 0.43 Avail Cap(c_a), veh/h 363 1830 993 234 1749 780 425 0 357 433 0 357 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)0.43 0.43 0.43 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 15.7 15.8 17.7 18.0 10.8 24.9 0.0 29.2 24.6 0.0 26.6 Incr Delay (d2), s/veh 10.1 2.2 4.2 2.5 0.6 0.0 0.8 0.0 15.8 0.4 0.0 3.8 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 3.4 11.0 12.6 1.7 11.3 0.6 1.0 0.0 6.4 0.7 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.9 17.9 19.9 20.2 18.6 10.8 25.7 0.0 45.0 25.0 0.0 30.5 LnGrp LOS C B B C B B C A D C A C Approach Vol, veh/h 2685 1777 344 197 Approach Delay, s/veh 19.8 18.4 41.4 29.3 Approach LOS B B D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 47.5 22.5 13.6 43.9 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 43.0 18.0 10.5 38.0 18.0 Max Q Clear Time (g_c+I1), s 6.3 33.1 8.7 9.0 32.2 15.3 Green Ext Time (p_c), s 0.0 8.8 0.4 0.1 4.5 0.4 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: WA-167 & Grady Way 07/16/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 342 1538 1268 843 733 45 762 681 713 149 1435 422 Future Volume (veh/h) 342 1538 1268 843 733 45 762 681 713 149 1435 422 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 1672 0 916 797 0 828 740 775 162 1560 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 366 1173 472 929 386 1144 510 163 1004 Arrive On Green 0.21 0.33 0.00 0.14 0.26 0.00 0.22 0.32 0.32 0.09 0.20 0.00 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 5106 1585 Grp Volume(v), veh/h 372 1672 0 916 797 0 828 740 775 162 1560 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1702 1585 Q Serve(g_s), s 30.8 49.5 0.0 20.5 32.0 0.0 32.5 26.7 48.3 13.6 29.5 0.0 Cycle Q Clear(g_c), s 30.8 49.5 0.0 20.5 32.0 0.0 32.5 26.7 48.3 13.6 29.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 366 1173 472 929 386 1144 510 163 1004 V/C Ratio(X)1.02 1.43 1.94 0.86 2.15 0.65 1.52 1.00 1.55 Avail Cap(c_a), veh/h 366 1173 472 929 386 1144 510 163 1004 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 59.6 50.2 0.0 64.8 52.8 0.0 58.7 43.5 50.9 68.1 60.3 0.0 Incr Delay (d2), s/veh 51.5 196.6 0.0 430.5 10.1 0.0 524.0 1.3 243.2 69.2 254.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.1 53.9 0.0 37.3 15.6 0.0 70.8 12.1 53.6 9.4 36.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 111.1 246.8 0.0 495.3 62.9 0.0 582.8 44.8 294.1 137.3 314.2 0.0 LnGrp LOS F F F E F D F F F Approach Vol, veh/h 2044 A 1713 A 2343 1722 A Approach Delay, s/veh 222.1 294.1 317.4 297.6 Approach LOS F F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 54.0 37.0 34.0 35.3 43.7 18.2 52.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 49.5 32.5 29.5 30.8 39.2 13.7 48.3 Max Q Clear Time (g_c+I1), s 22.5 51.5 34.5 31.5 32.8 34.0 15.6 50.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 283.0 HCM 6th LOS F Notes Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 13: WA-167 & Grady Way 07/19/2021 Existing AM 2021 1:18 pm 11/12/2020 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 324 541 368 1060 901 33 942 1124 973 24 563 215 v/c Ratio 1.34 1.04 0.67 1.34 1.06 0.07 1.39 0.64 0.89 0.40 0.92 0.57 Control Delay 227.1 111.5 12.0 206.4 101.9 0.3 220.3 30.8 23.7 90.3 86.6 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 227.1 111.5 12.0 206.4 101.9 0.3 220.3 30.8 23.7 90.3 86.6 13.5 Queue Length 50th (ft) ~412 ~300 0 ~695 ~508 0 ~1223 443 409 23 202 0 Queue Length 95th (ft) #611 #422 103 #831 #645 0 #1482 523 #812 57 #277 81 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 241 519 546 789 849 462 678 1751 1094 60 610 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.34 1.04 0.67 1.34 1.06 0.07 1.39 0.64 0.89 0.40 0.92 0.57 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 13: WA-167 & Grady Way 07/19/2021 Existing PM 2021 3:03 pm 11/12/2020 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 328 1485 1201 814 708 43 704 658 688 145 1386 403 v/c Ratio 0.97 1.30 1.53 1.74 0.75 0.08 1.78 0.56 0.94 0.91 1.39 0.80 Control Delay 100.7 181.4 270.8 376.0 56.0 0.3 395.2 43.6 48.5 117.7 223.3 36.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 100.7 181.4 270.8 376.0 56.0 0.3 395.2 43.6 48.5 117.7 223.3 36.4 Queue Length 50th (ft) 322 ~974 ~1371 ~605 335 0 ~1027 278 417 143 ~658 164 Queue Length 95th (ft) #521 #1114 #1640 #737 411 0 #1275 344 #686 #281 #755 #316 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 339 1144 783 469 948 528 395 1167 730 159 1000 501 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 1.30 1.53 1.74 0.75 0.08 1.78 0.56 0.94 0.91 1.39 0.80 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 13: WA-167 & Grady Way 07/19/2021 Background AM 2025 9:47 pm 11/12/2020 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 365 609 415 1192 1014 36 1061 1265 1096 27 634 242 v/c Ratio 1.51 1.17 0.72 1.51 1.19 0.08 1.56 0.72 1.00 0.45 1.04 0.62 Control Delay 293.4 150.7 14.3 275.1 147.0 0.3 294.1 33.4 45.7 94.2 109.6 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 293.4 150.7 14.3 275.1 147.0 0.3 294.1 33.4 45.7 94.2 109.6 16.7 Queue Length 50th (ft) ~495 ~373 13 ~833 ~628 0 ~1464 529 ~806 26 ~244 13 Queue Length 95th (ft) #702 #498 128 #970 #767 0 #1728 621 #1075 #65 #332 102 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 241 519 573 789 849 462 678 1751 1091 60 610 389 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.51 1.17 0.72 1.51 1.19 0.08 1.56 0.72 1.00 0.45 1.04 0.62 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 13: WA-167 & Grady Way 07/19/2021 Background PM 2025 10:05 pm 11/12/2020 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 370 1672 1352 916 797 49 793 740 775 162 1560 454 v/c Ratio 1.54 3.22 2.12 1.16 0.94 0.11 1.17 0.45 0.74 2.70 2.56 1.19 Control Delay 301.7 1023.7 529.0 136.1 74.9 0.5 132.7 27.8 12.4 833.9 730.0 138.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 301.7 1023.7 529.0 136.1 74.9 0.5 132.7 27.8 12.4 833.9 730.0 138.4 Queue Length 50th (ft) ~505 ~1507 ~1693 ~544 406 0 ~920 251 156 ~268 ~932 ~338 Queue Length 95th (ft) #714 #1646 #1963 #678 #532 0 #1174 306 331 #424 #1028 #562 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 241 519 637 789 849 462 678 1660 1047 60 610 380 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.54 3.22 2.12 1.16 0.94 0.11 1.17 0.45 0.74 2.70 2.56 1.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 13: WA-167 & Grady Way 07/19/2021 Total AM 2025 10:53 pm 11/12/2020 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 372 609 474 1192 1014 36 1120 1265 1096 27 634 249 v/c Ratio 1.54 1.17 0.76 1.51 1.19 0.08 1.65 0.72 1.00 0.45 1.04 0.64 Control Delay 305.1 150.7 14.9 275.1 147.0 0.3 331.2 33.4 45.7 94.2 109.6 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 305.1 150.7 14.9 275.1 147.0 0.3 331.2 33.4 45.7 94.2 109.6 18.8 Queue Length 50th (ft) ~509 ~373 15 ~833 ~628 0 ~1584 529 ~806 26 ~244 22 Queue Length 95th (ft) #716 #498 140 #970 #767 0 #1849 621 #1075 #65 #332 115 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 241 519 622 789 849 462 678 1751 1091 60 610 387 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.54 1.17 0.76 1.51 1.19 0.08 1.65 0.72 1.00 0.45 1.04 0.64 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 13: WA-167 & Grady Way 07/19/2021 Total PM 2025 7:50 am 11/13/2020 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 372 1672 1378 916 797 49 828 740 775 162 1560 459 v/c Ratio 1.54 3.22 2.14 1.16 0.94 0.11 1.22 0.45 0.74 2.70 2.56 1.20 Control Delay 305.1 1023.7 535.0 136.1 74.9 0.5 152.3 27.8 12.4 833.9 730.0 140.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 305.1 1023.7 535.0 136.1 74.9 0.5 152.3 27.8 12.4 833.9 730.0 140.8 Queue Length 50th (ft) ~509 ~1507 ~1731 ~544 406 0 ~991 251 156 ~268 ~932 ~344 Queue Length 95th (ft) #716 #1646 #2000 #678 #532 0 #1247 306 331 #424 #1028 #570 Internal Link Dist (ft)841 497 354 750 Turn Bay Length (ft) 302 450 75 200 390 225 Base Capacity (vph) 241 519 645 789 849 462 678 1660 1047 60 610 382 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.54 3.22 2.14 1.16 0.94 0.11 1.22 0.45 0.74 2.70 2.56 1.20 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Delivering Solutions Improving Lives