Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
T-6215 - Traffic Impact Study - GETTYSBURG & HAYES - 7/19/2018
Traffic Impact Analysis Addendum June 12, 2019 Tract 6215 Single-Family Housing On the Southwest Corner of Hayes Avenue and Gettysburg Avenue In the City of Fresno, California Prepared for: Wathen Castanos Homes 1446 Tollhouse Road, Suite 103 Clovis, CA 93611 Project No. 004-060 Traffic Engineering, Transportation Planning, & Parking Solutions 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Phone: (559) 570-8991 www.JLBtraffic.com Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\004 Fresno\004-060 TT 6215 TIA\Interchange Networks\Report\R06122019 TT 6215 TIA Addendum.docx Traffic Engineering, Transportation Planning, & Parking Solutions 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Phone: (559) 570-8991 www.JLBtraffic.com Traffic Impact Analysis Addendum For Tentative Tract 6215 located on the Southwest Corner of Hayes Avenue and Gettysburg Avenue In the City of Fresno, CA June 12, 2019 This Traffic Impact Analysis Addendum has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions, and decisions are based. Prepared by: _________________________________ Jose Luis Benavides, PE, TE President www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | iii Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Table of Contents Introduction and Summary ....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions ........................................................................................................................ 1 Existing plus Project Traffic Conditions .................................................................................................... 1 Near Term plus Project Traffic Conditions ............................................................................................... 1 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 1 Queuing Analysis ...................................................................................................................................... 2 Project’s Equitable Fair Share .................................................................................................................. 2 Study Facilities ............................................................................................................................................. 3 Study Intersections for State Route 99 and Shaw Avenue Interchange .................................................. 3 Study Intersections for State Route 99 and Ashlan Avenue Interchange ................................................ 3 Study Scenarios ............................................................................................................................................ 3 Existing Traffic Conditions ........................................................................................................................ 3 Existing plus Project Traffic Conditions .................................................................................................... 3 Near Term plus Project Traffic Conditions: .............................................................................................. 3 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 4 Level of Service Analysis Methodology ..................................................................................................4 Criteria of Significance ..........................................................................................................................4 Operational Analysis Assumptions and Defaults ....................................................................................5 Existing Traffic Conditions .....................................................................................................................6 Roadway Network ........................................................................................................................................ 6 Results of Existing Level of Service Analysis ................................................................................................ 7 Existing plus Project Traffic Conditions ................................................................................................ 10 Trip Distribution ......................................................................................................................................... 10 Results of Existing plus Project Level of Service Analysis .......................................................................... 10 Near Term plus Project Traffic Conditions ............................................................................................... 15 Results of Near Term plus Project Level of Service Analysis ...................................................................... 15 Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 20 Roadway Network ...................................................................................................................................... 20 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | iv Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Results of Cumulative Year 2035 plus Project Level of Service Analysis ................................................... 20 Queuing Analysis ................................................................................................................................ 26 Project’s Pro-Rata Fair Share of Future Transportation Improvements.................................................. 30 Conclusions and Recommendations..................................................................................................... 31 Existing Traffic Conditions ...................................................................................................................... 31 Existing plus Project Traffic Conditions .................................................................................................. 31 Near Term plus Project Traffic Conditions ............................................................................................. 31 Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 31 Queuing Analysis .................................................................................................................................... 32 Project’s Equitable Fair Share ................................................................................................................ 32 Study Participants ............................................................................................................................... 33 References .......................................................................................................................................... 33 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | v Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 List of Figures Figure A1: Existing - Traffic Volumes, Geometrics and Controls ................................................................................ 8 Figure B1: Existing - Traffic Volumes, Geometrics and Controls ................................................................................ 9 Figure A2: 2018 Project Only Trips .......................................................................................................................... 11 Figure B2: 2018 Project Only Trips .......................................................................................................................... 12 Figure A3: Existing plus Project - Traffic Volumes, Geometrics and Controls ........................................................... 13 Figure B3: Existing plus Project - Traffic Volumes, Geometrics and Controls ........................................................... 14 Figure A4: Near Term Projects’ Trip Assignment ..................................................................................................... 16 Figure 4: Near Term Projects’ Trip Assignment ..................................................................................................... 17 Figure A5: Near Term plus Project - Traffic Volumes, Geometrics and Controls ...................................................... 18 Figure B5: Near Term plus Project - Traffic Volumes, Geometrics and Controls ...................................................... 19 Figure A6: 2035 Project Only Trips .......................................................................................................................... 22 Figure B6: 2035 Project Only Trips .......................................................................................................................... 23 Figure A7: Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls..................................... 24 Figure B7: Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls ..................................... 25 List of Tables Table I: Existing Intersection LOS Results .................................................................................................................. 7 Table II: Existing plus Project Intersection LOS Results ............................................................................................ 10 Table III: Near Term plus Project Intersection LOS Results ...................................................................................... 15 Table IV: Cumulative Year 2035 plus Project Intersection LOS Results .................................................................... 21 Table V: Queuing Analysis ....................................................................................................................................... 28 Table VI: Project’s Fair Share of Future Roadway Improvements ............................................................................ 30 List of Appendices Appendix A: Traffic Counts Appendix B: Traffic Modeling Appendix C: Methodology Appendix D: Existing Traffic Conditions Appendix E: Existing plus Project Traffic Conditions Appendix F: Near Term plus Project Traffic Conditions Appendix G: Cumulative Year 2035 plus Project Traffic Conditions www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 1 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Introduction and Summary Introduction This report describes a Traffic Impact Analysis (TIA) Addendum prepared by JLB Traffic Engineering, Inc. (JLB) for the proposed Single-Family Housing (Project) located on the southwest corner of Hayes Avenue and Gettysburg Avenue in the City of Fresno. The reason for the Addendum was to include the intersections of Polk Avenue and Shaw Avenue, the State Route 99 and Shaw Avenue interchange, and the State Route 99 and Ashlan Avenue interchange to the analysis. These intersections were requested by the City of Fresno after their approval of the TIA prepared by JLB dated May 4, 2018. The Project proposes to develop up to 99 single-family residential units on 17.45 acres. Based on information provided to JLB, the Project is consistent with the 2035 City of Fresno General Plan. The purpose of this TIA Addendum is to evaluate the potential off-site traffic impacts to the State Route 99 and Shaw Avenue Interchange and the State Route 99 and Ashlan Avenue Interchange and determine potential mitigation measures. Summary The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set forth by the level of service (LOS) policy of the City of Fresno and Caltrans. Existing Traffic Conditions At present, all study intersections and segments operate at an acceptable LOS during both peak periods. Existing plus Project Traffic Conditions Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods. Near Term plus Project Traffic Conditions Under this scenario, the intersection of Polk Avenue and Shaw Avenue is projected to exceed its LOS threshold during both peak periods. To improve the LOS at this intersection, the addition of lanes and modification of traffic control mechanisms are recommended. Additional details as to the recommended improvements are presented later in this Report. Cumulative Year 2035 plus Project Traffic Conditions Under this scenario, the intersections of Polk Avenue and Shaw Avenue, State Route 99 Southbound Ramps and Shaw Avenue, State Route 99 Northbound Ramps and Shaw Avenue, and State Route 99 Northbound Off-Ramp and Ashlan Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at these intersections, the addition of lanes and modification of traffic control mechanisms are recommended. Additional details as to the recommended improvements are presented later in this Report. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 2 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Queuing Analysis It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis. Project’s Equitable Fair Share It is recommended that the Project contribute its equitable Fair Share as presented in Table VI. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 3 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Study Facilities The existing peak hour turning movement volume counts were conducted at the study intersections in September 2018 and May 2019 while schools in the vicinity of the proposed Project were in session. The intersection turning movement counts included pedestrian volumes. The traffic counts for the existing study intersections are contained in Appendix A. The existing intersection turning movement volumes, intersection geometrics and traffic controls for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange are illustrated in Figure A1, while the existing intersection turning movement volumes, intersection geometrics and traffic controls for the State Route 99 and Ashlan Avenue interchange are illustrated in Figure B1. Study Intersections for State Route 99 and Shaw Avenue Interchange 1. Polk Avenue / Shaw Avenue 2. State Route 99 Southbound Ramps / Shaw Avenue 3. State Route 99 Northbound Ramps / Shaw Avenue Study Intersections for State Route 99 and Ashlan Avenue Interchange 1. State Route 99 Southbound Off-Ramp / Ashlan Avenue 2. State Route 99 Northbound Off-Ramp / Ashlan Avenue Study Scenarios Existing Traffic Conditions This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted in September 2018 and May 2019. Existing plus Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the 2018 Project Only Trips to the Existing Traffic Conditions scenario. The 2018 Project Only Trips to the study intersections were developed based on existing travel patterns, the Fresno COG Project Select Zone, the existing roadway network, engineering judgment, existing residential and commercial densities, and the 2035 City of Fresno General Plan Circulation Element in the vicinity of the Project. The Fresno COG Models for the Project Select Zone are contained in Appendix B. Near Term plus Project Traffic Conditions: This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project Traffic Conditions. The Near Term plus Project traffic volumes were obtained by adding the Near Term related trips to the Existing plus Project Traffic Conditions scenario. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 4 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Cumulative Year 2035 plus Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative Year 2035 plus Project Traffic Conditions. The Cumulative Year 2035 plus Project traffic volumes were obtained from the Fresno COG traffic model runs (Base Year 2018 and Cumulative Year 2035) and existing traffic counts. Under this scenario, the increment method, as recommended by the Model Steering Committee was utilized to determine the Cumulative Year 2035 plus Project traffic volumes. The Fresno COG Models are contained in Appendix B. Level of Service Analysis Methodology Level of Service (LOS) is a qualitative index of the performance of an element of the transportation system. LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F” indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for signalized and unsignalized intersections. The 2010 Highway Capacity Manual (HCM) is the standard reference published by the Transportation Research Board and contains the specific criteria and methods to be used in assessing LOS. U-turn movements were analyzed using HCM 2000 methodologies and would yield more accurate results for the reason that HCM 2010 methodologies do not allow the analysis of U-turns. Synchro software was used to define LOS in this study. Details regarding these calculations are included in Appendix C. Criteria of Significance The 2035 City of Fresno General Plan has established various degrees of acceptable level of service (LOS) on its major streets, which are dependent on four (4) Traffic Impact Zones (TIZ) within the City. The standard LOS threshold for TIZ I is LOS F, that for TIZ II is LOS E, that for TIZ III is LOS D, and that for TIZ IV is LOS E. Additionally, the 2035 MEIR made findings of overriding consideration to allow a lower LOS threshold than that established by the underlying TIZ’s. For those cases in which a LOS criterion for a roadway segment differs from that of the underlying TIZ, such criteria are identified in the roadway description. As all study facilities fall within TIZ III, LOS D is used to evaluate the potential significance of LOS impacts to intersections within this TIA Addendum pursuant to the 2035 City of Fresno General Plan. Caltrans endeavors to maintain a target LOS at the transition between LOS C and D on State highway facilities consistent with the Caltrans Guide for the Preparation of Traffic Impact Studies dated December 2002. However, Caltrans acknowledges that this may not always be feasible and recommends that the lead agency consult with Caltrans to determine the appropriate target LOS. In this TIA Addendum, all study facilities within Caltrans jurisdiction utilize LOS D to evaluate the potential significance of LOS impacts to state facilities. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 5 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Operational Analysis Assumptions and Defaults The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. Yellow time: o per Caltrans signal timing sheets for the intersections of State Route 99 Southbound Ramps and Shaw Avenue and State Route 99 Northbound Ramps and Shaw Avenue o consistent with the California Manual of Uniform Traffic Control Devices (CA MUTCD) based on approach speeds at the remaining study intersections Yellow time for left-turn phases: o per Caltrans signal timing sheets for the intersections of State Route 99 Southbound Ramps and Shaw Avenue and State Route 99 Northbound Ramps and Shaw Avenue o 3.2 seconds at the remaining study intersections All-red clearance intervals: o per Caltrans signal timing sheets for the intersections of State Route 99 Southbound Ramps and Shaw Avenue and State Route 99 Northbound Ramps and Shaw Avenue o 1.0 second for all phases at the remaining study intersections Walk intervals of 7.0 seconds Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted and 2.0 seconds added All new or modified signals utilize protective left-turn phasing Heavy vehicle factor: o The intersections of State Route 99 Southbound Ramps and Shaw Avenue and State Route 99 Northbound Ramps and Shaw Avenue utilize a: 10 percent heavy vehicle factor in the AM peak 8 percent heavy vehicle factor in the PM peak o 3 percent at the remaining study intersections The number of observed pedestrians at existing intersections was utilized under all study scenarios An average of 3 pedestrian calls per hour at signalized intersections At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing, Existing plus Project and Near Term plus Project scenarios A PHF of 0.92, or the existing PHF if higher, is utilized under the Cumulative Year 2035 plus Project Traffic Conditions scenario www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 6 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Existing Traffic Conditions Roadway Network The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below. Polk Avenue is an existing north-south two- to four-lane divided arterial in the vicinity of the proposed Project. In this area, Polk Avenue extends south of Parkway Drive to Olive Avenue. The 2035 City of Fresno General Plan designates Polk Avenue as a four-lane divided arterial south of Shaw Avenue. Shaw Avenue is an existing east-west two-lane undivided arterial in the vicinity of the proposed Project. Shaw Avenue extends through the City of Fresno easterly beyond the City of Clovis and westerly beyond Garfield Avenue in the County of Fresno. The 2035 City of Fresno General Plan Circulation Element designates Shaw Avenue as a two-lane divided arterial west of Grantland Avenue, a four-lane divided arterial between Grantland Avenue and Cornelia Avenue, and a six-lane divided arterial east of Cornelia Avenue. Furthermore, the 2035 City of Fresno General Plan Circulation Element acknowledged that Shaw Avenue would exceed LOS D as a four-lane facility between State Route 99 and Jennifer Avenue. However, City Council made the appropriate findings to designate LOS F as the criteria of significance for Shaw Avenue as a four-lane facility between State Route 99 and Jennifer Avenue. Additionally, the 2035 City of Fresno General Plan Circulation Element acknowledged that Shaw Avenue would exceed LOS D as a six- lane facility between Woodrow Avenue and Chestnut Avenue. However, City Council made appropriate findings to designate LOS E as the criteria of significance for Shaw Avenue as a six-lane facility between Woodrow Avenue and Chestnut Avenue. Ashlan Avenue is an existing east-west two-lane undivided arterial in the vicinity of the proposed Project. In this area, Ashlan Avenue extends east of Grantland Avenue through the eastern limits of the City of Fresno SOI. The 2035 City of Fresno General Plan Circulation Element designates Ashlan Avenue as a four- lane divided arterial between Grantland Avenue and Fruit Avenue and east of Maroa Avenue and a two- lane collector between Fruit Avenue and Maroa Avenue. Furthermore, the 2035 City of Fresno General Plan Circulation Element acknowledged that Ashlan Avenue would exceed LOS D as a four-lane facility between Milburn Avenue and Blythe Avenue. However, City Council made the appropriate findings to designate LOS E as the criteria of significance for Ashlan Avenue as a four-lane facility between Milburn Avenue and Blythe Avenue. Additionally, the 2035 City of Fresno General Plan Circulation Element acknowledged that Ashlan Avenue would exceed LOS D as a four-lane facility between State Route 99 and Marty Avenue. However, City Council made appropriate findings to designate LOS F as the criteria of significance for Ashlan Avenue as a four-lane facility between State Route 99 and Marty Avenue. State Route 99 is an existing four- to six-lane freeway near the vicinity of the proposed Project. State Route 99 traverses the City of Fresno in a northwest-southeast direction and serves as the principal connection to various metropolitan areas within the Central San Joaquin Valley. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 7 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Results of Existing Level of Service Analysis Figure A1 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B1 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls for the State Route 99 and Ashlan Avenue interchange. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix D. Table I presents a summary of the Existing peak hour LOS at the study intersections. At present, all study intersections operate at an acceptable LOS during both peak periods. Table I: Existing Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Polk Avenue / Shaw Avenue Signalized 46.7 D 33.0 C 2 SR 99 SB Ramps / Shaw Avenue Signalized 18.1 B 10.3 B 3 SR 99 NB Ramps / Shaw Avenue Signalized 9.5 A 14.3 B 1 SR 99 SB Off-Ramp / Ashlan Avenue Signalized 20.2 C 26.7 C 2 SR 99 NB Off-Ramp / Ashlan Avenue Signalized 25.4 C 38.2 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street. 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Existing - Traffic Volumes, Geometrics and Controls Figure A1 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) SHAW AVE FAIRMONT AVE10(8)73(70)224(120)410(292)Polk AveShaw Ave Shaw AvePolk Ave &1.33(47)32(20)70(218) 331(542) 209(370) 28(37) 476(379) 5(10)218(210)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2.48(84)571(1140) 335(249) 399(178) 684(529)183(305)87(139)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 241(298) 747(1061) 767(701) 111(42) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION#POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Existing - Traffic Volumes, Geometrics and Controls Figure B1 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 298(176)51(97)135(139)373(289)Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1.23(39)587(1235) 110(356) 31(30) 1383(881)122(251)37(63)474(476)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.6(12)259(462)472(435) 525(888) 1033(765) 134(131) www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 10 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Existing plus Project Traffic Conditions Trip Distribution The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project Select Zone, the existing roadway network, engineering judgement, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the 2035 City of Fresno General Plan Circulation Element in the vicinity of the Project. Figure A2 illustrates the 2018 Project Only Trips to the study intersections for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B2 illustrates the 2018 Project Only Trips to the study intersections for the State Route 99 and Ashlan Avenue interchange. Results of Existing plus Project Level of Service Analysis The Existing plus Project Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing Traffic Conditions scenario. Figure A3 illustrates the Existing plus Project turning movement volumes, intersection geometrics and traffic controls for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B3 illustrates the Existing plus Project Traffic Conditions turning movement volumes, intersection geometrics and traffic controls for the State Route 99 and Ashlan Avenue interchange. LOS worksheets for the Existing plus Project Traffic Conditions scenario are provided in Appendix E. Table II presents a summary of the Existing plus Project peak hour LOS at the study intersections. Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods. Table II: Existing plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Polk Avenue / Shaw Avenue Signalized 53.5 D 34.7 C 2 SR 99 SB Ramps / Shaw Avenue Signalized 20.2 C 10.3 B 3 SR 99 NB Ramps / Shaw Avenue Signalized 10.0 A 14.3 B 1 SR 99 SB Off-Ramp / Ashlan Avenue Signalized 20.2 C 24.5 C 2 SR 99 NB Off-Ramp / Ashlan Avenue Signalized 25.5 C 35.7 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street. 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno 2018 Project Only Trips Figure A2 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) SHAW AVE FAIRMONT AVE31(9)Polk AveShaw Ave Shaw AvePolk Ave &1. 4(0) 0(16) 1(0)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2. 4(16) 18(0) 14(9)0(1)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 4(15) 14(9) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION#POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno 2018 Project Only Trips Figure B2 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 2Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1. 4(19) 2(10)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.3(14)1(5) 2(3) POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Existing plus Project- Traffic Volumes, Geometrics and Controls Figure A3 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) SHAW AVE FAIRMONT AVE10(8)73(70)224(120)441(301)Polk AveShaw Ave Shaw AvePolk Ave &1.33(47)32(20)70(218) 335(542) 209(386) 28(37) 477(379) 5(10)218(210)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2.48(84)575(1156) 335(249) 417(178) 698(538)183(306)87(139)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 241(298) 751(1076) 781(710) 111(42) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION# 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Existing plus Project - Traffic Volumes, Geometrics and Controls Figure B3 004-060 - 06/11/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 298(176)51(97)135(139)373(289)Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1.23(39)591(1254) 110(356) 31(30) 1385(891)122(251)37(63)474(476)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.6(12)262(476)472(435) 526(893) 1035(768) 134(131) www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 15 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Near Term plus Project Traffic Conditions Figure A4 illustrates the Near Term Projects’ Trip Assignment to the study intersections for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B4 illustrates the Near Term Projects’ Trip Assignment to the study intersections for the State Route 99 and Ashlan Avenue interchange. Results of Near Term plus Project Level of Service Analysis The Near Term plus Project Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing Traffic Conditions scenario. Figure A5 illustrates the Near Term plus Project turning movement volumes, intersection geometrics and traffic controls for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B5 illustrates the Near Term plus Project Traffic Conditions turning movement volumes, intersection geometrics and traffic controls for the State Route 99 and Ashlan Avenue interchange. LOS worksheets for the Near Term plus Project Traffic Conditions scenario are provided in Appendix F. Table III presents a summary of the Near Term plus Project peak hour LOS at the study intersections. Under this scenario, the intersection of Polk Avenue and Shaw Avenue is projected to exceed its LOS threshold during both peak periods. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. Polk Avenue and Shaw Avenue o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Prohibit westbound to eastbound U-turn movements; and o Modify the traffic signals to implement overlap phasing of the northbound right-turn with the westbound left-turn phase and accommodate the added lanes. Table III: Near Term plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Polk Avenue / Shaw Avenue Signalized 112.7 F 101.3 F Signalized (Mitigated) 54.0 D 49.2 D 2 SR 99 SB Ramps / Shaw Avenue Signalized 21.5 C 9.9 A 3 SR 99 NB Ramps / Shaw Avenue Signalized 19.8 B 32.1 C 1 SR 99 SB Off-Ramp / Ashlan Avenue Signalized 22.6 C 31.6 C 2 SR 99 NB Off-Ramp / Ashlan Avenue Signalized 27.3 C 45.4 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street. POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Near Term Projects' Trip Assignment Figure A4 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM NEAR TERM TRIPS = PM NEAR TERM TRIPS XX (XX) SHAW AVE FAIRMONT AVE25(31)15(18)75(79)166(109)Polk AveShaw Ave Shaw AvePolk Ave &1.29(19)18(13)62(73) 252(368) 59(173) 4(13) 396(315) 30(28)3(3)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2.25(37)348(577) 10(9) 297(233) 340(270)189(262)13(7)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 19(36) 169(324) 311(248) 32(25) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION# 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Near Term Projects' Trip Assignment Figure B4 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM NEAR TERM TRIPS = PM NEAR TERM TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 212(31)Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1.3(7)100(221) 5(6) 204(179)3(51)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.53(95)107(180) 64(67) 8(11) POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Near Term plus Project - Traffic Volumes, Geometrics and Controls Figure A5 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) SHAW AVE FAIRMONT AVE35(39)88(88)299(199)607(410)Polk AveShaw Ave Shaw AvePolk Ave &1.62(66)50(33)132(291) 587(910) 268(559) 32(50) 873(694) 35(38)221(213)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2.73(121)923(1733) 345(258) 714(411) 1038(808)372(568)100(146)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 260(334) 920(1400) 1092(958) 143(67) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION# 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Near Term plus Project - Traffic Volumes, Geometrics and Controls Figure B5 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 2110(207)51(97)135(139)373(289)Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1.26(46)691(1475) 110(356) 36(36) 1589(1070)125(302)37(63)474(476)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.6(12)315(571)472(435) 633(1073) 1099(835) 142(142) www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 20 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Cumulative Year 2035 plus Project Traffic Conditions Roadway Network The Cumulative Year 2035 plus Project Traffic Conditions scenario assumes that the Existing roadway geometrics and traffic controls as part of this addendum will remain in place. Figure A6 illustrates the 2035 Project Only Trips to the study intersections for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B6 illustrates the 2035 Project Only Trips to the study intersections for the State Route 99 and Ashlan Avenue interchange. Results of Cumulative Year 2035 plus Project Level of Service Analysis Figure A7 illustrates the Cumulative Year 2035 plus Project turning movement volumes, intersection geometrics and traffic controls for the intersection of Polk Avenue and Shaw Avenue and the State Route 99 and Shaw Avenue interchange, while Figure B7 illustrates the Cumulative Year 2035 plus Project Traffic Conditions turning movement volumes, intersection geometrics and traffic controls for the State Route 99 and Ashlan Avenue interchange. LOS worksheets for the Cumulative Year 2035 plus Project Traffic Conditions scenario are provided in Appendix G. Table IV presents a summary of the Cumulative Year 2035 plus Project peak hour LOS at the study intersections. Under this scenario, the intersections of Polk Avenue and Shaw Avenue, State Route 99 Southbound Ramps and Shaw Avenue, State Route 99 Northbound Ramps and Shaw Avenue, and State Route 99 Northbound Off-Ramp and Ashlan Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at these intersections, it is recommended that the following improvements be implemented. Polk Avenue and Shaw Avenue o Add a second westbound through lane with a receiving lane west of Polk Avenue; o Modify the westbound trap right-turn lane to a standard right-turn lane (see Queuing Analysis for recommended storage capacity); o Modify the northbound through-right lane to a through lane; o Add dual northbound right-turn lanes; o Prohibit westbound to eastbound U-turn movements; and o Modify the traffic signals to implement overlap phasing of the northbound right-turn with the westbound left-turn phase and accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 21 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 State Route 99 Southbound Ramps and Shaw Avenue o Add a second eastbound through lane with a receiving lane east of State Route 99 Southbound Ramps; o Modify the eastbound trap right-turn lane to a standard right-turn lane (see Queuing Analysis for recommended storage capacity); o Add a second westbound left-turn lane with a receiving lane south of Shaw Avenue; and o Modify the traffic signal to accommodate the added lanes. State Route 99 Northbound Ramps and Shaw Avenue o Add a second eastbound through lane with a receiving lane east of State Route 99 Northbound Ramps; and o Modify the traffic signal to accommodate the added lane. State Route 99 Northbound Off-Ramp and Ashlan Avenue o Add a second northbound left-turn lane; o Modify the northbound left-through-right lane to a through-right lane; and o Modify the traffic signal to implement protective left-turn phasing in all directions and accommodate the added lane. o It is worth noting that improvements to the State Route 99 Northbound Off-Ramp and Ashlan Avenue may not be necessary if the State Route 99 and Shaw Avenue Interchange is upgraded. However, if improvements to the State Route 99 and Shaw Avenue Interchange are not implemented, the detailed recommended improvements presented under this scenario may be necessary in order to improve the LOS. Therefore, it is recommended that the City and Caltrans monitor this the State Route 99 Northbound Off-Ramp to Ashlan Avenue. Table IV: Cumulative Year 2035 plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Polk Avenue / Shaw Avenue Signalized >120.0 F >120.0 F Signalized (Mitigated) 41.8 D 48.3 D 2 SR 99 SB Ramps / Shaw Avenue Signalized 54.8 D 93.4 F Signalized (Mitigated) 18.2 B 31.5 C 3 SR 99 NB Ramps / Shaw Avenue Signalized 31.2 C 92.3 F Signalized (Mitigated) 22.9 C 36.1 D 1 SR 99 SB Off-Ramp / Ashlan Avenue Signalized 29.4 C 52.5 D 2 SR 99 NB Off-Ramp / Ashlan Avenue Signalized 31.5 C 88.2 F Signalized (Mitigated) 26.7 C 41.4 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls. LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street. Polk AveShaw Ave Shaw AvePolk Ave &1. 5(24) 24(13)POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno 2035 Project Only Trips Figure A6 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) SHAW AVE FAIRMONT AVESR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2. 5(24) 14(6) 10(7)2(12)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 3(12) 10(7) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION# 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno 2035 Project Only Trips Figure B6 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 2Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1. 1(2) 1(1)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2. 1(2) 1(1) POLK AVEIS L A N D W A T E R P A R K D R G O L D E N S T A T E B L V D UP R R 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls Figure A7 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) SHAW AVE FAIRMONT AVE35(39)88(88)299(199)586(806)Polk AveShaw Ave Shaw AvePolk Ave &1.62(130)50(55)132(293) 639(1146) 268(543) 69(86) 1175(884) 35(38)260(439)SR 99 SB RampsShaw Ave Shaw AveSR 99 SB Ramps &2.73(175)946(1803) 555(393) 721(435) 1297(1414)508(580)242(264)Shaw AveSR 99 NB RampsShaw AveSR 99 NB Ramps &3. 328(448) 1017(1593) 1347(1759) 186(98) 1 2 3 = SIGNALIZED INTERSECTION = STUDY INTERSECTION# 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com Traffic Engineering, Transportation Planning & Parking Solutions Tentative Tract 6215 - City of Fresno Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls Figure B7 004-060 - 06/12/19 - JG LEGEND N Not To Scale = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) ASHLAN AVE G O L D E N S T A T E B L V D PARKWAY DR U P R R = STUDY INTERSECTION# = SIGNALIZED INTERSECTION 1 2205(365)106(201)282(288)389(405)Parkway DrAshlan AveSR 99 SB Off-RampAshlan AveSR 99 SB Off-Ramp &1.26(55)688(1529) 117(441) 36(36) 1588(1061)328(584)100(146)474(476)SR 99 NB Off-RampAshlan AveGolden State BlvdAshlan AveSR 99 NB Off-Ramp &2.6(12)312(557)472(458) 633(1070) 1181(920) 157(157) www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 26 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Queuing Analysis Table V provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix C contains the methodologies used to evaluate these intersections. Queuing analyses were completed using Sim Traffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro manual, “the 50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile queue is the maximum back of queue with 95th percentile volumes.” The queues shown on Table V are the 95th percentile queue lengths for the respective lane movements. The Highway Design Manual (HDM) provides guidance for determining deceleration lengths for the left- turn and right-turn lanes based on design speeds. Per the HDM criteria, “tapers for right-turn lanes are usually un-necessary since the main line traffic need not be shifted laterally to provide space for the right- turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane.” Therefore, a bay taper length pursuant to the Caltrans HDM would need to be added, as necessary, to the recommended storage lengths presented in Table V. Based on the SimTraffic output files and engineering judgement, it is recommended that the storage capacity for the following be considered for the Cumulative Year 2035 plus Project Traffic Conditions. While the City of Fresno does not have minimum storage length requirements for left-turn and right-turn lanes on major streets, it does prefer that these be set at 200 feet for left-turns and 75 feet for right-turns. At the remaining approaches of the study intersections, the greater of the existing storage capacity or the 200 feet left-turn lanes and 75 feet right-turn lanes will be sufficient to accommodate the maximum queue. Polk Avenue and Shaw Avenue o Consider increasing the storage capacity of the eastbound left-turn lane to 250 feet. o Consider increasing the storage capacity of the eastbound right-turn lane to 200 feet. o Consider increasing the storage capacity of the westbound left-turn lane to 350 feet. o Consider setting the storage capacity of the westbound right-turn lane to 200 feet. o Consider setting the storage capacity of the northbound dual right-turn lanes to 175 feet. o Consider increasing the storage capacity of the southbound left-turn lane to 450 feet. State Route 99 Southbound Ramps and Shaw Avenue o Consider setting the storage capacity of the eastbound right-turn lane to 250 feet. o The storage capacity of the westbound dual left-turn lanes is projected to be about 225 feet. However, increasing the storage capacity of this movement is not possible without impacting the existing eastbound left-turn lane of the State Route 99 Northbound Ramps and Shaw Avenue intersection. Therefore, it is recommended that storage capacity of the westbound dual left-turn lanes be set at 125 feet and that the movement be monitored. o Consider increasing the storage capacity of the northbound right-turn lane to 200 feet. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 27 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 State Route 99 Northbound Ramps and Shaw Avenue o The existing storage capacity of the eastbound left-turn lane is projected to exceed that available for both peak periods in the Cumulative Year 2035 plus Project Traffic Conditions scenario. However, increasing the storage capacity of this movement is not possible without impacting the existing westbound left-turn lane of the State Route 99 Southbound Ramps and Shaw Avenue intersection. Therefore, it is recommended that this movement be monitored. o Consider increasing the storage capacity of the southbound right-turn lane to 300 feet. State Route 99 Southbound Off-Ramp and Ashlan Avenue o The existing storage capacity of the eastbound right-turn lane is projected to exceed that available for the PM peak period in the Cumulative Year 2035 plus Project Traffic Conditions scenario. While there are no constraints to increasing the storage capacity of this movement, it is recommended that this movement be monitored. o Consider increasing the storage capacity of the northbound dual right-turn lanes to 250 feet. State Route 99 Northbound Off-Ramp and Ashlan Avenue o The existing storage capacity of the westbound right-turn lane is projected to exceed that available for both peak periods in the Cumulative Year 2035 plus Project Traffic Conditions scenario. However, increasing the storage capacity of this movement is not possible without impacting the overpass of Ashlan Avenue over Golden State Boulevard and possibly the Union Pacific Railroad. Therefore, it is recommended that this movement be monitored. o Consider setting the storage capacity of the northbound dual left-turn lanes to 250 feet. o The existing storage capacity of the southbound dual left-turn lanes is projected to exceed that available for the PM peak period in the Cumulative Year 2035 plus Project Traffic Conditions scenario. However, increasing the storage capacity of this movement is not possible without widening Golden State Boulevard to the north. Therefore, it is recommended that this movement be monitored. o Consider increasing the storage capacity of the southbound right-turn lane to 225 feet. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 28 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Table V: Queuing Analysis ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project Near Term plus Project Cumulative Year 2035 plus Project AM PM AM PM AM PM AM PM 1 Polk Avenue / Shaw Avenue EB Left 200 31 42 22 24 300 315 242 241 EB Thru >500 222 185 198 195 856 1006 480 1062 EB Thru >500 218 164 205 158 840 1003 503 1094 EB Right 100 106 70 42 35 124 166 203 210 WB Left 160 224 279 266 277 294 236 355 556 WB Thru >500 248 486 327 580 675 641 184 631 WB Thru * * * * * * * 198 599 WB Right * 46 186 49 308 220 276 26 194 NB Left 100 117 76 120 80 87 53 103 80 NB Thru-Right >500 306 256 331 233 * * * * NB Thru >500 * * * * 815 73 74 150 NB Right * * * * * 428 182 * * NB Dual Rights * * * * * * * 169 162 SB Left 120 213 155 199 138 196 205 426 483 SB Thru-Right >500 365 120 244 83 675 309 407 479 2 State Route 99 Southbound Ramps / Shaw Avenue EB Thru >500 313 230 340 281 527 352 369 383 EB Thru * * * * * * * 434 446 EB Right * 183 100 174 92 448 159 381 238 WB Left 125 261 155 235 230 250 308 * * WB Dual Lefts * * * * * * * 234 228 WB Thru >300 316 147 255 328 423 463 375 469 WB Thru >300 69 96 50 246 427 516 93 512 NB Left >300 129 108 94 126 738 515 134 673 NB Right 25 120 110 117 121 195 174 178 529 3 State Route 99 Northbound Ramps / Shaw Avenue EB Left 125 121 58 86 55 135 76 189 157 EB Thru >300 232 196 262 252 276 131 185 159 EB Thru * * * * * * * 208 213 WB Thru >300 191 260 243 314 385 356 376 362 WB Thru >300 93 162 169 229 374 360 359 336 WB Right >300 0 0 0 0 82 0 101 134 SB Left >300 114 201 131 226 819 879 285 897 SB Right 40 100 161 137 181 161 160 309 529 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 29 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Table V: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project Near Term plus Project Cumulative Year 2035 plus Project AM PM AM PM AM PM AM PM 1 State Route 99 Southbound Off-Ramp / Ashlan Avenue EB Thru >500 362 332 325 334 347 353 379 405 EB Thru >500 339 288 311 320 322 338 366 372 EB Right 150 88 29 86 92 23 153 32 215 WB Left 550 122 751 152 803 169 790 195 516 WB Thru >500 82 857 142 1148 54 1073 80 247 WB Thru >500 88 828 162 1091 81 1040 105 255 NB Left >300 126 92 148 86 225 143 245 109 NB Dual Rights 150 159 123 200 92 208 135 240 155 SB Dual Lefts 380 125 131 107 103 111 105 178 157 SB Thru >500 67 122 87 136 104 117 157 186 SB Thru-Right >500 73 141 66 112 68 163 133 320 2 State Route 99 Northbound Off-Ramp / Ashlan Avenue EB Left 300 150 144 177 140 161 186 186 237 EB Thru >500 165 251 207 111 182 266 306 208 EB Thru >500 181 276 211 128 215 265 318 229 WB Thru >500 187 321 212 357 256 1238 252 565 WB Thru >500 150 351 190 372 240 1227 244 588 WB Right 150 112 241 132 240 179 260 192 259 NB Left 220 199 228 197 220 240 314 * * NB Dual Lefts * * * * * * * 160 271 NB Left-Thru-Right >500 256 268 233 254 281 344 * * NB Thru-Right * * * * * * * 176 232 NB Right >300 196 199 214 195 207 245 180 167 SB Dual Lefts 200 67 62 65 111 41 380 159 484 SB Right 100 65 172 70 192 71 265 161 220 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 30 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Project’s Pro-Rata Fair Share of Future Transportation Improvements The Project’s fair share percentage impact to study intersections projected to fall below their LOS threshold is provided in Table VI. The Project’s fair share percentage impacts were calculated pursuant to the Caltrans Guide for the Preparation of Traffic Impact Studies. The Project’s pro-rata fair shares were calculated utilizing the Existing volumes, 2035 Project Only Trips and Cumulative Year 2035 plus Project volumes. Figure A1 illustrates the Existing traffic volumes, Figure A6 illustrates the 2035 Project Only Trips, and Figure A7 illustrates the Cumulative Year 2035 plus Project traffic volumes for the State Route 99 and Shaw Avenue Interchange. Figure B1 illustrates the Existing traffic volumes, Figure B6 illustrates the 2035 Project Only Trips, and Figure B7 illustrates the Cumulative Year 2035 plus Project traffic volumes for the State Route 99 and Ashlan Avenue Interchange. Since the critical peak period for the study facilities was determined to be during the PM peak, the PM peak volumes are utilized to determine the Project’s pro- rata fair share. It is recommended that the Project contribute its equitable fair share as listed in Table VI for the future improvements necessary to maintain an acceptable LOS. However, fair share contributions should only be made for those facilities or portion thereof currently not funded by the responsible agencies roadway impact fee program(s), as appropriate. For those improvements not presently covered by local and regional roadway impact fee programs, it is recommended that the Project contribute its equitable fair share. Payment of the Project’s equitable fair share in addition to the local and regional impact fee programs would satisfy the Project’s traffic mitigation measures. This study does not provide construction costs for the recommended mitigation measures; therefore, if the recommended mitigation measures are implemented, it is recommended that the developer work with the City of Fresno to develop the estimated construction cost. Table VI: Project’s Fair Share of Future Roadway Improvements ID Intersection Existing Traffic Volumes (PM Peak) Cumulative Year 2035 plus Project Traffic Volumes (PM Peak) 2035 Project Only Trips (PM Peak) Project's Fair Share (%) 1 Polk Avenue / Shaw Avenue 2,113 4,307 37 1.69 2 SR 99 SB Ramps / Shaw Avenue 2,390 4,659 37 1.63 3 SR 99 NB Ramps / Shaw Avenue 2,546 4,742 31 1.41 2 SR 99 NB Off-Ramp / Ashlan Avenue 3,483 4,380 3 0.33 Note: Project Fair Share = ((2035 Project Only Trips) / (Cumulative Year 2035 + Project Traffic Volumes - Existing Traffic Volumes)) x 100 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 31 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Conclusions and Recommendations Conclusions and recommendations regarding the proposed Project are presented below. Existing Traffic Conditions At present, all study intersections operate at an acceptable LOS during both peak periods. Existing plus Project Traffic Conditions Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods. Near Term plus Project Traffic Conditions Under this scenario, the intersection of Polk Avenue and Shaw Avenue is projected to exceed its LOS threshold during both peak periods. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. o Polk Avenue and Shaw Avenue Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Prohibit westbound to eastbound U-turn movements; and Modify the traffic signals to implement overlap phasing of the northbound right-turn with the westbound left-turn phase and accommodate the added lanes. Cumulative Year 2035 plus Project Traffic Conditions Under this scenario, the intersections of Polk Avenue and Shaw Avenue, State Route 99 Southbound Ramps and Shaw Avenue, State Route 99 Northbound Ramps and Shaw Avenue, and State Route 99 Northbound Off-Ramp and Ashlan Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at these intersections, it is recommended that the following improvements be implemented. o Polk Avenue and Shaw Avenue Add a second westbound through lane with a receiving lane west of Polk Avenue; Modify the westbound trap right-turn lane to a standard right-turn lane (see Queuing Analysis for recommended storage capacity); Modify the northbound through-right lane to a through lane; Add dual northbound right-turn lanes; Prohibit westbound to eastbound U-turn movements; and Modify the traffic signals to implement overlap phasing of the northbound right-turn with the westbound left-turn phase and accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 32 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 o State Route 99 Southbound Ramps and Shaw Avenue Add a second eastbound through lane with a receiving lane east of State Route 99 Southbound Ramps; Modify the eastbound trap right-turn lane to a standard right-turn lane (see Queuing Analysis for recommended storage capacity); Add a second westbound left-turn lane with a receiving lane south of Shaw Avenue; and Modify the traffic signal to accommodate the added lanes. o State Route 99 Northbound Ramps and Shaw Avenue Add a second eastbound through lane with a receiving lane east of State Route 99 Northbound Ramps; and Modify the traffic signal to accommodate the added lane. o State Route 99 Northbound Off-Ramp and Ashlan Avenue Add a second northbound left-turn lane; Modify the northbound left-through-right lane to a through-right lane; and Modify the traffic signal to implement protective left-turn phasing in all directions and accommodate the added lane. It is worth noting that improvements to the State Route 99 Northbound Off-Ramp and Ashlan Avenue may not be necessary if the State Route 99 and Shaw Avenue Interchange is upgraded. However, if improvements to the State Route 99 and Shaw Avenue Interchange are not implemented, the detailed recommended improvements presented under this scenario may be necessary in order to improve the LOS. Therefore, it is recommended that the City and Caltrans monitor this the State Route 99 Northbound Off-Ramp to Ashlan Avenue. Queuing Analysis It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis. Project’s Equitable Fair Share It is recommended that the Project contribute its equitable Fair Share as presented in Table VI. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 33 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6215 - City of Fresno Traffic Impact Analysis Addendum June 12, 2018 Study Participants JLB Traffic Engineering, Inc. Personnel: Jose Luis Benavides, PE, TE Project Manager Susana Maciel, EIT Engineer I/II Jesus Garcia Engineering Intern Adrian Benavides Engineering Intern Persons Consulted: Eric Gibbons Wathen Castanos Homes Jill Gormley, PE City of Fresno David Padilla Caltrans References 1. City of Fresno, 2035 General Plan. 2. Guide for the Preparation of Traffic Impact Studies, Caltrans, dated December 2002. 3. 2014 California Manual on Uniform Traffic Control Devices, Caltrans, November 7, 2014. http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | A Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix A: Traffic Counts File Name : shaw at polk Site Code : 00000000 Start Date : 2/7/2019 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 POLK Southbound SHAW Westbound POLK Northbound SHAW Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 55 33 1 1 90 67 96 13 0 176 8 6 89 0 103 1 91 10 0 102 471 07:15 AM 58 17 4 0 79 39 68 15 1 123 14 10 125 1 150 2 124 2 0 128 480 07:30 AM 61 13 1 1 76 38 85 22 0 145 4 11 111 0 126 1 136 8 1 146 493 07:45 AM 50 10 4 1 65 65 82 20 0 167 6 6 85 0 97 1 125 8 0 134 463 Total 224 73 10 3 310 209 331 70 1 611 32 33 410 1 476 5 476 28 1 510 1907 08:00 AM 45 9 1 0 55 59 84 16 0 159 5 10 75 0 90 1 99 4 1 105 409 08:15 AM 46 13 2 1 62 60 82 17 1 160 7 10 75 3 95 1 128 11 0 140 457 08:30 AM 32 12 2 0 46 49 47 25 0 121 5 11 93 0 109 0 116 14 0 130 406 08:45 AM 42 12 2 0 56 48 50 12 0 110 5 7 65 0 77 1 105 5 0 111 354 Total 165 46 7 1 219 216 263 70 1 550 22 38 308 3 371 3 448 34 1 486 1626 ****** 04:00 PM 26 5 2 1 34 80 107 42 0 229 4 14 66 1 85 1 110 8 0 119 467 04:15 PM 33 12 0 1 46 81 129 43 0 253 7 13 60 1 81 2 65 7 0 74 454 04:30 PM 31 10 3 5 49 72 82 34 0 188 5 12 97 3 117 3 83 16 0 102 456 04:45 PM 29 13 1 0 43 81 90 51 5 227 4 13 49 3 69 2 84 7 0 93 432 Total 119 40 6 7 172 314 408 170 5 897 20 52 272 8 352 8 342 38 0 388 1809 05:00 PM 33 13 1 3 50 86 141 51 2 280 9 9 74 7 99 1 92 11 1 105 534 05:15 PM 27 14 3 0 44 104 145 54 0 303 6 14 75 1 96 4 92 12 1 109 552 05:30 PM 29 17 3 4 53 86 141 57 0 284 2 7 68 5 82 5 108 4 0 117 536 05:45 PM 31 26 1 2 60 94 115 56 4 269 3 17 75 6 101 0 87 10 3 100 530 Total 120 70 8 9 207 370 542 218 6 1136 20 47 292 19 378 10 379 37 5 431 2152 Grand Total 628 229 31 20 908 1109 1544 528 13 3194 94 170 1282 31 1577 26 1645 137 7 1815 7494 Apprch %69.2 25.2 3.4 2.2 34.7 48.3 16.5 0.4 6 10.8 81.3 2 1.4 90.6 7.5 0.4 Total %8.4 3.1 0.4 0.3 12.1 14.8 20.6 7 0.2 42.6 1.3 2.3 17.1 0.4 21 0.3 22 1.8 0.1 24.2 Unshifted 628 229 31 20 908 1108 1544 1282 1645 % Unshifted 100 100 100 100 100 99.9 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Bank 2 0 0 0 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : shaw at polk Site Code : 00000000 Start Date : 2/7/2019 Page No : 2 POLK Southbound SHAW Westbound POLK Northbound SHAW Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 55 33 1 1 90 67 96 13 0 176 8 6 89 0 103 1 91 10 0 102 471 07:15 AM 58 17 4 0 79 39 68 15 1 123 14 10 125 1 150 2 124 2 0 128 480 07:30 AM 61 13 1 1 76 38 85 22 0 145 4 11 111 0 126 1 136 8 1 146 493 07:45 AM 50 10 4 1 65 65 82 20 0 167 6 6 85 0 97 1 125 8 0 134 463 Total Volume 224 73 10 3 310 209 331 70 1 611 32 33 410 1 476 5 476 28 1 510 1907 % App. Total 72.3 23.5 3.2 1 34.2 54.2 11.5 0.2 6.7 6.9 86.1 0.2 1 93.3 5.5 0.2 PHF .918 .553 .625 .750 .861 .780 .862 .795 .250 .868 .571 .750 .820 .250 .793 .625 .875 .700 .250 .873 .967 POLK SHAW SHAW POLK Right 10 Thru 73 Left 224 Peds 3 InOut Total 108 310 418 Right70 Thru331 Left209 Peds1 OutTotalIn1110 611 1721 Left 32 Thru 33 Right 410 Peds 1 Out TotalIn 310 476 786 Left5 Thru476 Right28 Peds1 TotalOutIn373 510 883 Peak Hour Begins at 07:00 AM Unshifted Bank 1 Bank 2 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : shaw at polk Site Code : 00000000 Start Date : 2/7/2019 Page No : 3 POLK Southbound SHAW Westbound POLK Northbound SHAW Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 33 13 1 3 50 86 141 51 2 280 9 9 74 7 99 1 92 11 1 105 534 05:15 PM 27 14 3 0 44 104 145 54 0 303 6 14 75 1 96 4 92 12 1 109 552 05:30 PM 29 17 3 4 53 86 141 57 0 284 2 7 68 5 82 5 108 4 0 117 536 05:45 PM 31 26 1 2 60 94 115 56 4 269 3 17 75 6 101 0 87 10 3 100 530 Total Volume 120 70 8 9 207 370 542 218 6 1136 20 47 292 19 378 10 379 37 5 431 2152 % App. Total 58 33.8 3.9 4.3 32.6 47.7 19.2 0.5 5.3 12.4 77.2 5 2.3 87.9 8.6 1.2 PHF .909 .673 .667 .563 .863 .889 .934 .956 .375 .937 .556 .691 .973 .679 .936 .500 .877 .771 .417 .921 .975 POLK SHAW SHAW POLK Right 8 Thru 70 Left 120 Peds 9 InOut Total 275 207 482 Right218 Thru542 Left370 Peds6 OutTotalIn791 1136 1927 Left 20 Thru 47 Right 292 Peds 19 Out TotalIn 477 378 855 Left10 Thru379 Right37 Peds5 TotalOutIn570 431 1001 Peak Hour Begins at 05:00 PM Unshifted Bank 1 Bank 2 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 SB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 1 Groups Printed- Unshifted Shaw Ave Westbound SR 99 SB off-ramp Northbound Shaw Ave Eastbound Start Time Left Thru Peds App. Total Left Right Peds App. Total Thru Right Peds App. Total Int. Total 07:00 AM 96 159 0 255 11 29 0 40 154 99 0 253 548 07:15 AM 87 115 0 202 8 50 0 58 182 142 0 324 584 07:30 AM 84 149 0 233 12 62 0 74 172 96 1 269 576 07:45 AM 68 148 0 216 17 77 0 94 176 62 0 238 548 Total 335 571 0 906 48 218 0 266 684 399 1 1084 2256 08:00 AM 69 140 0 209 15 52 0 67 182 68 0 250 526 08:15 AM 72 130 1 203 7 56 0 63 162 76 0 238 504 08:30 AM 72 120 0 192 9 50 0 59 161 64 0 225 476 08:45 AM 66 96 0 162 7 55 0 62 151 70 0 221 445 Total 279 486 1 766 38 213 0 251 656 278 0 934 1951 ****** 04:00 PM 66 222 0 288 15 60 0 75 112 57 0 169 532 04:15 PM 63 251 0 314 11 45 0 56 126 59 0 185 555 04:30 PM 83 214 0 297 23 54 0 77 136 55 0 191 565 04:45 PM 64 226 0 290 17 47 0 64 121 55 0 176 530 Total 276 913 0 1189 66 206 0 272 495 226 0 721 2182 05:00 PM 70 266 0 336 21 48 0 69 115 41 0 156 561 05:15 PM 47 274 0 321 25 66 0 91 121 51 1 173 585 05:30 PM 63 299 0 362 22 44 0 66 142 45 1 188 616 05:45 PM 69 301 0 370 16 52 0 68 151 41 1 193 631 Total 249 1140 0 1389 84 210 0 294 529 178 3 710 2393 Grand Total 1139 3110 1 4250 236 847 0 1083 2364 1081 4 3449 8782 Apprch %26.8 73.2 0 21.8 78.2 0 68.5 31.3 0.1 Total %13 35.4 0 48.4 2.7 9.6 0 12.3 26.9 12.3 0 39.3 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 SB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 2 Shaw Ave Westbound SR 99 SB off-ramp Northbound Shaw Ave Eastbound Start Time Left Thru Peds App. Total Left Right Peds App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 96 159 0 255 11 29 0 40 154 99 0 253 548 07:15 AM 87 115 0 202 8 50 0 58 182 142 0 324 584 07:30 AM 84 149 0 233 12 62 0 74 172 96 1 269 576 07:45 AM 68 148 0 216 17 77 0 94 176 62 0 238 548 Total Volume 335 571 0 906 48 218 0 266 684 399 1 1084 2256 % App. Total 37 63 0 18 82 0 63.1 36.8 0.1 PHF .872 .898 .000 .888 .706 .708 .000 .707 .940 .702 .250 .836 .966 Shaw Ave Shaw Ave SR 99 SB off-ramp InOut Total 0 0 0 Thru571 Left335 Peds0 OutTotalIn902 906 1808 Left 48 Right 218 Peds 0 Out TotalIn 734 266 1000 Thru684 Right399 Peds1 TotalOutIn619 1084 1703 Peak Hour Begins at 07:00 AM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 SB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 3 Shaw Ave Westbound SR 99 SB off-ramp Northbound Shaw Ave Eastbound Start Time Left Thru Peds App. Total Left Right Peds App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 70 266 0 336 21 48 0 69 115 41 0 156 561 05:15 PM 47 274 0 321 25 66 0 91 121 51 1 173 585 05:30 PM 63 299 0 362 22 44 0 66 142 45 1 188 616 05:45 PM 69 301 0 370 16 52 0 68 151 41 1 193 631 Total Volume 249 1140 0 1389 84 210 0 294 529 178 3 710 2393 % App. Total 17.9 82.1 0 28.6 71.4 0 74.5 25.1 0.4 PHF .889 .947 .000 .939 .840 .795 .000 .808 .876 .873 .750 .920 .948 Shaw Ave Shaw Ave SR 99 SB off-ramp InOut Total 0 0 0 Thru1140 Left249 Peds0 OutTotalIn739 1389 2128 Left 84 Right 210 Peds 0 Out TotalIn 427 294 721 Thru529 Right178 Peds3 TotalOutIn1224 710 1934 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 NB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 1 Groups Printed- Unshifted SR 99 NB off-ramp Southbound Shaw Ave Westbound Shaw Ave Eastbound Start Time Left Right App. Total Thru Right Peds App. Total Left Thru App. Total Int. Total 07:00 AM 23 43 66 219 63 0 282 26 141 167 515 07:15 AM 20 33 53 166 68 0 234 37 202 239 526 07:30 AM 16 53 69 190 63 0 253 33 196 229 551 07:45 AM 28 54 82 172 47 1 220 15 228 243 545 Total 87 183 270 747 241 1 989 111 767 878 2137 08:00 AM 16 56 72 153 45 0 198 21 223 244 514 08:15 AM 25 42 67 156 32 1 189 29 200 229 485 08:30 AM 17 28 45 167 50 0 217 15 187 202 464 08:45 AM 25 24 49 146 29 2 177 14 205 219 445 Total 83 150 233 622 156 3 781 79 815 894 1908 ****** 04:00 PM 46 56 102 228 56 0 284 14 152 166 552 04:15 PM 37 67 104 254 92 5 351 18 153 171 626 04:30 PM 55 50 105 227 68 3 298 19 170 189 592 04:45 PM 41 82 123 223 76 3 302 14 157 171 596 Total 179 255 434 932 292 11 1235 65 632 697 2366 05:00 PM 41 72 113 257 93 1 351 9 166 175 639 05:15 PM 31 78 109 251 91 1 343 12 171 183 635 05:30 PM 36 84 120 265 54 1 320 10 177 187 627 05:45 PM 31 71 102 288 60 0 348 11 187 198 648 Total 139 305 444 1061 298 3 1362 42 701 743 2549 Grand Total 488 893 1381 3362 987 18 4367 297 2915 3212 8960 Apprch %35.3 64.7 77 22.6 0.4 9.2 90.8 Total %5.4 10 15.4 37.5 11 0.2 48.7 3.3 32.5 35.8 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 NB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 2 SR 99 NB off-ramp Southbound Shaw Ave Westbound Shaw Ave Eastbound Start Time Left Right App. Total Thru Right Peds App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 23 43 66 219 63 0 282 26 141 167 515 07:15 AM 20 33 53 166 68 0 234 37 202 239 526 07:30 AM 16 53 69 190 63 0 253 33 196 229 551 07:45 AM 28 54 82 172 47 1 220 15 228 243 545 Total Volume 87 183 270 747 241 1 989 111 767 878 2137 % App. Total 32.2 67.8 75.5 24.4 0.1 12.6 87.4 PHF .777 .847 .823 .853 .886 .250 .877 .750 .841 .903 .970 SR 99 NB off-ramp Shaw Ave Shaw Ave Right 183 Left 87 InOut Total 352 270 622 Right241 Thru747 Peds1 OutTotalIn854 989 1843 Out TotalIn 0 0 0 Left111 Thru767 TotalOutIn930 878 1808 Peak Hour Begins at 07:00 AM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : SR 99 NB off-ramp and Shaw Ave Site Code : 00091818 Start Date : 9/18/2018 Page No : 3 SR 99 NB off-ramp Southbound Shaw Ave Westbound Shaw Ave Eastbound Start Time Left Right App. Total Thru Right Peds App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 41 72 113 257 93 1 351 9 166 175 639 05:15 PM 31 78 109 251 91 1 343 12 171 183 635 05:30 PM 36 84 120 265 54 1 320 10 177 187 627 05:45 PM 31 71 102 288 60 0 348 11 187 198 648 Total Volume 139 305 444 1061 298 3 1362 42 701 743 2549 % App. Total 31.3 68.7 77.9 21.9 0.2 5.7 94.3 PHF .848 .908 .925 .921 .801 .750 .970 .875 .937 .938 .983 SR 99 NB off-ramp Shaw Ave Shaw Ave Right 305 Left 139 InOut Total 340 444 784 Right298 Thru1061 Peds3 OutTotalIn840 1362 2202 Out TotalIn 0 0 0 Left42 Thru701 TotalOutIn1366 743 2109 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at 99 SB Off Ramp Site Code : 00000001 Start Date : 5/30/2019 Page No : 1 Groups Printed- Unshifted - Bank 1 99 SB Off Ramp Southbound Ashlan Westbound Parkway Northbound Ashlan Eastbound Start Time Left Thru Right Peds Left Thru Peds Left Right Thru Right Peds Int. Total 07:00 AM 17 17 45 0 24 194 0 7 97 300 0 0 701 07:15 AM 32 10 25 0 29 153 0 6 89 407 19 0 770 07:30 AM 44 18 18 0 28 107 1 6 105 370 4 0 701 07:45 AM 42 6 10 0 29 133 0 4 82 306 8 0 620 Total 135 51 98 0 110 587 1 23 373 1383 31 0 2792 08:00 AM 22 7 11 1 37 139 0 5 79 216 4 0 521 08:15 AM 24 10 15 0 21 164 1 5 69 295 7 0 611 08:30 AM 20 7 18 0 37 105 0 6 94 259 6 0 552 08:45 AM 39 7 13 1 35 91 2 7 67 228 8 1 499 Total 105 31 57 2 130 499 3 23 309 998 25 1 2183 ****** 04:00 PM 32 19 31 1 71 273 1 5 81 251 5 0 770 04:15 PM 50 24 34 0 93 284 0 18 74 203 11 2 793 04:30 PM 26 25 55 0 84 298 0 8 67 213 16 0 792 04:45 PM 46 26 33 0 96 287 3 9 66 206 9 0 781 Total 154 94 153 1 344 1142 4 40 288 873 41 2 3136 05:00 PM 34 17 49 0 91 301 0 9 75 217 2 0 795 05:15 PM 33 29 39 0 85 349 0 13 81 245 3 0 877 05:30 PM 34 27 50 0 70 276 0 15 84 198 0 0 754 05:45 PM 39 19 34 0 83 301 4 17 69 224 0 0 790 Total 140 92 172 0 329 1227 4 54 309 884 5 0 3216 Grand Total 534 268 480 3 913 3455 12 140 1279 4138 102 3 11327 Apprch %41.6 20.9 37.4 0.2 20.8 78.9 0.3 9.9 90.1 97.5 2.4 0.1 Total %4.7 2.4 4.2 0 8.1 30.5 0.1 1.2 11.3 36.5 0.9 0 Unshifted 534 268 480 3 909 3455 12 140 1279 4138 102 3 11323 % Unshifted 100 100 100 100 99.6 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 4 0 0 0 0 0 0 0 4 % Bank 1 0 0 0 0 0.4 0 0 0 0 0 0 0 0 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at 99 SB Off Ramp Site Code : 00000001 Start Date : 5/30/2019 Page No : 2 99 SB Off Ramp Southbound Ashlan Westbound Parkway Northbound Ashlan Eastbound Start Time Left Thru Right Peds App. Total Left Thru Peds App. Total Left Right App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 17 17 45 0 79 24 194 0 218 7 97 104 300 0 0 300 701 07:15 AM 32 10 25 0 67 29 153 0 182 6 89 95 407 19 0 426 770 07:30 AM 44 18 18 0 80 28 107 1 136 6 105 111 370 4 0 374 701 07:45 AM 42 6 10 0 58 29 133 0 162 4 82 86 306 8 0 314 620 Total Volume 135 51 98 0 284 110 587 1 698 23 373 396 1383 31 0 1414 2792 % App. Total 47.5 18 34.5 0 15.8 84.1 0.1 5.8 94.2 97.8 2.2 0 PHF .767 .708 .544 .000 .888 .948 .756 .250 .800 .821 .888 .892 .850 .408 .000 .830 .906 99 SB Off Ramp Ashlan Ashlan Parkway Right 98 Thru 51 Left 135 Peds 0 InOut Total 0 284 284 Thru587 Left110 Peds1 OutTotalIn1891 698 2589 Left 23 Right 373 Out TotalIn 192 396 588 Thru1383 Right31 Peds0 TotalOutIn708 1414 2122 Peak Hour Begins at 07:00 AM Unshifted Bank 1 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at 99 SB Off Ramp Site Code : 00000001 Start Date : 5/30/2019 Page No : 3 99 SB Off Ramp Southbound Ashlan Westbound Parkway Northbound Ashlan Eastbound Start Time Left Thru Right Peds App. Total Left Thru Peds App. Total Left Right App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 26 25 55 0 106 84 298 0 382 8 67 75 213 16 0 229 792 04:45 PM 46 26 33 0 105 96 287 3 386 9 66 75 206 9 0 215 781 05:00 PM 34 17 49 0 100 91 301 0 392 9 75 84 217 2 0 219 795 05:15 PM 33 29 39 0 101 85 349 0 434 13 81 94 245 3 0 248 877 Total Volume 139 97 176 0 412 356 1235 3 1594 39 289 328 881 30 0 911 3245 % App. Total 33.7 23.5 42.7 0 22.3 77.5 0.2 11.9 88.1 96.7 3.3 0 PHF .755 .836 .800 .000 .972 .927 .885 .250 .918 .750 .892 .872 .899 .469 .000 .918 .925 99 SB Off Ramp Ashlan Ashlan Parkway Right 176 Thru 97 Left 139 Peds 0 InOut Total 0 412 412 Thru1235 Left356 Peds3 OutTotalIn1309 1594 2903 Left 39 Right 289 Out TotalIn 483 328 811 Thru881 Right30 Peds0 TotalOutIn1450 911 2361 Peak Hour Begins at 04:30 PM Unshifted Bank 1 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at NB 99 Off Ramp Site Code : 00000000 Start Date : 5/30/2019 Page No : 1 Groups Printed- Unshifted SR 99 NB OFF RAMP Southbound ASHLAN Westbound SR 99 NB OFF RAMP Northbound ASHLAN Eastbound Start Time Left Right Thru Right Peds Left Thru Right Left Thru Int. Total 07:00 AM 6 47 148 131 2 90 1 100 23 178 726 07:15 AM 10 25 120 132 0 56 1 99 38 261 742 07:30 AM 14 28 125 111 1 63 1 116 38 295 792 07:45 AM 7 22 132 98 1 50 3 159 35 299 806 Total 37 122 525 472 4 259 6 474 134 1033 3066 08:00 AM 7 28 159 96 0 52 1 100 16 207 666 08:15 AM 5 28 120 95 1 58 1 107 31 229 675 08:30 AM 13 26 93 100 1 34 1 67 31 207 573 08:45 AM 17 25 87 91 2 50 4 114 25 178 593 Total 42 107 459 382 4 194 7 388 103 821 2507 ****** 04:00 PM 19 47 234 113 2 90 1 113 39 215 873 04:15 PM 9 56 241 81 0 104 3 117 27 197 835 04:30 PM 20 73 211 107 5 81 2 116 33 182 830 04:45 PM 12 57 222 93 6 127 8 109 35 193 862 Total 60 233 908 394 13 402 14 455 134 787 3400 05:00 PM 14 60 199 135 8 125 2 127 36 184 890 05:15 PM 17 61 256 100 0 129 0 124 27 206 920 05:30 PM 12 45 210 75 1 122 1 133 36 188 823 05:45 PM 10 56 244 92 2 98 3 107 34 197 843 Total 53 222 909 402 11 474 6 491 133 775 3476 Grand Total 192 684 2801 1650 32 1329 33 1808 504 3416 12449 Apprch %21.9 78.1 62.5 36.8 0.7 41.9 1 57 12.9 87.1 Total %1.5 5.5 22.5 13.3 0.3 10.7 0.3 14.5 4 27.4 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at NB 99 Off Ramp Site Code : 00000000 Start Date : 5/30/2019 Page No : 2 SR 99 NB OFF RAMP Southbound ASHLAN Westbound SR 99 NB OFF RAMP Northbound ASHLAN Eastbound Start Time Left Right App. Total Thru Right Peds App. Total Left Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 6 47 53 148 131 2 281 90 1 100 191 23 178 201 726 07:15 AM 10 25 35 120 132 0 252 56 1 99 156 38 261 299 742 07:30 AM 14 28 42 125 111 1 237 63 1 116 180 38 295 333 792 07:45 AM 7 22 29 132 98 1 231 50 3 159 212 35 299 334 806 Total Volume 37 122 159 525 472 4 1001 259 6 474 739 134 1033 1167 3066 % App. Total 23.3 76.7 52.4 47.2 0.4 35 0.8 64.1 11.5 88.5 PHF .661 .649 .750 .887 .894 .500 .891 .719 .500 .745 .871 .882 .864 .874 .951 SR 99 NB OFF RAMP ASHLAN ASHLAN SR 99 NB OFF RAMP Right 122 Left 37 InOut Total 612 159 771 Right472 Thru525 Peds4 OutTotalIn1544 1001 2545 Left 259 Thru 6 Right 474 Out TotalIn 0 739 739 Left134 Thru1033 TotalOutIn906 1167 2073 Peak Hour Begins at 07:00 AM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Ashlan at NB 99 Off Ramp Site Code : 00000000 Start Date : 5/30/2019 Page No : 3 SR 99 NB OFF RAMP Southbound ASHLAN Westbound SR 99 NB OFF RAMP Northbound ASHLAN Eastbound Start Time Left Right App. Total Thru Right Peds App. Total Left Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 20 73 93 211 107 5 323 81 2 116 199 33 182 215 830 04:45 PM 12 57 69 222 93 6 321 127 8 109 244 35 193 228 862 05:00 PM 14 60 74 199 135 8 342 125 2 127 254 36 184 220 890 05:15 PM 17 61 78 256 100 0 356 129 0 124 253 27 206 233 920 Total Volume 63 251 314 888 435 19 1342 462 12 476 950 131 765 896 3502 % App. Total 20.1 79.9 66.2 32.4 1.4 48.6 1.3 50.1 14.6 85.4 PHF .788 .860 .844 .867 .806 .594 .942 .895 .375 .937 .935 .910 .928 .961 .952 SR 99 NB OFF RAMP ASHLAN ASHLAN SR 99 NB OFF RAMP Right 251 Left 63 InOut Total 578 314 892 Right435 Thru888 Peds19 OutTotalIn1304 1342 2646 Left 462 Thru 12 Right 476 Out TotalIn 0 950 950 Left131 Thru765 TotalOutIn1601 896 2497 Peak Hour Begins at 04:30 PM Unshifted Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | B Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix B: Traffic Modeling (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily Volumes 2018 Project Select Zone0 0 00 00 000000000000P a rk w a yParkway 0 0 0 0 0 0 Polk Polk 0 31 16 9 46 100ShawShaw324916170124 ShawShaw14006978FairmontFairmont000000PolkPolk31091610046Parkway DrParkway Dr000000SR 99001ShawShaw144916116124ShawShaw144916116124R 99Shaw/99017Shaw /99Shw a/99001070ShawShaw144915116117SR 99001Shaw/9918053Shaw/99Shaw/9918000531ShawShaw324916169124ShawShaw144915116117SR 99017SR 99017SR 99000Shaw/99001ShawShaw14006978868237033273328397539773979398239835486604360446072629569836984698569866988698969908494866086628664866686688670122451224912250 (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily Volumes 2018 Project Select Zone0030 0 0 0 0 0000000SR 99017AshlanAshlan241019101130AshlanAshlan241019102131P a rk w a yParkway 0 0 0 0 0 0AshlanAshlan2431932131AshlanAshlan21242933Golden State Golden State 0 0 0 0 3 3 rawleyrawley 0 0 0 0 0 0 AshlanAshlan21242933AshlanAshlan241019102131BrawleyBrawley 0 0 0 0 0 0 e3W eberW eber000000SR 99016As hlan /9931496 A sh la n/99 0 0 0 SR 9918053SR 99188123Ashlan/990770AshlanAshlan2431932130AshlanAshlan241019101130Ashlan/99000A s h la n /9 9 0 0 1Golden StateGolden State000033GS/99000 Golden StateG olden State000000G old e n S ta teG o ld en Sta te 0 0 0 0 3 3 Golden StateGolden State 0 0 0 0 3 3 Ashlan/99001SR 99315102SR 99315102ParkwayParkway000000ParkwayParkway000000Golden StateGolden State000000Golden State0008788842017243224333583398539863987398839894593463446355084510951105422542360456047604860706071122261225312254 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Project Only Trips 2035 Project Select Zone 0000000 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000012000011SR 99 0 0 0 Golden State Golden State0 0 0 0 0 0 PolkPolk0000612Shaw Shaw 24 5 14 24 196 198 23 5 13 24 Shaw Shaw 10 3 7 11 81 82 Shaw Shaw 10 3 7 12 84 84 Fairmont Fairmont 0 0 0 0 0 0 PolkPolk0000126PolkPolk0000126Parkway Dr Parkway Dr 0 0 0 0 0 0 CorneliaCornelia000000Parkway Dr Parkway Dr0 0 0 0 0 0 Shaw Shaw 23 5 13 24 184 193 PolkPolk0000126SR 9914 6112 Shaw/SR 990 0 0 Shaw Shaw 10 5 7 24 84 198 Shaw Shaw 10 5 7 24 84 198 SR 9914 6112 SR 99 0 0 0 Shaw/SR 99 0 0 0 Shaw Shaw 10 5 7 24 84 198ParkwayParkway000000 Gettysburg Gettysburg 1 1 1 1 19 14 Gettysburg Gettysburg 0 0 1 0 4 4 Gettysburg Gettysburg 0 0 0 0 2 2 SR 990 0 0Shaw/SR 9900 1 Shaw Shaw 24 5 14 24 196 198 S ha w /SR 99 1 4 6 1 1 2Shaw/SR 99146112ShawShaw 10 5 7 24 84 198 S ha w/SR 99313114 SR 99 0 0 0 Sha w/SR 99 0 0 0 SR 99 0 0 0 000SR 9914 6112 SR 99 3 13 114 ShawShaw 23 5 13 24 184 193 Shaw/SR 99001823 824 868 869 873 2016 2361 2370 2371 3327 3328 3329 3670 3975 3977 3979 3982 3983 5486 5593 5594 5595 5596 6043 6044 6072 6295 6698 6983 6984 6985 6986 6987 6988 6989 69908494 8556 8558 8660 8662 8664 8666 8668 8670 12106 12245 12249 12250 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Project Only Trips 2035 Project Select Zone0000220 0 0 0 0 0 0 0 0 0 1 1 0000000000000 0 0 0 0 0 0 0 0 011 0 0 0 0 0 0 0 0 00000 0 0 0 0 0 0 0 0 0 0 0 SR 99 3 13 114 GS/99 0 0 0 SR 99 2 13 103 1 0 1 2 15 5 Ashlan Ashlan 1 1 1 2 15 6 P ar kwa yPa r k way 0 0 000 1 Ashlan Ashlan 1 1 1 2 15 16 Ashlan Ashlan 1 1 1 2 15 16Golden StateGolden State000000BrawleyBrawley000000BrawleyBrawley000011Ashlan Ashlan 1 1 1 2 15 16 Ashlan Ashlan 1 1 1 2 15 16 BlytheBlythe000011Ashlan Ashlan 1 1 1 2 15 6 BlytheBlythe000000Dakota Dakota 0 0 0 0 1 1 BrawleyBrawley000010BrawleyBrawley000001DakotaDakota 0 0 0 0 1 1 yyDakota Dakota 0 0 0 0 1 0 Golden State Golden State0 0 0 0 2 2 Golden State Golden State0 0 0 0 0 0 awleyawley000011Weber Weber 0 0 0 0 0 0 Weber Weber 0 0 0 0 0 0 MartyMarty001043Weber Weber 0 0 0 1 3 4 SR 99 2 13 103 Ashl an/99000A s hla n/ 9 9 0 0 0 SR 9914 6112 SR 9914 6112 Ashlan/990 0 0 Ashlan Ashlan 1 0 1 2 15 5 1 0 1 2 15 5 Ashlan/99 0 0 0 A s hla n/ 9 90 01 1SR 9914 6112 SR 9914 6112 SR 99 3 13 114 G olden State Golden State0 0 0 0 0 0 GS/99000G olden State Golden State0 0 0 0 0 0 AshlanAshlan 1 0 1 1 12 12 MartyMarty0001340 0 0 0 0 0 000000Ashlan/99 0 0 11 Motel/990 0 0 SR 99146112 SR 99 2 13 103 SR 99 2 13 103 SR 99146112 Parkway Parkway 0 0 0 0 0 1 Parkway Parkway 0 0 0 0 0 1 Dakota Dakota 0 0 0 0 0 0 0 0 0 0 0 0G olden State 0 0 0 878 879 882 884 885 2017 2018 2432 2433 3118 3119 3333 3338 3339 3340 3411 3415 3483 3583 3585 36833985 3986 3987 3988 3989 3990 4593 4634 4635 4636 5084 5085 5086 51095110 5422 5423 6045 6046 6047 6048 60496050 6070 6071 6166 12226 12228 12229 12253 12254 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | C Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix C: Methodology Levels of Service Methodology The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 2010 represents the research on capacity and quality of service for transportation facilities. Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience. Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish a LOS. Urban Streets (Automobile Mode) The term “urban streets” refers to urban arterials and collectors, including those in downtown areas. Arterial streets are roads that primarily serve longer through trips. However, providing access to abutting commercial and residential land uses is also an important function of arterials. Collector streets provide both land access and traffic circulation within residential, commercial and industrial areas. Their access function is more important than that of arterials, and unlike arterials their operation is not always dominated by traffic signals. Downtown streets are signalized facilities that often resemble arterials. They not only move through traffic but also provide access to local businesses for passenger cars, transit buses, and trucks. Pedestrian conflicts and lane obstructions created by stopping or standing taxicabs, buses, trucks and parking vehicles that cause turbulence in the traffic flow are typical of downtown streets. Flow Characteristics The speed of vehicles on urban streets is influenced by three main factors, street environment, interaction among vehicles and traffic control. The street environment includes the geometric characteristics of the facility, the character of roadside activity, and adjacent land uses. Thus, the environment reflects the number and width of lanes, type of median, driveway/access point density, spacing between signalized intersections, existence of parking, level of pedestrian and bicyclist activity and speed limit. The interaction among vehicles is determined by traffic density, the proportion of trucks and buses, and turning movements. This interaction affects the operation of vehicles at intersections and, to a lesser extent, between signals. Traffic controls (including signals and signs) forces a portion of all vehicles to slow or stop. The delays and speed changes caused by traffic control devices reduce vehicle speeds; however, such controls are needed to establish right-of-way. www.JLBtraffic.com info@JLBtraffic.com www.JLBtraffic.com 2 info@JLBtraffic.com Levels of Service (automobile Mode) The average travel speed for through vehicles along an urban street is the determinant of the operating level of service (LOS). The travel speed along a segment, section or entire length of an urban street is dependent on the running speed between signalized intersections and the amount of control delay incurred at signalized intersections. LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds exceed 85 of the base free flow speed (FFS). LOS B describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67 and 85 percent of the base FFS. LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50 and 67 percent of the base FFS. LOS D indicates a less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volumes, inappropriate signal timing, at the boundary intersections. The travel speed is between 40 and 50 percent of the base FFS. LOS E is characterized unstable operation and significant delay. Such operations may be due to some combination of adverse progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30 and 40 percent of the base FFS. LOS F is characterized by street flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30 percent or less of the base FFS. Table A-1: Urban Street Levels of Service (Automobile Mode) Travel Speed as a Percentage of Base Free-Flow Speed (%) LOS by Critical Volume-to-Capacity Ratioa >85 A F >67 to 85 B F >50 to 67 C F >40 to 50 D F >30 to 40 E F F F Intersection Levels of Service One of the more important elements limiting, and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop and yield signs. Signalized Intersections – Performance Measures For signalized intersections the performance measures include automobile volume-to-capacity ratio, automobile delay, queue storage length, ratio of pedestrian delay, pedestrian circulation area, pedestrian perception score, bicycle delay, and bicycle perception score. LOS is also considered a performance measure. For the automobile mode average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection. A LOS designation is given to the weighted average control delay to better describe the level of operation. A description of LOS for signalized intersections is found in Table A-2. www.JLBtraffic.com info@JLBtraffic.com Table A-2: Signalized Intersection Level of Service Description (Automobile Mode) Level of Service Description Average Control Delay (seconds per vehicle) A Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when volume-to-capacity ratio is and either progression is exceptionally favorable or the cycle length is very short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. 10 B Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-to- capacity ratio no greater than 1.0. This level is typically assigned when the volume-to- capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. >10.0 to 20.0 C Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. >20 to 35 D Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume-to- capacity ratio no greater than 1.0. This level is typically assigned when the volume-to- capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop, and i ndividual cycle failures are noticeable. >35 to 55 E Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume-to- capacity ratio no greater than 1.0. This level is typically assigned when the volume-to- capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. >55 to 80 F Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. >80 Unsignalized Intersections The HCM 2010 procedures use control delay as a measure of effectiveness to determine level of service. Delay is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, i. e., in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Control delay is the increased time of travel for a vehicle approaching and passing through an unsignalized intersection, compared with a free-flow vehicle if it were not required to slow or stop at the intersection. www.JLBtraffic.com info@JLBtraffic.com All-Way Stop Controlled Intersections All-way stop controlled intersections is a form of traffic controls in which all approaches to an intersection are required to stop. Similar to signalized intersections, at all-way stop controlled intersections the average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection as a whole. In other words the delay measured for all-way stop controlled intersections is a measure of the average delay for all vehicles passing through the intersection during the peak hour. A LOS designation is given to the weighted average control delay to better describe the level of operation. Two-Way Stop Controlled Intersections Two-way stop controlled (TWSC) intersections in which stop signs are used to assign the right-of-way, are the most prevalent type of intersection in the United States. At TWSC intersections the stop- controlled approaches are referred as the minor street approaches and can be either public streets or private driveways. The approaches that are not controlled by stop signs are referred to as the major street approaches. The capacity of movements subject to delay are determined using the "critical gap" method of capacity analysis. Expected average control delay based on movement volume and movement capacity is calculated. A LOS for TWSC intersection is determined by the computed or measured control delay for each minor movement. LOS is not defined for the intersection as a whole for three main reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at the typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay from all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. Table A-3 provides a description of LOS at unsignalized intersections. Table A-3: Unsignalized Intersection Level of Service Description (Automobile Mode) Control Delay (seconds per vehicle) LOS by Volume-to-Capacity Ratio v/c < 10 A F >10 to 15 B F >15 to 25 C F >25 to 35 D F >35 to 50 E F >50 F F www.JLBtraffic.com info@JLBtraffic.com http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | D Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix D: Existing Traffic Conditions HCM 6th Signalized Intersection Summary Existing AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 476 28 209 331 70 32 33 410 224 73 10 Future Volume (veh/h) 5 476 28 209 331 70 32 33 410 224 73 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 5 491 29 215 341 72 33 34 423 231 75 10 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 9 604 268 333 679 574 630 37 456 239 131 17 Arrive On Green 0.01 0.17 0.17 0.25 0.49 0.49 0.36 0.31 0.31 0.14 0.08 0.08 Sat Flow, veh/h 1767 3526 1568 1767 1856 1570 1767 118 1471 1767 1599 213 Grp Volume(v), veh/h 5 491 29 215 341 72 33 0 457 231 0 85 Grp Sat Flow(s),veh/h/ln 1767 1763 1568 1767 1856 1570 1767 0 1589 1767 0 1812 Q Serve(g_s), s 0.3 12.9 1.5 10.4 12.0 1.5 1.2 0.0 26.7 12.5 0.0 4.3 Cycle Q Clear(g_c), s 0.3 12.9 1.5 10.4 12.0 1.5 1.2 0.0 26.7 12.5 0.0 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 0.12 Lane Grp Cap(c), veh/h 9 604 268 333 679 574 630 0 493 239 0 148 V/C Ratio(X) 0.54 0.81 0.11 0.65 0.50 0.13 0.05 0.00 0.93 0.97 0.00 0.57 Avail Cap(c_a), veh/h 74 753 335 333 679 574 630 0 530 239 0 721 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.6 38.3 33.6 33.1 18.7 6.7 20.2 0.0 32.1 41.3 0.0 42.5 Incr Delay (d2), s/veh 41.9 11.4 0.8 4.2 2.6 0.4 0.0 0.0 21.8 48.3 0.0 3.5 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 0.2 6.2 0.6 4.5 5.0 0.9 0.5 0.0 12.8 8.4 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.6 49.7 34.4 37.4 21.3 7.1 20.3 0.0 53.9 89.6 0.0 45.9 LnGrp LOS F DCDCACADFAD Approach Vol, veh/h 525 628 490 316 Approach Delay, s/veh 49.3 25.2 51.6 77.9 Approach LOS D C D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.2 34.4 22.7 21.7 38.4 13.1 4.7 39.7 Change Period (Y+Rc), s 4.2 * 4.6 4.6 * 5.3 4.2 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s 13.0 * 32 12.2 * 21 6.1 * 38 * 4 29.4 Max Q Clear Time (g_c+I1), s 14.5 28.7 12.4 14.9 3.2 6.3 2.3 14.0 Green Ext Time (p_c), s 0.0 0.9 0.0 1.5 0.0 0.4 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 46.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 684 399 335 571 48 218 Future Volume (veh/h) 684 399 335 571 48 218 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 705 411 345 589 49 225 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 705 597 751 2732 139 674 Arrive On Green 0.80 0.80 0.74 1.00 0.08 0.08 Sat Flow, veh/h 1752 1483 1668 3416 1668 1485 Grp Volume(v), veh/h 705 411 345 589 49 225 Grp Sat Flow(s),veh/h/ln 1752 1483 1668 1664 1668 1485 Q Serve(g_s), s 38.6 11.7 0.0 0.0 2.7 0.0 Cycle Q Clear(g_c), s 38.6 11.7 0.0 0.0 2.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 705 597 751 2732 139 674 V/C Ratio(X) 1.00 0.69 0.46 0.22 0.35 0.33 Avail Cap(c_a), veh/h 1018 862 751 2732 139 674 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.94 0.94 1.00 1.00 Uniform Delay (d), s/veh 9.4 6.7 6.8 0.0 41.6 16.9 Incr Delay (d2), s/veh 31.1 5.4 0.4 0.2 1.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 2.8 2.0 0.1 1.2 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 12.1 7.2 0.2 43.1 17.2 LnGrp LOS F B A A D B Approach Vol, veh/h 1116 934 274 Approach Delay, s/veh 30.0 2.8 21.8 Approach LOS C A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 35.3 48.1 83.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 18.9 * 56 78.8 8.0 Max Q Clear Time (g_c+I1), s 2.0 40.6 2.0 4.7 Green Ext Time (p_c), s 1.0 7.8 4.7 0.3 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 111 767 747 241 87 183 Future Volume (veh/h) 111 767 747 241 87 183 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 114 791 770 0 90 189 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 561 1346 2152 226 319 Arrive On Green 0.16 1.00 0.65 0.00 0.14 0.14 Sat Flow, veh/h 1668 1752 3416 1485 1668 1485 Grp Volume(v), veh/h 114 791 770 0 90 189 Grp Sat Flow(s),veh/h/ln 1668 1752 1664 1485 1668 1485 Q Serve(g_s), s 1.8 0.0 10.2 0.0 4.7 11.0 Cycle Q Clear(g_c), s 1.8 0.0 10.2 0.0 4.7 11.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 561 1346 2152 226 319 V/C Ratio(X) 0.20 0.59 0.36 0.40 0.59 Avail Cap(c_a), veh/h 653 1346 2152 233 325 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 3.9 0.0 7.8 0.0 37.9 33.9 Incr Delay (d2), s/veh 0.1 1.5 0.5 0.0 1.1 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.6 3.3 0.0 2.0 9.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.0 1.5 8.3 0.0 39.0 36.7 LnGrp LOS A A A D D Approach Vol, veh/h 905 770 A 279 Approach Delay, s/veh 1.9 8.3 37.4 Approach LOS A A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 78.4 17.6 11.7 66.7 Change Period (Y+Rc), s 4.6 4.6 4.1 4.6 Max Green Setting (Gmax), s 73.4 13.4 12.9 56.4 Max Q Clear Time (g_c+I1), s 2.0 13.0 3.8 12.2 Green Ext Time (p_c), s 7.1 0.0 0.2 6.2 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Existing PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 379 37 370 542 218 20 47 292 120 70 8 Future Volume (veh/h) 10 379 37 370 542 218 20 47 292 120 70 8 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 10 387 38 378 553 222 20 48 298 122 71 8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 18 564 248 418 743 625 383 63 391 153 235 26 Arrive On Green 0.01 0.16 0.16 0.24 0.40 0.40 0.22 0.29 0.29 0.09 0.14 0.14 Sat Flow, veh/h 1767 3526 1548 1767 1856 1561 1767 219 1359 1767 1632 184 Grp Volume(v), veh/h 10 387 38 378 553 222 20 0 346 122 0 79 Grp Sat Flow(s),veh/h/ln 1767 1763 1548 1767 1856 1561 1767 0 1578 1767 0 1815 Q Serve(g_s), s 0.5 8.4 1.7 16.9 20.8 8.1 0.7 0.0 16.3 5.5 0.0 3.2 Cycle Q Clear(g_c), s 0.5 8.4 1.7 16.9 20.8 8.1 0.7 0.0 16.3 5.5 0.0 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.10 Lane Grp Cap(c), veh/h 18 564 248 418 743 625 383 0 454 153 0 261 V/C Ratio(X) 0.57 0.69 0.15 0.90 0.74 0.36 0.05 0.00 0.76 0.80 0.00 0.30 Avail Cap(c_a), veh/h 87 878 386 473 883 743 383 0 620 165 0 744 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 40.2 32.3 29.5 30.2 20.9 17.1 25.3 0.0 26.5 36.5 0.0 31.2 Incr Delay (d2), s/veh 25.8 1.5 0.3 19.2 2.9 0.3 0.1 0.0 3.8 22.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.5 0.6 9.1 8.8 2.8 0.3 0.0 6.2 3.2 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.0 33.8 29.8 49.4 23.7 17.4 25.4 0.0 30.3 58.7 0.0 31.9 LnGrp LOS E CCDCBCACEAC Approach Vol, veh/h 435 1153 366 201 Approach Delay, s/veh 34.2 30.9 30.0 48.2 Approach LOS CCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 28.0 23.9 18.3 22.3 17.0 5.0 37.2 Change Period (Y+Rc), s * 4.2 4.6 4.6 * 5.3 4.6 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 7.6 32.0 21.8 * 20 5.5 * 33 * 4 38.8 Max Q Clear Time (g_c+I1), s 7.5 18.3 18.9 10.4 2.7 5.2 2.5 22.8 Green Ext Time (p_c), s 0.0 1.8 0.4 1.7 0.0 0.3 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 33.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 529 178 249 1140 84 210 Future Volume (veh/h) 529 178 249 1140 84 210 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 557 187 262 1200 88 221 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %888888 Cap, veh/h 708 598 662 2554 193 612 Arrive On Green 0.40 0.40 0.58 1.00 0.11 0.11 Sat Flow, veh/h 1781 1504 1697 3474 1697 1510 Grp Volume(v), veh/h 557 187 262 1200 88 221 Grp Sat Flow(s),veh/h/ln 1781 1504 1697 1692 1697 1510 Q Serve(g_s), s 19.2 6.0 0.0 0.0 3.4 0.0 Cycle Q Clear(g_c), s 19.2 6.0 0.0 0.0 3.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 708 598 662 2554 193 612 V/C Ratio(X) 0.79 0.31 0.40 0.47 0.45 0.36 Avail Cap(c_a), veh/h 1003 847 662 2554 204 621 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.78 0.78 1.00 1.00 Uniform Delay (d), s/veh 18.5 14.5 9.5 0.0 29.0 14.5 Incr Delay (d2), s/veh 6.6 1.0 0.3 0.5 1.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 2.0 1.7 0.2 1.4 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 15.5 9.8 0.5 30.6 14.9 LnGrp LOS C B A A C B Approach Vol, veh/h 744 1462 309 Approach Delay, s/veh 22.7 2.2 19.4 Approach LOS C A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 25.0 32.4 57.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 8.9 * 39 52.4 8.4 Max Q Clear Time (g_c+I1), s 2.0 21.2 2.0 5.4 Green Ext Time (p_c), s 0.4 6.0 12.4 0.3 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 42 701 1061 298 139 305 Future Volume (veh/h) 42 701 1061 298 139 305 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 43 715 1083 0 142 311 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %888888 Cap, veh/h 404 1257 1971 276 344 Arrive On Green 0.13 1.00 0.58 0.00 0.16 0.16 Sat Flow, veh/h 1697 1781 3474 1510 1697 1510 Grp Volume(v), veh/h 43 715 1083 0 142 311 Grp Sat Flow(s),veh/h/ln 1697 1781 1692 1510 1697 1510 Q Serve(g_s), s 0.6 0.0 13.8 0.0 5.4 11.4 Cycle Q Clear(g_c), s 0.6 0.0 13.8 0.0 5.4 11.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 404 1257 1971 276 344 V/C Ratio(X) 0.11 0.57 0.55 0.51 0.91 Avail Cap(c_a), veh/h 607 1257 1971 276 344 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 5.3 0.0 9.0 0.0 26.8 26.3 Incr Delay (d2), s/veh 0.1 1.6 1.1 0.0 1.6 26.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.6 4.3 0.0 2.2 13.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.4 1.6 10.1 0.0 28.4 52.6 LnGrp LOS A A B C D Approach Vol, veh/h 758 1083 A 453 Approach Delay, s/veh 1.8 10.1 45.0 Approach LOS A B D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 54.0 16.0 8.6 45.4 Change Period (Y+Rc), s 4.6 4.6 4.1 4.6 Max Green Setting (Gmax), s 49.4 11.4 12.9 32.4 Max Q Clear Time (g_c+I1), s 2.0 13.4 2.6 15.8 Green Ext Time (p_c), s 5.8 0.0 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queuing and Blocking Report Existing AM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served L T T R L T R L TR L TR Maximum Queue (ft) 53 247 211 150 234 301 51 199 373 180 408 Average Queue (ft) 7 150 124 30 139 138 21 35 189 145 150 95th Queue (ft) 31 222 218 106 224 248 46 117 306 213 365 Link Distance (ft) 1273 1273 521 521 1358 1155 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 100 160 100 120 Storage Blk Time (%) 1 14 10 4 31 29 1 Queuing Penalty (veh) 0 4 33 8 10 24 1 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 405 245 244 430 107 196 145 Average Queue (ft) 153 89 171 110 21 55 67 95th Queue (ft) 313 183 261 316 69 129 120 Link Distance (ft) 521 521 380 380 554 Upstream Blk Time (%) 1 Queuing Penalty (veh) 5 Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 21 0 44 28 Queuing Penalty (veh) 60 0 96 13 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB SB SB Directions Served L T T T L R Maximum Queue (ft) 244 352 281 136 153 129 Average Queue (ft) 53 91 103 37 55 59 95th Queue (ft) 121 232 191 93 114 100 Link Distance (ft) 380 296 296 657 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 0 3 21 14 Queuing Penalty (veh) 0 3 38 13 Network Summary Network wide Queuing Penalty: 308 Queuing and Blocking Report Existing PM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served L T T R L T R L TR L TR Maximum Queue (ft) 53 207 202 150 235 535 439 199 342 161 141 Average Queue (ft) 13 126 92 23 192 269 67 17 133 93 44 95th Queue (ft) 42 185 164 70 279 486 186 76 256 155 120 Link Distance (ft) 1272 1272 527 527 1369 1161 Upstream Blk Time (%) 1 Queuing Penalty (veh) 3 Storage Bay Dist (ft) 200 100 160 100 120 Storage Blk Time (%) 0 6 18 17 17 10 0 Queuing Penalty (veh) 0 2 99 62 3 7 1 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 253 130 194 201 114 116 128 Average Queue (ft) 128 51 86 70 35 62 59 95th Queue (ft) 230 100 155 147 96 108 110 Link Distance (ft) 527 527 376 376 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 2 1 42 29 Queuing Penalty (veh) 11 2 89 25 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB SB SB Directions Served L T T T L R Maximum Queue (ft) 74 302 305 216 323 160 Average Queue (ft) 25 93 161 77 90 98 95th Queue (ft) 58 196 260 162 201 161 Link Distance (ft) 376 289 289 678 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 2 33 29 Queuing Penalty (veh) 1 100 40 Network Summary Network wide Queuing Penalty: 445 HCM 6th Signalized Intersection Summary Existing AM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1383 31 110 587 0 23 0 373 135 51 98 Future Volume (veh/h) 0 1383 31 110 587 0 23 0 373 135 51 98 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1520 34 121 645 0 25 0 410 148 56 108 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %033330303333 Cap, veh/h 0 2247 1002 126 2660 0 42 0 0 573 161 144 Arrive On Green 0.00 0.64 0.64 0.14 1.00 0.00 0.02 0.00 0.00 0.17 0.09 0.09 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 25 3428 1763 1572 Grp Volume(v), veh/h 0 1520 34 121 645 0 25 68.7 148 56 108 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 31.9 0.7 7.9 0.0 0.0 1.6 4.4 3.5 7.8 Cycle Q Clear(g_c), s 0.0 31.9 0.7 7.9 0.0 0.0 1.6 4.4 3.5 7.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2247 1002 126 2660 0 42 573 161 144 V/C Ratio(X) 0.00 0.68 0.03 0.96 0.24 0.00 0.59 0.26 0.35 0.75 Avail Cap(c_a), veh/h 0 2247 1002 126 2660 0 76 1360 532 474 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.86 0.86 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 13.4 4.0 49.5 0.0 0.0 56.1 42.1 49.4 51.4 Incr Delay (d2), s/veh 0.0 1.7 0.1 61.1 0.2 0.0 12.6 0.2 1.3 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.7 0.3 5.3 0.1 0.0 0.9 1.8 1.5 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.1 4.1 110.6 0.2 0.0 68.7 42.3 50.7 59.1 LnGrp LOS A B A F A A E D D E Approach Vol, veh/h 1554 766 312 Approach Delay, s/veh 14.8 17.6 49.6 Approach LOS B B D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 23.6 13.6 78.8 7.0 16.6 92.4 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 4.9 Max Green Setting (Gmax), s * 46 8.3 47.3 5.0 * 35 60.9 Max Q Clear Time (g_c+I1), s 6.4 9.9 33.9 3.6 9.8 2.0 Green Ext Time (p_c), s 0.5 0.0 9.0 0.0 0.8 5.3 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Existing AM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 134 1033 0 0 525 472 259 6 474 37 0 122 Future Volume (vph) 134 1033 0 0 525 472 259 6 474 37 0 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.87 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1543 1665 1451 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1543 1665 1451 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 141 1087 0 0 553 497 273 6 499 39 0 128 RTOR Reduction (vph)00000211013813800120 Lane Group Flow (vph) 141 1087 0 0 553 286 246 130 126 39 0 8 Confl. Peds. (#/hr) 4 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 14.2 70.7 52.3 52.3 22.3 22.3 22.3 7.6 7.6 Effective Green, g (s) 14.2 70.7 52.3 52.3 22.3 22.3 22.3 7.6 7.6 Actuated g/C Ratio 0.12 0.61 0.45 0.45 0.19 0.19 0.19 0.07 0.07 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 214 2136 1580 695 320 278 286 222 102 v/s Ratio Prot c0.08 c0.31 0.16 c0.15 0.09 c0.01 v/s Ratio Perm 0.19 0.08 0.01 v/c Ratio 0.66 0.51 0.35 0.41 0.77 0.47 0.44 0.18 0.08 Uniform Delay, d1 48.6 12.8 20.8 21.5 44.4 41.6 41.3 51.2 50.9 Progression Factor 0.81 0.47 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 0.7 0.6 1.8 10.6 1.2 1.1 0.4 0.3 Delay (s) 45.1 6.7 21.4 23.3 55.0 42.8 42.4 51.6 51.3 Level of Service D A CCDDDD D Approach Delay (s) 11.2 22.3 46.5 51.4 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary Existing PM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 881 30 356 1235 0 39 0 289 139 97 176 Future Volume (veh/h) 0 881 30 356 1235 0 39 0 289 139 97 176 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 947 32 383 1328 0 42 0 311 149 104 189 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %033330303333 Cap, veh/h 0 1075 480 601 2424 0 56 0 0 790 259 231 Arrive On Green 0.00 0.30 0.30 0.45 0.91 0.00 0.03 0.00 0.00 0.23 0.15 0.15 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 42 3428 1763 1572 Grp Volume(v), veh/h 0 947 32 383 1328 0 42 78.5 149 104 189 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 29.6 1.7 19.3 7.5 0.0 2.7 4.1 6.2 13.5 Cycle Q Clear(g_c), s 0.0 29.6 1.7 19.3 7.5 0.0 2.7 4.1 6.2 13.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1075 480 601 2424 0 56 790 259 231 V/C Ratio(X) 0.00 0.88 0.07 0.64 0.55 0.00 0.74 0.19 0.40 0.82 Avail Cap(c_a), veh/h 0 1182 527 601 2424 0 76 1360 532 474 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.60 0.60 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 38.3 28.6 26.2 1.9 0.0 55.7 35.9 44.9 48.0 Incr Delay (d2), s/veh 0.0 10.4 0.3 1.3 0.5 0.0 22.9 0.1 1.0 7.0 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 %ile BackOfQ(50%),veh/ln 0.0 13.9 0.7 7.3 1.5 0.0 1.5 1.6 2.7 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 48.7 28.9 27.6 2.4 0.0 78.5 36.0 45.9 55.0 LnGrp LOS A D C C A A E D D D Approach Vol, veh/h 979 1711 442 Approach Delay, s/veh 48.0 8.0 46.5 Approach LOS D A D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 30.9 44.8 40.3 7.9 23.0 85.1 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 * 5.3 Max Green Setting (Gmax), s * 46 16.7 38.9 5.0 * 35 * 61 Max Q Clear Time (g_c+I1), s 6.1 21.3 31.6 4.7 15.5 9.5 Green Ext Time (p_c), s 0.5 0.0 3.8 0.0 1.5 14.9 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Existing PM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 765 0 0 888 435 462 12 476 63 0 251 Future Volume (vph) 131 765 0 0 888 435 462 12 476 63 0 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.92 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1519 1665 1511 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1519 1665 1511 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 138 805 0 0 935 458 486 13 501 66 0 264 RTOR Reduction (vph)0000012403716400196 Lane Group Flow (vph) 138 805 0 0 935 334 345 297 157 66 0 68 Confl. Peds. (#/hr) 19 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 12.1 62.7 46.4 46.4 27.9 27.9 27.9 10.0 10.0 Effective Green, g (s) 12.1 62.7 46.4 46.4 27.9 27.9 27.9 10.0 10.0 Actuated g/C Ratio 0.10 0.54 0.40 0.40 0.24 0.24 0.24 0.09 0.09 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 182 1894 1402 607 400 363 358 293 135 v/s Ratio Prot c0.08 0.23 c0.27 c0.21 0.20 0.02 v/s Ratio Perm 0.22 0.11 c0.04 v/c Ratio 0.76 0.43 0.67 0.55 0.86 0.82 0.44 0.23 0.51 Uniform Delay, d1 50.5 15.9 28.5 26.8 42.2 41.6 37.4 49.4 50.6 Progression Factor 0.82 1.58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.0 0.6 2.5 3.6 17.2 13.3 0.9 0.4 3.0 Delay (s) 56.3 25.8 31.0 30.3 59.4 55.0 38.3 49.8 53.6 Level of Service E C C C E D D D D Approach Delay (s) 30.2 30.8 51.1 52.9 Approach LOS CCDD Intersection Summary HCM 2000 Control Delay 38.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Queuing and Blocking Report Existing AM Peak Baseline 06/07/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 469 417 250 126 96 111 176 176 172 183 186 73 Average Queue (ft) 226 198 14 67 31 37 49 111 80 38 81 33 95th Queue (ft) 362 339 88 122 82 88 126 170 147 110 140 67 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 9 1 1 0 Queuing Penalty (veh) 3 4 0 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 101 Average Queue (ft) 36 95th Queue (ft) 73 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB Directions Served L TTTTRLLTRRLR Maximum Queue (ft) 183 184 196 191 152 148 242 279 207 91 74 Average Queue (ft) 79 79 94 119 80 61 120 187 125 26 40 95th Queue (ft) 150 165 181 187 150 112 199 256 196 67 65 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 100 Storage Blk Time (%)0004 0 Queuing Penalty (veh)1005 0 Network Summary Network wide Queuing Penalty: 14 Queuing and Blocking Report Existing PM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 413 345 39 670 868 821 115 180 166 130 158 156 Average Queue (ft) 204 166 10 493 322 321 46 77 46 47 86 63 95th Queue (ft) 332 288 29 751 857 828 92 133 112 114 147 122 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 9 30 1 0 Queuing Penalty (veh) 3 184 0 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 180 Average Queue (ft) 80 95th Queue (ft) 141 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L TTTTRLLTRRLLR Maximum Queue (ft) 166 354 376 365 352 200 259 284 247 30 130 210 Average Queue (ft) 79 136 150 224 209 119 151 198 125 6 47 95 95th Queue (ft) 144 251 276 321 351 241 228 268 199 25 98 172 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 200 100 Storage Blk Time (%) 1 12 0 1 4 1 10 Queuing Penalty (veh) 1 51 0 5 10 2 6 Network Summary Network wide Queuing Penalty: 263 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | E Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix E: Existing plus Project Traffic Conditions HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 477 28 209 335 70 32 33 441 224 73 10 Future Volume (veh/h) 5 477 28 209 335 70 32 33 441 224 73 10 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 5 492 29 215 345 72 33 34 455 231 75 10 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 9 585 260 355 690 584 41 33 446 262 684 91 Arrive On Green 0.01 0.17 0.17 0.27 0.49 0.49 0.02 0.30 0.30 0.15 0.43 0.43 Sat Flow, veh/h 1767 3526 1568 1767 1856 1570 1767 110 1477 1767 1603 214 Grp Volume(v), veh/h 5 492 29 215 345 72 33 0 489 231 0 85 Grp Sat Flow(s),veh/h/ln 1767 1763 1568 1767 1856 1570 1767 0 1588 1767 0 1816 Q Serve(g_s), s 0.3 14.3 1.4 11.3 13.2 2.6 2.0 0.0 32.0 13.6 0.0 3.0 Cycle Q Clear(g_c), s 0.3 14.3 1.4 11.3 13.2 2.6 2.0 0.0 32.0 13.6 0.0 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 0.12 Lane Grp Cap(c), veh/h 9 585 260 355 690 584 41 0 479 262 0 775 V/C Ratio(X) 0.55 0.84 0.11 0.61 0.50 0.12 0.80 0.00 1.02 0.88 0.00 0.11 Avail Cap(c_a), veh/h 67 682 303 355 690 584 105 0 479 303 0 775 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.6 42.9 28.1 35.2 20.2 17.5 51.5 0.0 37.0 44.2 0.0 18.3 Incr Delay (d2), s/veh 42.6 13.7 0.9 2.9 2.5 0.4 28.1 0.0 46.3 22.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 7.1 0.7 4.8 5.5 1.0 1.2 0.0 18.1 7.4 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.3 56.6 28.9 38.0 22.7 17.9 79.6 0.0 83.3 66.7 0.0 18.3 LnGrp LOS F E C D C B E A F E A B Approach Vol, veh/h 526 632 522 316 Approach Delay, s/veh 55.4 27.4 83.1 53.7 Approach LOS E C F D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.9 37.3 25.9 22.9 6.7 50.5 4.7 44.0 Change Period (Y+Rc), s * 4.2 * 5.3 4.6 * 5.3 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 18 * 32 17.0 * 21 * 6.3 43.2 * 4 34.2 Max Q Clear Time (g_c+I1), s 15.6 34.0 13.3 16.3 4.0 5.0 2.3 15.2 Green Ext Time (p_c), s 0.2 0.0 0.2 1.2 0.0 0.4 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 53.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 698 417 335 575 48 218 Future Volume (veh/h) 698 417 335 575 48 218 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 720 430 345 593 49 225 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 707 598 776 2788 126 692 Arrive On Green 0.81 0.81 0.78 1.00 0.08 0.08 Sat Flow, veh/h 1752 1483 1668 3416 1668 1485 Grp Volume(v), veh/h 720 430 345 593 49 225 Grp Sat Flow(s),veh/h/ln 1752 1483 1668 1664 1668 1485 Q Serve(g_s), s 42.8 14.1 0.0 0.0 3.0 0.0 Cycle Q Clear(g_c), s 42.8 14.1 0.0 0.0 3.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 707 598 776 2788 126 692 V/C Ratio(X) 1.02 0.72 0.44 0.21 0.39 0.33 Avail Cap(c_a), veh/h 1048 887 776 2788 132 698 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.95 0.95 1.00 1.00 Uniform Delay (d), s/veh 10.2 7.5 6.0 0.0 46.7 17.8 Incr Delay (d2), s/veh 35.9 6.2 0.4 0.2 2.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 3.2 1.9 0.1 1.3 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.1 13.7 6.4 0.2 48.6 18.1 LnGrp LOS F B A A D B Approach Vol, veh/h 1150 938 274 Approach Delay, s/veh 34.0 2.4 23.5 Approach LOS C A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 40.5 52.9 93.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 20.9 * 63 88.4 8.4 Max Q Clear Time (g_c+I1), s 2.0 44.8 2.0 5.0 Green Ext Time (p_c), s 1.0 9.1 4.7 0.3 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 111 781 751 241 87 183 Future Volume (veh/h) 111 781 751 241 87 183 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 114 805 774 0 90 189 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 558 1363 2218 226 309 Arrive On Green 0.15 1.00 0.67 0.00 0.14 0.14 Sat Flow, veh/h 1668 1752 3416 1485 1668 1485 Grp Volume(v), veh/h 114 805 774 0 90 189 Grp Sat Flow(s),veh/h/ln 1668 1752 1664 1485 1668 1485 Q Serve(g_s), s 1.9 0.0 10.7 0.0 5.2 12.2 Cycle Q Clear(g_c), s 1.9 0.0 10.7 0.0 5.2 12.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 558 1363 2218 226 309 V/C Ratio(X) 0.20 0.59 0.35 0.40 0.61 Avail Cap(c_a), veh/h 640 1363 2218 242 324 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 3.9 0.0 7.7 0.0 41.9 38.1 Incr Delay (d2), s/veh 0.1 1.5 0.4 0.0 1.1 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.6 3.5 0.0 2.2 10.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.1 1.5 8.1 0.0 43.0 41.2 LnGrp LOS A A A D D Approach Vol, veh/h 919 774 A 279 Approach Delay, s/veh 1.8 8.1 41.8 Approach LOS A A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 87.0 19.0 11.8 75.2 Change Period (Y+Rc), s 4.6 4.6 4.1 4.6 Max Green Setting (Gmax), s 81.4 15.4 12.9 64.4 Max Q Clear Time (g_c+I1), s 2.0 14.2 3.9 12.7 Green Ext Time (p_c), s 7.3 0.1 0.2 6.3 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 379 37 386 542 218 20 47 301 120 70 8 Future Volume (veh/h) 10 379 37 386 542 218 20 47 301 120 70 8 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 10 387 38 394 553 222 20 48 307 122 71 8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 18 559 245 430 752 633 388 62 394 152 232 26 Arrive On Green 0.01 0.16 0.16 0.24 0.41 0.41 0.22 0.29 0.29 0.09 0.14 0.14 Sat Flow, veh/h 1767 3526 1548 1767 1856 1561 1767 213 1364 1767 1632 184 Grp Volume(v), veh/h 10 387 38 394 553 222 20 0 355 122 0 79 Grp Sat Flow(s),veh/h/ln 1767 1763 1548 1767 1856 1561 1767 0 1578 1767 0 1815 Q Serve(g_s), s 0.5 8.7 1.8 18.2 21.2 8.3 0.7 0.0 17.3 5.7 0.0 3.3 Cycle Q Clear(g_c), s 0.5 8.7 1.8 18.2 21.2 8.3 0.7 0.0 17.3 5.7 0.0 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.10 Lane Grp Cap(c), veh/h 18 559 245 430 752 633 388 0 455 152 0 258 V/C Ratio(X) 0.57 0.69 0.15 0.92 0.74 0.35 0.05 0.00 0.78 0.80 0.00 0.31 Avail Cap(c_a), veh/h 84 866 380 459 865 727 388 0 602 154 0 716 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 41.4 33.4 30.5 30.9 21.1 17.3 25.8 0.0 27.4 37.6 0.0 32.3 Incr Delay (d2), s/veh 26.0 1.5 0.3 22.2 2.8 0.3 0.1 0.0 4.8 25.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.6 0.7 10.0 9.1 2.8 0.3 0.0 6.8 3.4 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.4 34.9 30.7 53.1 24.0 17.6 25.9 0.0 32.2 62.7 0.0 32.9 LnGrp LOS E CCDCBCACEAC Approach Vol, veh/h 435 1169 375 201 Approach Delay, s/veh 35.3 32.6 31.8 51.0 Approach LOS DCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 28.8 25.0 18.6 23.0 17.2 5.0 38.6 Change Period (Y+Rc), s * 4.2 4.6 4.6 * 5.3 4.6 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 7.3 32.0 21.8 * 21 5.5 * 33 * 4 39.1 Max Q Clear Time (g_c+I1), s 7.7 19.3 20.2 10.7 2.7 5.3 2.5 23.2 Green Ext Time (p_c), s 0.0 1.8 0.2 1.7 0.0 0.3 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 538 178 249 1156 84 210 Future Volume (veh/h) 538 178 249 1156 84 210 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 566 187 262 1217 88 221 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %888888 Cap, veh/h 717 605 653 2554 193 605 Arrive On Green 0.40 0.40 0.57 1.00 0.11 0.11 Sat Flow, veh/h 1781 1504 1697 3474 1697 1510 Grp Volume(v), veh/h 566 187 262 1217 88 221 Grp Sat Flow(s),veh/h/ln 1781 1504 1697 1692 1697 1510 Q Serve(g_s), s 19.5 5.9 0.0 0.0 3.4 0.0 Cycle Q Clear(g_c), s 19.5 5.9 0.0 0.0 3.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 717 605 653 2554 193 605 V/C Ratio(X) 0.79 0.31 0.40 0.48 0.45 0.37 Avail Cap(c_a), veh/h 1003 847 653 2554 204 614 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.77 0.77 1.00 1.00 Uniform Delay (d), s/veh 18.3 14.3 9.8 0.0 29.0 14.7 Incr Delay (d2), s/veh 6.5 1.0 0.3 0.5 1.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 2.0 1.7 0.2 1.4 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 15.3 10.1 0.5 30.6 15.1 LnGrp LOS C B B A C B Approach Vol, veh/h 753 1479 309 Approach Delay, s/veh 22.5 2.2 19.5 Approach LOS C A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 24.7 32.8 57.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 8.9 * 39 52.4 8.4 Max Q Clear Time (g_c+I1), s 2.0 21.5 2.0 5.4 Green Ext Time (p_c), s 0.4 6.1 12.7 0.3 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 42 710 1076 298 139 306 Future Volume (veh/h) 42 710 1076 298 139 306 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 43 724 1098 0 142 312 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %888888 Cap, veh/h 399 1257 1971 276 344 Arrive On Green 0.13 1.00 0.58 0.00 0.16 0.16 Sat Flow, veh/h 1697 1781 3474 1510 1697 1510 Grp Volume(v), veh/h 43 724 1098 0 142 312 Grp Sat Flow(s),veh/h/ln 1697 1781 1692 1510 1697 1510 Q Serve(g_s), s 0.6 0.0 14.0 0.0 5.4 11.4 Cycle Q Clear(g_c), s 0.6 0.0 14.0 0.0 5.4 11.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 399 1257 1971 276 344 V/C Ratio(X) 0.11 0.58 0.56 0.51 0.91 Avail Cap(c_a), veh/h 602 1257 1971 276 344 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 5.4 0.0 9.0 0.0 26.8 26.3 Incr Delay (d2), s/veh 0.1 1.7 1.1 0.0 1.6 26.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.6 4.4 0.0 2.2 13.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 1.7 10.2 0.0 28.4 53.2 LnGrp LOS A A B C D Approach Vol, veh/h 767 1098 A 454 Approach Delay, s/veh 1.9 10.2 45.4 Approach LOS A B D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 54.0 16.0 8.6 45.4 Change Period (Y+Rc), s 4.6 4.6 4.1 4.6 Max Green Setting (Gmax), s 49.4 11.4 12.9 32.4 Max Q Clear Time (g_c+I1), s 2.0 13.4 2.6 16.0 Green Ext Time (p_c), s 6.0 0.0 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queuing and Blocking Report Existing plus Project AM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served L T T R L T R L TR L TR Maximum Queue (ft) 31 222 272 53 234 344 56 199 398 179 297 Average Queue (ft) 5 135 110 16 173 159 19 42 178 141 97 95th Queue (ft) 22 198 205 42 266 327 49 120 331 199 244 Link Distance (ft) 1273 1273 521 521 1358 1155 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 100 160 100 120 Storage Blk Time (%) 0 12 19 5 29 22 1 Queuing Penalty (veh) 0 3 65 11 9 18 2 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 398 249 245 381 90 120 131 Average Queue (ft) 186 81 152 91 12 49 72 95th Queue (ft) 340 174 235 255 50 94 117 Link Distance (ft) 521 521 380 380 554 Upstream Blk Time (%) 1 Queuing Penalty (veh) 5 Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 18 0 51 32 Queuing Penalty (veh) 52 2 110 15 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB B8 SB SB Directions Served L TTTTLR Maximum Queue (ft) 96 380 336 252 24 178 159 Average Queue (ft) 44 110 127 69 1 67 67 95th Queue (ft) 86 262 243 169 8 131 137 Link Distance (ft) 380 296 296 2064 657 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 3 28 13 Queuing Penalty (veh) 3 51 12 Network Summary Network wide Queuing Penalty: 359 Queuing and Blocking Report Existing plus Project PM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB SB SB Directions Served L T T R L T R L TR L TR Maximum Queue (ft) 31 258 220 31 235 557 540 199 259 137 129 Average Queue (ft) 6 120 91 11 219 349 86 20 112 85 31 95th Queue (ft) 24 195 158 35 277 580 308 80 233 138 83 Link Distance (ft) 1272 1272 527 527 1369 1161 Upstream Blk Time (%) 4 1 Queuing Penalty (veh) 23 3 Storage Bay Dist (ft) 200 100 160 100 120 Storage Blk Time (%) 1 5 32 21 10 2 0 Queuing Penalty (veh) 0 2 173 80 2 2 0 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 308 98 244 403 395 171 145 Average Queue (ft) 145 42 119 156 78 69 61 95th Queue (ft) 281 92 230 328 246 126 121 Link Distance (ft) 527 527 376 376 577 Upstream Blk Time (%) 2 1 Queuing Penalty (veh) 11 4 Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 3 10 40 27 Queuing Penalty (veh) 19 26 84 23 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB B8 SB SB Directions Served L TTTTLR Maximum Queue (ft) 68 363 329 289 45 289 160 Average Queue (ft) 21 104 202 105 2 117 115 95th Queue (ft) 55 252 314 229 15 226 181 Link Distance (ft) 376 289 289 2073 678 Upstream Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 2 37 40 Queuing Penalty (veh) 1 113 55 Network Summary Network wide Queuing Penalty: 621 HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1385 31 110 591 0 23 0 373 135 51 98 Future Volume (veh/h) 0 1385 31 110 591 0 23 0 373 135 51 98 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1522 34 121 649 0 25 0 410 148 56 108 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %033330303333 Cap, veh/h 0 2247 1002 126 2660 0 42 0 0 573 161 144 Arrive On Green 0.00 0.64 0.64 0.14 1.00 0.00 0.02 0.00 0.00 0.17 0.09 0.09 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 25 3428 1763 1572 Grp Volume(v), veh/h 0 1522 34 121 649 0 25 68.7 148 56 108 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 32.0 0.7 7.9 0.0 0.0 1.6 4.4 3.5 7.8 Cycle Q Clear(g_c), s 0.0 32.0 0.7 7.9 0.0 0.0 1.6 4.4 3.5 7.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2247 1002 126 2660 0 42 573 161 144 V/C Ratio(X) 0.00 0.68 0.03 0.96 0.24 0.00 0.59 0.26 0.35 0.75 Avail Cap(c_a), veh/h 0 2247 1002 126 2660 0 76 1360 532 474 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.86 0.86 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 13.4 4.0 49.5 0.0 0.0 56.1 42.1 49.4 51.4 Incr Delay (d2), s/veh 0.0 1.7 0.1 61.1 0.2 0.0 12.6 0.2 1.3 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.7 0.3 5.3 0.1 0.0 0.9 1.8 1.5 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.1 4.1 110.6 0.2 0.0 68.7 42.3 50.7 59.1 LnGrp LOS A B A F A A E D D E Approach Vol, veh/h 1556 770 312 Approach Delay, s/veh 14.8 17.5 49.6 Approach LOS B B D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 23.6 13.6 78.8 7.0 16.6 92.4 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 4.9 Max Green Setting (Gmax), s * 46 8.3 47.3 5.0 * 35 60.9 Max Q Clear Time (g_c+I1), s 6.4 9.9 34.0 3.6 9.8 2.0 Green Ext Time (p_c), s 0.5 0.0 9.0 0.0 0.8 5.3 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 134 1035 0 0 526 472 262 6 474 37 0 122 Future Volume (vph) 134 1035 0 0 526 472 262 6 474 37 0 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.87 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1543 1665 1451 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1543 1665 1451 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 141 1089 0 0 554 497 276 6 499 39 0 128 RTOR Reduction (vph)00000209013713700120 Lane Group Flow (vph) 141 1089 0 0 554 288 248 132 127 39 0 8 Confl. Peds. (#/hr) 4 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 14.1 70.3 52.0 52.0 22.7 22.7 22.7 7.6 7.6 Effective Green, g (s) 14.1 70.3 52.0 52.0 22.7 22.7 22.7 7.6 7.6 Actuated g/C Ratio 0.12 0.61 0.45 0.45 0.20 0.20 0.20 0.07 0.07 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 212 2124 1571 691 325 283 291 222 102 v/s Ratio Prot c0.08 c0.31 0.16 c0.15 0.09 c0.01 v/s Ratio Perm 0.19 0.09 0.01 v/c Ratio 0.67 0.51 0.35 0.42 0.76 0.47 0.44 0.18 0.08 Uniform Delay, d1 48.7 13.1 21.0 21.7 44.1 41.3 41.0 51.2 50.9 Progression Factor 0.81 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 0.7 0.6 1.8 10.2 1.2 1.1 0.4 0.3 Delay (s) 45.3 7.0 21.6 23.6 54.3 42.5 42.1 51.6 51.3 Level of Service D A CCDDDD D Approach Delay (s) 11.4 22.5 46.1 51.4 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 891 30 356 1254 0 39 0 289 139 97 176 Future Volume (veh/h) 0 891 30 356 1254 0 39 0 289 139 97 176 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 958 32 383 1348 0 42 0 311 149 104 189 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %033330303333 Cap, veh/h 0 1083 483 597 2424 0 56 0 0 790 259 231 Arrive On Green 0.00 0.31 0.31 0.68 1.00 0.00 0.03 0.00 0.00 0.23 0.15 0.15 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 42 3428 1763 1572 Grp Volume(v), veh/h 0 958 32 383 1348 0 42 78.5 149 104 189 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 30.0 1.7 14.4 0.0 0.0 2.7 4.1 6.2 13.5 Cycle Q Clear(g_c), s 0.0 30.0 1.7 14.4 0.0 0.0 2.7 4.1 6.2 13.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1083 483 597 2424 0 56 790 259 231 V/C Ratio(X) 0.00 0.88 0.07 0.64 0.56 0.00 0.74 0.19 0.40 0.82 Avail Cap(c_a), veh/h 0 1182 527 597 2424 0 76 1360 532 474 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.59 0.59 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 38.2 28.4 14.8 0.0 0.0 55.7 35.9 44.9 48.0 Incr Delay (d2), s/veh 0.0 10.6 0.3 1.4 0.5 0.0 22.9 0.1 1.0 7.0 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 %ile BackOfQ(50%),veh/ln 0.0 14.1 0.7 4.0 0.2 0.0 1.5 1.6 2.7 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 48.8 28.7 16.1 0.5 0.0 78.5 36.0 45.9 55.0 LnGrp LOS A D C BAAE DDD Approach Vol, veh/h 990 1731 442 Approach Delay, s/veh 48.1 4.0 46.5 Approach LOS D A D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 30.9 44.5 40.5 7.9 23.0 85.1 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 * 5.3 Max Green Setting (Gmax), s * 46 16.7 38.9 5.0 * 35 * 61 Max Q Clear Time (g_c+I1), s 6.1 16.4 32.0 4.7 15.5 2.0 Green Ext Time (p_c), s 0.5 0.1 3.7 0.0 1.5 15.7 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 768 0 0 893 435 476 12 476 63 0 251 Future Volume (vph) 131 768 0 0 893 435 476 12 476 63 0 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.92 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1519 1665 1513 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.98 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1519 1665 1513 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 138 808 0 0 940 458 501 13 501 66 0 264 RTOR Reduction (vph)0000012503516400185 Lane Group Flow (vph) 138 808 0 0 940 333 351 308 157 66 0 79 Confl. Peds. (#/hr) 19 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 12.1 62.1 45.8 45.8 28.1 28.1 28.1 10.4 10.4 Effective Green, g (s) 12.1 62.1 45.8 45.8 28.1 28.1 28.1 10.4 10.4 Actuated g/C Ratio 0.10 0.54 0.39 0.39 0.24 0.24 0.24 0.09 0.09 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 182 1876 1383 599 403 366 360 304 140 v/s Ratio Prot c0.08 0.23 c0.27 c0.21 0.20 0.02 v/s Ratio Perm 0.22 0.11 c0.05 v/c Ratio 0.76 0.43 0.68 0.56 0.87 0.84 0.44 0.22 0.57 Uniform Delay, d1 50.5 16.3 29.0 27.2 42.2 41.8 37.2 49.0 50.6 Progression Factor 0.86 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.9 0.6 2.7 3.7 18.2 15.9 0.9 0.4 5.2 Delay (s) 58.4 10.2 31.7 30.9 60.4 57.8 38.1 49.4 55.8 Level of Service E B C C E E D D E Approach Delay (s) 17.2 31.5 52.5 54.5 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 35.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Queuing and Blocking Report Existing plus Project AM Peak Baseline 06/07/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 409 411 250 170 208 232 263 285 212 105 118 96 Average Queue (ft) 222 193 12 81 50 57 50 126 103 39 79 43 95th Queue (ft) 325 311 86 152 142 162 148 209 191 93 121 87 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 9 2 3 1 Queuing Penalty (veh) 3 6 1 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 75 Average Queue (ft) 35 95th Queue (ft) 66 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB Directions Served L TTTTRLLTRRLR Maximum Queue (ft) 196 239 269 218 211 199 211 263 226 72 99 Average Queue (ft) 97 107 115 137 112 67 134 179 139 34 40 95th Queue (ft) 177 207 211 212 190 132 197 233 214 65 70 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 100 Storage Blk Time (%)4002 0 Queuing Penalty (veh) 17 1 0 2 0 Network Summary Network wide Queuing Penalty: 30 Queuing and Blocking Report Existing plus Project PM Peak Baseline 06/06/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 395 392 250 670 1000 1028 109 113 95 141 155 158 Average Queue (ft) 219 175 19 509 454 426 43 67 37 30 67 75 95th Queue (ft) 334 320 92 803 1148 1091 86 106 77 86 119 136 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 3 Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 11 38 Queuing Penalty (veh) 3 236 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 123 Average Queue (ft) 71 95th Queue (ft) 112 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L TTTTRLLTRRLLR Maximum Queue (ft) 166 135 152 397 430 200 246 267 224 30 312 220 Average Queue (ft) 80 55 62 241 227 123 156 198 123 3 76 114 95th Queue (ft) 140 111 128 357 372 240 220 254 195 17 205 192 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 200 100 Storage Blk Time (%) 13 1 0 4 2 19 Queuing Penalty (veh) 59 5 1 9 5 12 Network Summary Network wide Queuing Penalty: 333 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | F Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix F: Near Term plus Project Traffic Conditions HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 873 32 268 587 132 50 62 607 299 88 35 Future Volume (veh/h) 35 873 32 268 587 132 50 62 607 299 88 35 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 36 900 33 276 605 136 52 64 626 308 91 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 45 869 387 466 917 777 590 43 421 270 130 51 Arrive On Green 0.03 0.25 0.25 0.09 0.16 0.16 0.33 0.29 0.29 0.15 0.10 0.10 Sat Flow, veh/h 1767 3526 1569 1767 1856 1571 1767 148 1446 1767 1259 498 Grp Volume(v), veh/h 36 900 33 276 605 136 52 0 690 308 0 127 Grp Sat Flow(s),veh/h/ln 1767 1763 1569 1767 1856 1571 1767 0 1594 1767 0 1757 Q Serve(g_s), s 2.2 27.1 1.8 16.5 33.6 6.4 2.2 0.0 32.0 16.8 0.0 7.7 Cycle Q Clear(g_c), s 2.2 27.1 1.8 16.5 33.6 6.4 2.2 0.0 32.0 16.8 0.0 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.28 Lane Grp Cap(c), veh/h 45 869 387 466 917 777 590 0 464 270 0 182 V/C Ratio(X) 0.79 1.04 0.09 0.59 0.66 0.18 0.09 0.00 1.49 1.14 0.00 0.70 Avail Cap(c_a), veh/h 64 869 387 466 917 777 590 0 464 270 0 628 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.3 41.5 31.9 44.5 37.3 16.4 25.1 0.0 39.0 46.6 0.0 47.7 Incr Delay (d2), s/veh 34.6 40.3 0.4 1.9 3.5 0.5 0.1 0.0 231.0 98.4 0.0 4.8 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 1.4 16.1 0.7 8.1 17.6 3.2 0.9 0.0 41.9 14.5 0.0 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 87.9 81.7 32.3 46.4 40.8 16.9 25.2 0.0 270.0 145.0 0.0 52.5 LnGrp LOS F F C D D B C A F F A D Approach Vol, veh/h 969 1017 742 435 Approach Delay, s/veh 80.3 39.1 252.9 118.0 Approach LOS F D F F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.0 36.6 34.0 32.4 40.9 16.7 7.0 59.4 Change Period (Y+Rc), s 4.2 * 4.6 4.6 * 5.3 4.2 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s 16.8 * 32 15.8 * 27 8.8 * 39 * 4 39.6 Max Q Clear Time (g_c+I1), s 18.8 34.0 18.5 29.1 4.2 9.7 4.2 35.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 112.7 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1038 714 345 923 73 221 Future Volume (veh/h) 1038 714 345 923 73 221 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 1070 736 356 952 75 228 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 1143 968 348 2808 121 336 Arrive On Green 0.65 0.65 0.31 1.00 0.07 0.07 Sat Flow, veh/h 1752 1483 1668 3416 1668 1485 Grp Volume(v), veh/h 1070 736 356 952 75 228 Grp Sat Flow(s),veh/h/ln 1752 1483 1668 1664 1668 1485 Q Serve(g_s), s 60.0 37.6 16.9 0.0 4.8 8.0 Cycle Q Clear(g_c), s 60.0 37.6 16.9 0.0 4.8 8.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1143 968 348 2808 121 336 V/C Ratio(X) 0.94 0.76 1.02 0.34 0.62 0.68 Avail Cap(c_a), veh/h 1143 968 348 2808 121 336 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.81 0.81 1.00 1.00 Uniform Delay (d), s/veh 17.0 13.2 30.3 0.0 49.5 38.9 Incr Delay (d2), s/veh 1.9 0.5 49.4 0.3 9.1 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.2 11.1 11.6 0.1 2.3 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.0 13.7 79.7 0.3 58.7 44.3 LnGrp LOS B B F A E D Approach Vol, veh/h 1806 1308 303 Approach Delay, s/veh 16.8 21.9 47.9 Approach LOS B C D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 21.0 76.4 97.4 12.6 Change Period (Y+Rc), s 4.1 4.6 4.6 4.6 Max Green Setting (Gmax), s 16.9 71.8 92.8 8.0 Max Q Clear Time (g_c+I1), s 18.9 62.0 2.0 10.0 Green Ext Time (p_c), s 0.0 8.4 8.9 0.0 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 143 1092 920 260 100 372 Future Volume (veh/h) 143 1092 920 260 100 372 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 147 1126 948 0 103 384 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 843 1457 1153 141 784 Arrive On Green 0.59 1.00 0.35 0.00 0.08 0.08 Sat Flow, veh/h 1668 1752 3416 1485 1668 1485 Grp Volume(v), veh/h 147 1126 948 0 103 384 Grp Sat Flow(s),veh/h/ln 1668 1752 1664 1485 1668 1485 Q Serve(g_s), s 0.0 0.0 28.6 0.0 6.6 0.0 Cycle Q Clear(g_c), s 0.0 0.0 28.6 0.0 6.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 843 1457 1153 141 784 V/C Ratio(X) 0.17 0.77 0.82 0.73 0.49 Avail Cap(c_a), veh/h 843 1457 1767 188 825 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 32.8 0.0 49.1 16.5 Incr Delay (d2), s/veh 0.0 1.6 6.7 0.0 9.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.7 12.2 0.0 3.1 11.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.6 1.6 39.5 0.0 58.3 17.0 LnGrp LOS B A D E B Approach Vol, veh/h 1273 948 A 487 Approach Delay, s/veh 2.8 39.5 25.7 Approach LOS A D C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 96.1 13.9 53.4 42.7 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 88.4 12.4 25.9 * 58 Max Q Clear Time (g_c+I1), s 2.0 8.6 2.0 30.6 Green Ext Time (p_c), s 15.3 0.7 0.4 7.5 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 694 50 559 910 291 33 66 410 199 88 39 Future Volume (veh/h) 38 694 50 559 910 291 33 66 410 199 88 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 39 708 51 570 929 297 34 67 418 203 90 40 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 50 676 298 496 842 709 386 58 361 188 174 77 Arrive On Green 0.03 0.19 0.19 0.28 0.45 0.45 0.22 0.27 0.27 0.11 0.14 0.14 Sat Flow, veh/h 1767 3526 1552 1767 1856 1562 1767 218 1358 1767 1204 535 Grp Volume(v), veh/h 39 708 51 570 929 297 34 0 485 203 0 130 Grp Sat Flow(s),veh/h/ln 1767 1763 1552 1767 1856 1562 1767 0 1576 1767 0 1739 Q Serve(g_s), s 2.6 23.1 3.3 33.8 54.6 15.4 1.8 0.0 32.0 12.8 0.0 8.3 Cycle Q Clear(g_c), s 2.6 23.1 3.3 33.8 54.6 15.4 1.8 0.0 32.0 12.8 0.0 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.31 Lane Grp Cap(c), veh/h 50 676 298 496 842 709 386 0 419 188 0 252 V/C Ratio(X) 0.79 1.05 0.17 1.15 1.10 0.42 0.09 0.00 1.16 1.08 0.00 0.52 Avail Cap(c_a), veh/h 59 676 298 496 842 709 386 0 419 188 0 542 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 58.1 48.7 40.7 43.3 32.9 22.2 37.5 0.0 44.2 53.8 0.0 47.6 Incr Delay (d2), s/veh 43.4 47.4 0.3 88.3 63.4 0.4 0.1 0.0 94.7 88.7 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 14.3 1.3 26.6 38.2 5.6 0.8 0.0 23.2 10.2 0.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 101.6 96.1 40.9 131.6 96.3 22.6 37.6 0.0 138.9 142.5 0.0 49.2 LnGrp LOS F F D F F C D A F F A D Approach Vol, veh/h 798 1796 519 333 Approach Delay, s/veh 92.8 95.3 132.3 106.1 Approach LOS FFFF Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 36.6 38.4 28.4 30.9 22.7 7.6 59.2 Change Period (Y+Rc), s * 4.2 4.6 4.6 * 5.3 4.6 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 13 32.0 33.8 * 23 6.6 * 38 * 4 53.6 Max Q Clear Time (g_c+I1), s 14.8 34.0 35.8 25.1 3.8 10.3 4.6 56.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 101.3 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 808 411 258 1733 121 213 Future Volume (veh/h) 808 411 258 1733 121 213 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 851 433 272 1824 127 224 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %888888 Cap, veh/h 961 812 427 2619 178 421 Arrive On Green 0.54 0.54 0.35 1.00 0.11 0.11 Sat Flow, veh/h 1781 1505 1697 3474 1697 1510 Grp Volume(v), veh/h 851 433 272 1824 127 224 Grp Sat Flow(s),veh/h/ln 1781 1505 1697 1692 1697 1510 Q Serve(g_s), s 32.0 14.1 3.0 0.0 5.5 0.0 Cycle Q Clear(g_c), s 32.0 14.1 3.0 0.0 5.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 961 812 427 2619 178 421 V/C Ratio(X) 0.89 0.53 0.64 0.70 0.71 0.53 Avail Cap(c_a), veh/h 1038 878 427 2619 201 441 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.12 0.12 0.30 0.30 1.00 1.00 Uniform Delay (d), s/veh 15.4 11.3 20.2 0.0 32.9 23.2 Incr Delay (d2), s/veh 1.7 0.3 0.9 0.5 9.8 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 4.1 3.2 0.2 2.7 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.1 11.6 21.2 0.5 42.7 24.3 LnGrp LOS B B C A D C Approach Vol, veh/h 1284 2096 351 Approach Delay, s/veh 15.3 3.2 30.9 Approach LOS B A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 17.8 45.6 63.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 9.4 * 44 57.8 9.0 Max Q Clear Time (g_c+I1), s 5.0 34.0 2.0 7.5 Green Ext Time (p_c), s 0.3 7.0 26.5 0.2 Intersection Summary HCM 6th Ctrl Delay 9.9 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 67 958 1400 334 146 568 Future Volume (veh/h) 67 958 1400 334 146 568 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 68 978 1429 0 149 580 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %888888 Cap, veh/h 525 1369 1569 188 536 Arrive On Green 0.32 1.00 0.46 0.00 0.11 0.11 Sat Flow, veh/h 1697 1781 3474 1510 1697 1510 Grp Volume(v), veh/h 68 978 1429 0 149 580 Grp Sat Flow(s),veh/h/ln 1697 1781 1692 1510 1697 1510 Q Serve(g_s), s 0.0 0.0 29.8 0.0 6.5 8.4 Cycle Q Clear(g_c), s 0.0 0.0 29.8 0.0 6.5 8.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 525 1369 1569 188 536 V/C Ratio(X) 0.13 0.71 0.91 0.79 1.08 Avail Cap(c_a), veh/h 525 1369 1621 188 536 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 18.9 0.0 33.0 24.5 Incr Delay (d2), s/veh 0.1 2.1 9.4 0.0 20.6 63.3 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 0.8 12.2 0.0 3.7 23.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.0 2.1 28.4 0.0 53.5 87.8 LnGrp LOS B A C D F Approach Vol, veh/h 1046 1429 A 729 Approach Delay, s/veh 3.2 28.4 80.8 Approach LOS A C F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 63.0 13.0 23.2 39.8 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 58.4 8.4 17.9 * 36 Max Q Clear Time (g_c+I1), s 2.0 10.4 2.0 31.8 Green Ext Time (p_c), s 10.5 0.0 0.1 3.5 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/07/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 873 32 268 587 132 50 62 607 299 88 35 Future Volume (veh/h) 35 873 32 268 587 132 50 62 607 299 88 35 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 36 900 33 276 605 136 52 64 626 308 91 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 265 1186 528 277 631 534 67 495 665 295 500 198 Arrive On Green 0.15 0.34 0.34 0.31 0.68 0.68 0.04 0.27 0.27 0.17 0.40 0.40 Sat Flow, veh/h 1767 3526 1570 1767 1856 1570 1767 1856 1571 1767 1263 500 Grp Volume(v), veh/h 36 900 33 276 605 136 52 64 626 308 0 127 Grp Sat Flow(s),veh/h/ln 1767 1763 1570 1767 1856 1570 1767 1856 1571 1767 0 1763 Q Serve(g_s), s 2.1 27.3 1.7 18.7 36.0 3.1 3.5 3.1 32.0 20.0 0.0 5.6 Cycle Q Clear(g_c), s 2.1 27.3 1.7 18.7 36.0 3.1 3.5 3.1 32.0 20.0 0.0 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 265 1186 528 277 631 534 67 495 665 295 0 697 V/C Ratio(X) 0.14 0.76 0.06 1.00 0.96 0.25 0.78 0.13 0.94 1.05 0.00 0.18 Avail Cap(c_a), veh/h 265 1186 528 277 717 607 135 495 665 295 0 697 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.3 35.5 27.0 41.2 18.4 7.8 57.2 33.4 33.2 50.0 0.0 23.6 Incr Delay (d2), s/veh 0.2 4.6 0.2 51.5 26.0 1.1 17.2 0.1 21.6 64.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 12.0 0.7 10.6 12.3 1.4 1.9 1.4 20.8 13.9 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.5 40.0 27.2 92.7 44.4 8.9 74.5 33.5 54.8 114.9 0.0 23.8 LnGrp LOS D D C F D A E C D F A C Approach Vol, veh/h 969 1017 742 435 Approach Delay, s/veh 39.8 52.8 54.3 88.3 Approach LOS D D D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.2 37.3 23.0 45.7 8.7 52.8 23.3 45.4 Change Period (Y+Rc), s * 4.2 * 5.3 * 4.2 5.3 * 4.2 5.3 5.3 * 4.6 Max Green Setting (Gmax), s * 20 * 32 * 19 30.9 * 9.2 42.1 4.0 * 46 Max Q Clear Time (g_c+I1), s 22.0 34.0 20.7 29.3 5.5 7.6 4.1 38.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.9 0.0 0.6 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 54.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/07/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 694 50 559 910 291 33 66 410 199 88 39 Future Volume (veh/h) 38 694 50 559 910 291 33 66 410 199 88 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 39 708 51 570 929 297 34 67 418 203 90 40 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 49 764 337 563 961 809 223 311 756 213 183 81 Arrive On Green 0.03 0.22 0.22 0.32 0.52 0.52 0.13 0.17 0.17 0.12 0.15 0.15 Sat Flow, veh/h 1767 3526 1554 1767 1856 1563 1767 1856 1519 1767 1205 535 Grp Volume(v), veh/h 39 708 51 570 929 297 34 67 418 203 0 130 Grp Sat Flow(s),veh/h/ln 1767 1763 1554 1767 1856 1563 1767 1856 1519 1767 0 1740 Q Serve(g_s), s 2.3 20.9 2.8 33.8 51.3 12.0 1.8 3.3 6.5 12.1 0.0 7.3 Cycle Q Clear(g_c), s 2.3 20.9 2.8 33.8 51.3 12.0 1.8 3.3 6.5 12.1 0.0 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 49 764 337 563 961 809 223 311 756 213 0 264 V/C Ratio(X) 0.79 0.93 0.15 1.01 0.97 0.37 0.15 0.22 0.55 0.95 0.00 0.49 Avail Cap(c_a), veh/h 67 768 338 563 961 809 223 560 959 213 0 615 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 0.00 1.00 Uniform Delay (d), s/veh 51.3 40.7 33.7 36.1 24.7 15.2 41.3 38.1 7.0 46.3 0.0 41.2 Incr Delay (d2), s/veh 35.3 17.2 0.2 41.1 21.3 0.3 0.3 0.3 0.6 48.1 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/ln 1.5 10.5 1.1 20.4 26.4 4.1 0.8 1.5 2.8 8.0 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.6 57.9 33.9 77.2 46.0 15.5 41.6 38.5 7.7 94.4 0.0 42.7 LnGrp LOS F E C F D B D D A F A D Approach Vol, veh/h 798 1796 519 333 Approach Delay, s/veh 57.8 50.9 13.9 74.2 Approach LOS E D B E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 22.4 38.4 28.3 18.0 21.4 7.2 59.5 Change Period (Y+Rc), s * 4.2 4.6 4.6 * 5.3 4.6 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 13 32.0 33.8 * 23 6.6 * 38 * 4 53.6 Max Q Clear Time (g_c+I1), s 14.1 8.5 35.8 22.9 3.8 9.3 4.3 53.3 Green Ext Time (p_c), s 0.0 1.9 0.0 0.1 0.0 0.6 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 49.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queuing and Blocking Report Near Term plus Project AM Peak Mitigated 06/07/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T R L T R L TR Maximum Queue (ft) 300 978 952 150 235 535 445 94 923 370 180 764 Average Queue (ft) 97 518 510 39 163 353 47 47 286 294 173 320 95th Queue (ft) 300 856 840 124 294 675 220 87 815 428 196 675 Link Distance (ft) 1273 1273 509 509 1358 1155 Upstream Blk Time (%) 9 Queuing Penalty (veh) 45 Storage Bay Dist (ft) 200 100 160 100 250 120 Storage Blk Time (%) 61 61 15 29 1 4 33 57 6 Queuing Penalty (veh) 22 20 90 78 5 26 37 71 19 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 542 560 245 416 417 617 145 Average Queue (ft) 354 248 243 381 133 389 118 95th Queue (ft) 527 448 250 423 427 738 195 Link Distance (ft) 509 509 380 380 554 Upstream Blk Time (%) 2 1 26 2 29 Queuing Penalty (veh) 19 7 167 13 0 Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 66 8 86 44 Queuing Penalty (veh) 305 28 190 32 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB WB B8 B8 SB SB Directions Served L T T T R T T L R Maximum Queue (ft) 178 382 355 336 224 606 623 720 160 Average Queue (ft) 66 115 330 230 11 225 159 659 160 95th Queue (ft) 135 276 385 374 82 483 445 819 161 Link Distance (ft) 380 296 296 296 2064 2064 657 Upstream Blk Time (%) 0 45 3 66 Queuing Penalty (veh) 1 0 0 0 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 2 3 44 81 Queuing Penalty (veh) 25 4 165 81 Network Summary Network wide Queuing Penalty: 1448 Queuing and Blocking Report Near Term plus Project PM Peak Mitigated 06/07/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T R L T R L TR Maximum Queue (ft) 300 890 902 150 235 567 461 72 90 214 180 361 Average Queue (ft) 108 600 599 68 234 488 79 24 38 99 140 148 95th Queue (ft) 315 1006 1003 166 236 641 276 53 73 182 205 309 Link Distance (ft) 1272 1272 515 515 1369 1161 Upstream Blk Time (%) 12 Queuing Penalty (veh) 111 Storage Bay Dist (ft) 200 100 160 100 250 120 Storage Blk Time (%) 70 62 0 34 30 0 29 4 Queuing Penalty (veh) 27 31 0 308 169 0 37 8 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB WB WB WB NB NB Directions Served T R L T T L R Maximum Queue (ft) 364 191 245 410 427 592 145 Average Queue (ft) 212 89 188 346 249 222 119 95th Queue (ft) 352 159 308 463 516 515 174 Link Distance (ft) 515 515 376 376 577 Upstream Blk Time (%) 12 4 5 Queuing Penalty (veh) 118 40 0 Storage Bay Dist (ft) 125 25 Storage Blk Time (%) 3 39 78 36 Queuing Penalty (veh) 22 100 165 44 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB WB WB B8 B8 SB SB Directions Served L TTTTTLR Maximum Queue (ft) 95 174 366 366 2125 2136 742 160 Average Queue (ft) 36 58 336 320 1850 1844 635 160 95th Queue (ft) 76 131 356 360 2640 2659 879 160 Link Distance (ft) 376 289 289 2073 2073 678 Upstream Blk Time (%) 78 23 63 63 62 Queuing Penalty (veh)00000 Storage Bay Dist (ft) 125 40 Storage Blk Time (%) 1 54 65 Queuing Penalty (veh) 1 308 95 Network Summary Network wide Queuing Penalty: 1583 HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1589 36 110 691 0 26 0 373 135 51 110 Future Volume (veh/h) 0 1589 36 110 691 0 26 0 373 135 51 110 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1746 40 121 759 0 29 0 410 148 56 121 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %033330303333 Cap, veh/h 0 2259 1008 113 2641 0 46 0 0 600 175 156 Arrive On Green 0.00 0.64 0.64 0.13 1.00 0.00 0.03 0.00 0.00 0.18 0.10 0.10 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 29 3428 1763 1572 Grp Volume(v), veh/h 0 1746 40 121 759 0 29 71.6 148 56 121 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 42.3 0.8 7.7 0.0 0.0 2.0 4.5 3.5 9.0 Cycle Q Clear(g_c), s 0.0 42.3 0.8 7.7 0.0 0.0 2.0 4.5 3.5 9.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2259 1008 113 2641 0 46 600 175 156 V/C Ratio(X) 0.00 0.77 0.04 1.07 0.29 0.00 0.64 0.25 0.32 0.78 Avail Cap(c_a), veh/h 0 2259 1008 113 2641 0 74 1314 514 459 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.81 0.81 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 15.3 4.1 52.3 0.0 0.0 57.9 42.7 50.3 52.7 Incr Delay (d2), s/veh 0.0 2.6 0.1 95.1 0.2 0.0 13.7 0.2 1.0 8.0 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 %ile BackOfQ(50%),veh/ln 0.0 15.8 0.4 6.1 0.1 0.0 1.0 1.8 1.6 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 18.0 4.2 147.4 0.2 0.0 71.6 42.9 51.3 60.7 LnGrp LOS A B A F A A E D D E Approach Vol, veh/h 1786 880 325 Approach Delay, s/veh 17.7 20.5 51.0 Approach LOS B C D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 25.2 13.0 81.8 7.3 17.9 94.8 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 4.9 Max Green Setting (Gmax), s * 46 7.7 51.9 5.0 * 35 64.9 Max Q Clear Time (g_c+I1), s 6.5 9.7 44.3 4.0 11.0 2.0 Green Ext Time (p_c), s 0.5 0.0 6.2 0.0 0.9 6.5 Intersection Summary HCM 6th Ctrl Delay 22.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Near Term plus Project AM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/07/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 1099 0 0 633 472 315 6 474 37 0 125 Future Volume (vph) 142 1099 0 0 633 472 315 6 474 37 0 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.88 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1543 1665 1458 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1543 1665 1458 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 149 1157 0 0 666 497 332 6 499 39 0 132 RTOR Reduction (vph)00000175011211200124 Lane Group Flow (vph) 149 1157 0 0 666 322 292 164 157 39 0 8 Confl. Peds. (#/hr) 4 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 14.4 71.0 52.4 52.4 26.2 26.2 26.2 7.4 7.4 Effective Green, g (s) 14.4 71.0 52.4 52.4 26.2 26.2 26.2 7.4 7.4 Actuated g/C Ratio 0.12 0.59 0.44 0.44 0.22 0.22 0.22 0.06 0.06 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 210 2073 1530 673 363 318 325 209 96 v/s Ratio Prot c0.09 c0.33 0.19 c0.18 0.11 c0.01 v/s Ratio Perm 0.21 0.11 0.01 v/c Ratio 0.71 0.56 0.44 0.48 0.80 0.52 0.48 0.19 0.08 Uniform Delay, d1 50.8 14.9 23.5 24.1 44.5 41.3 41.0 53.4 53.1 Progression Factor 0.80 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.5 0.8 0.9 2.4 12.2 1.4 1.1 0.4 0.4 Delay (s) 48.3 8.1 24.4 26.5 56.7 42.7 42.1 53.9 53.5 Level of Service D A C C E D D D D Approach Delay (s) 12.6 25.3 47.4 53.6 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1070 36 356 1475 0 46 0 289 139 97 207 Future Volume (veh/h) 0 1070 36 356 1475 0 46 0 289 139 97 207 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1151 39 383 1586 0 49 0 311 149 104 223 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %033330303333 Cap, veh/h 0 1143 510 535 2353 0 63 0 0 868 296 264 Arrive On Green 0.00 0.32 0.32 0.61 1.00 0.00 0.04 0.00 0.00 0.25 0.17 0.17 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 49 3428 1763 1572 Grp Volume(v), veh/h 0 1151 39 383 1586 0 49 93.0 149 104 223 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 F 1714 1763 1572 Q Serve(g_s), s 0.0 38.9 2.1 18.1 0.0 0.0 3.3 4.1 6.3 16.5 Cycle Q Clear(g_c), s 0.0 38.9 2.1 18.1 0.0 0.0 3.3 4.1 6.3 16.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1143 510 535 2353 0 63 868 296 264 V/C Ratio(X) 0.00 1.01 0.08 0.72 0.67 0.00 0.78 0.17 0.35 0.85 Avail Cap(c_a), veh/h 0 1143 510 535 2353 0 74 1314 514 459 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.31 0.31 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 40.5 28.1 20.1 0.0 0.0 57.4 35.0 44.2 48.4 Incr Delay (d2), s/veh 0.0 28.4 0.3 1.4 0.5 0.0 35.6 0.1 0.7 7.3 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 %ile BackOfQ(50%),veh/ln 0.0 20.7 0.8 5.1 0.2 0.0 2.1 1.6 2.7 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 68.9 28.4 21.6 0.5 0.0 93.0 35.1 44.9 55.7 LnGrp LOS A F C C A A F D D E Approach Vol, veh/h 1190 1969 476 Approach Delay, s/veh 67.6 4.6 46.9 Approach LOS E A D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 34.6 41.6 43.8 8.5 26.1 85.4 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 * 5.3 Max Green Setting (Gmax), s * 46 20.7 38.9 5.0 * 35 * 65 Max Q Clear Time (g_c+I1), s 6.1 20.1 40.9 5.3 18.5 2.0 Green Ext Time (p_c), s 0.5 0.1 0.0 0.0 1.6 21.5 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Near Term plus Project PM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/06/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 142 835 0 0 1073 435 571 12 476 63 0 302 Future Volume (vph) 142 835 0 0 1073 435 571 12 476 63 0 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.94 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.97 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1518 1665 1534 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.97 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1518 1665 1534 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 149 879 0 0 1129 458 601 13 501 66 0 318 RTOR Reduction (vph)0000010802015500146 Lane Group Flow (vph) 149 879 0 0 1129 350 391 353 196 66 0 172 Confl. Peds. (#/hr) 19 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 11.7 60.2 44.3 44.3 29.7 29.7 29.7 14.7 14.7 Effective Green, g (s) 11.7 60.2 44.3 44.3 29.7 29.7 29.7 14.7 14.7 Actuated g/C Ratio 0.10 0.50 0.37 0.37 0.25 0.25 0.25 0.12 0.12 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 170 1758 1293 560 412 379 368 416 192 v/s Ratio Prot c0.09 0.25 c0.32 c0.23 0.23 0.02 v/s Ratio Perm 0.23 0.13 c0.11 v/c Ratio 0.88 0.50 0.87 0.63 0.95 0.93 0.53 0.16 0.90 Uniform Delay, d1 53.4 19.9 35.2 31.0 44.4 44.1 39.1 47.1 51.9 Progression Factor 0.75 0.39 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.1 0.8 8.4 5.2 31.2 29.2 1.5 0.2 37.4 Delay (s) 71.4 8.6 43.6 36.2 75.6 73.4 40.6 47.3 89.3 Level of Service E A D D E E D D F Approach Delay (s) 17.7 41.5 63.8 82.1 Approach LOS B D E F Intersection Summary HCM 2000 Control Delay 45.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Queuing and Blocking Report Near Term plus Project AM Peak Baseline 06/07/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 398 371 24 169 100 98 277 244 215 121 139 142 Average Queue (ft) 218 186 7 101 19 31 86 139 111 38 76 53 95th Queue (ft) 347 322 23 169 54 81 225 215 201 94 128 104 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 9 2 7 1 Queuing Penalty (veh) 3 8 2 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 74 Average Queue (ft) 38 95th Queue (ft) 68 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L TTTTRLLTRRLLR Maximum Queue (ft) 226 214 217 295 318 200 271 288 224 30 73 94 Average Queue (ft) 96 103 120 160 130 89 138 193 133 1 40 44 95th Queue (ft) 161 182 215 256 240 179 240 281 207 11 71 71 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 200 100 Storage Blk Time (%)5006 0 Queuing Penalty (veh) 25 1 1 10 0 Network Summary Network wide Queuing Penalty: 51 Queuing and Blocking Report Near Term plus Project PM Peak Baseline 06/07/2019 Baseline SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 410 395 250 670 1033 1059 180 170 133 102 137 140 Average Queue (ft) 251 224 32 536 466 432 58 89 56 33 69 63 95th Queue (ft) 353 338 153 790 1073 1040 143 145 124 87 122 117 Link Distance (ft) 1198 1198 1015 1015 287 633 Upstream Blk Time (%) 3 0 Queuing Penalty (veh) 28 4 Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 18 44 2 1 0 Queuing Penalty (veh) 6 324 5 1 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 244 Average Queue (ft) 86 95th Queue (ft) 163 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L TTTTRLLTRRLLR Maximum Queue (ft) 195 306 306 1340 1332 200 340 404 273 275 565 220 Average Queue (ft) 111 124 122 604 609 163 219 263 156 49 220 164 95th Queue (ft) 186 266 265 1238 1227 260 314 344 245 210 549 265 Link Distance (ft) 1015 1015 1654 1654 564 564 553 Upstream Blk Time (%)1 Queuing Penalty (veh)0 Storage Bay Dist (ft) 300 150 220 200 100 Storage Blk Time (%) 0 37 4 4 20 1 50 Queuing Penalty (veh) 0 161 21 24 57 2 31 Network Summary Network wide Queuing Penalty: 664 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | G Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix G: Cumulative Year 2035 plus Project Traffic Conditions HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1175 69 268 639 132 50 62 586 299 88 35 Future Volume (veh/h) 35 1175 69 268 639 132 50 62 586 299 88 35 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 36 1211 71 276 659 136 52 64 604 308 91 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 511 1090 485 620 698 591 67 41 384 247 470 186 Arrive On Green 0.29 0.31 0.31 0.47 0.50 0.50 0.04 0.27 0.27 0.14 0.37 0.37 Sat Flow, veh/h 1767 3526 1570 1767 1856 1570 1767 153 1441 1767 1263 500 Grp Volume(v), veh/h 36 1211 71 276 659 136 52 0 668 308 0 127 Grp Sat Flow(s),veh/h/ln 1767 1763 1570 1767 1856 1570 1767 0 1594 1767 0 1763 Q Serve(g_s), s 1.8 37.1 4.6 12.6 40.4 5.9 3.5 0.0 32.0 16.8 0.0 5.8 Cycle Q Clear(g_c), s 1.8 37.1 4.6 12.6 40.4 5.9 3.5 0.0 32.0 16.8 0.0 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.90 1.00 0.28 Lane Grp Cap(c), veh/h 511 1090 485 620 698 591 67 0 425 247 0 656 V/C Ratio(X) 0.07 1.11 0.15 0.45 0.94 0.23 0.78 0.00 1.57 1.24 0.00 0.19 Avail Cap(c_a), veh/h 511 1090 485 620 767 649 135 0 425 247 0 656 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.9 41.4 40.4 24.2 28.8 20.2 57.2 0.0 44.0 51.6 0.0 25.5 Incr Delay (d2), s/veh 0.1 63.1 0.6 0.5 21.9 0.9 17.2 0.0 268.3 139.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 24.9 1.6 4.9 19.9 2.2 1.9 0.0 44.0 16.8 0.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 104.5 41.0 24.6 50.7 21.0 74.5 0.0 312.3 191.0 0.0 25.6 LnGrp LOS C F DCDCEAFFAC Approach Vol, veh/h 1318 1071 720 435 Approach Delay, s/veh 99.1 40.2 295.1 142.8 Approach LOS F D F F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.1 36.6 46.3 42.4 8.7 50.0 39.0 49.7 Change Period (Y+Rc), s 5.3 * 4.6 4.2 * 5.3 * 4.2 5.3 4.2 * 4.6 Max Green Setting (Gmax), s 16.8 * 32 15.8 * 37 * 9.2 38.9 4.0 * 50 Max Q Clear Time (g_c+I1), s 18.8 34.0 14.6 39.1 5.5 7.8 3.8 42.4 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.0 0.6 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 126.5 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1297 721 555 946 73 260 Future Volume (veh/h) 1297 721 555 946 73 260 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 1337 743 572 975 75 268 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 1077 912 636 3323 111 611 Arrive On Green 0.62 0.62 0.69 1.00 0.07 0.07 Sat Flow, veh/h 1752 1483 1668 3416 1668 1485 Grp Volume(v), veh/h 1337 743 572 975 75 268 Grp Sat Flow(s),veh/h/ln 1752 1483 1668 1664 1668 1485 Q Serve(g_s), s 73.8 46.4 26.9 0.0 5.3 0.0 Cycle Q Clear(g_c), s 73.8 46.4 26.9 0.0 5.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1077 912 636 3323 111 611 V/C Ratio(X) 1.24 0.81 0.90 0.29 0.67 0.44 Avail Cap(c_a), veh/h 1077 912 636 3323 111 611 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.59 0.59 1.00 1.00 Uniform Delay (d), s/veh 23.1 17.8 14.9 0.0 54.7 25.3 Incr Delay (d2), s/veh 109.2 0.8 10.3 0.1 14.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 59.9 14.7 7.5 0.1 2.7 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 132.3 18.6 25.3 0.1 69.6 25.8 LnGrp LOS F B C A E C Approach Vol, veh/h 2080 1547 343 Approach Delay, s/veh 91.7 9.4 35.4 Approach LOS F A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 46.5 78.4 124.9 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 24.9 * 74 102.8 8.0 Max Q Clear Time (g_c+I1), s 28.9 75.8 2.0 7.3 Green Ext Time (p_c), s 0.0 0.0 9.3 0.1 Intersection Summary HCM 6th Ctrl Delay 54.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 186 1347 1017 328 242 508 Future Volume (veh/h) 186 1347 1017 328 242 508 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 192 1389 1048 0 249 524 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 709 1361 1223 245 768 Arrive On Green 0.74 1.00 0.37 0.00 0.15 0.15 Sat Flow, veh/h 1668 1752 3416 1485 1668 1485 Grp Volume(v), veh/h 192 1389 1048 0 249 524 Grp Sat Flow(s),veh/h/ln 1668 1752 1664 1485 1668 1485 Q Serve(g_s), s 0.0 93.2 34.9 0.0 17.6 0.0 Cycle Q Clear(g_c), s 0.0 93.2 34.9 0.0 17.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 709 1361 1223 245 768 V/C Ratio(X) 0.27 1.02 0.86 1.02 0.68 Avail Cap(c_a), veh/h 709 1361 1537 245 768 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 9.2 0.0 35.0 0.0 51.2 21.6 Incr Delay (d2), s/veh 0.0 13.5 7.8 0.0 62.1 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 5.1 15.1 0.0 11.6 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.2 13.5 42.9 0.0 113.3 24.1 LnGrp LOS A F D F C Approach Vol, veh/h 1581 1048 A 773 Approach Delay, s/veh 12.9 42.9 52.8 Approach LOS B D D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 97.8 22.2 49.1 48.7 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 93.2 17.6 33.7 * 55 Max Q Clear Time (g_c+I1), s 95.2 19.6 2.0 36.9 Green Ext Time (p_c), s 0.0 0.0 0.5 7.2 Intersection Summary HCM 6th Ctrl Delay 31.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 884 86 543 1146 293 55 130 806 199 88 39 Future Volume (veh/h) 38 884 86 543 1146 293 55 130 806 199 88 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 39 902 88 554 1169 299 56 133 822 203 90 40 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 593 931 411 841 761 640 72 74 459 130 452 201 Arrive On Green 0.34 0.26 0.26 0.48 0.41 0.41 0.04 0.34 0.34 0.07 0.37 0.37 Sat Flow, veh/h 1767 3526 1558 1767 1856 1561 1767 220 1362 1767 1212 539 Grp Volume(v), veh/h 39 902 88 554 1169 299 56 0 955 203 0 130 Grp Sat Flow(s),veh/h/ln 1767 1763 1558 1767 1856 1561 1767 0 1583 1767 0 1751 Q Serve(g_s), s 1.8 30.4 6.7 28.7 49.2 16.8 3.8 0.0 40.4 8.8 0.0 6.0 Cycle Q Clear(g_c), s 1.8 30.4 6.7 28.7 49.2 16.8 3.8 0.0 40.4 8.8 0.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.31 Lane Grp Cap(c), veh/h 593 931 411 841 761 640 72 0 533 130 0 652 V/C Ratio(X) 0.07 0.97 0.21 0.66 1.54 0.47 0.78 0.00 1.79 1.57 0.00 0.20 Avail Cap(c_a), veh/h 593 931 411 841 761 640 138 0 533 130 0 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.61 0.61 0.61 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.1 43.7 54.7 24.0 35.4 25.8 57.0 0.0 39.8 55.6 0.0 25.5 Incr Delay (d2), s/veh 0.0 22.8 1.2 1.2 245.5 1.5 16.2 0.0 364.0 288.8 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 15.6 2.7 11.9 73.2 6.4 2.0 0.0 69.1 14.2 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.1 66.4 55.9 25.2 280.9 27.3 73.2 0.0 403.8 344.4 0.0 25.7 LnGrp LOS C E E C F C E A F F A C Approach Vol, veh/h 1029 2022 1011 333 Approach Delay, s/veh 64.1 173.4 385.5 220.0 Approach LOS E F F F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 45.0 62.4 37.0 9.1 50.0 45.6 53.8 Change Period (Y+Rc), s 5.3 * 4.6 4.2 * 5.3 * 4.2 5.3 4.2 * 4.6 Max Green Setting (Gmax), s 8.8 * 40 20.8 * 32 * 9.4 39.1 4.0 * 49 Max Q Clear Time (g_c+I1), s 10.8 42.4 30.7 32.4 5.8 8.0 3.8 51.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 200.1 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1414 435 393 1803 175 439 Future Volume (veh/h) 1414 435 393 1803 175 439 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1488 458 414 1898 184 462 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %888888 Cap, veh/h 1164 984 299 2804 161 356 Arrive On Green 0.44 0.44 0.28 1.00 0.09 0.09 Sat Flow, veh/h 1781 1506 1697 3474 1697 1510 Grp Volume(v), veh/h 1488 458 414 1898 184 462 Grp Sat Flow(s),veh/h/ln 1781 1506 1697 1692 1697 1510 Q Serve(g_s), s 78.4 25.8 16.9 0.0 11.4 11.4 Cycle Q Clear(g_c), s 78.4 25.8 16.9 0.0 11.4 11.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1164 984 299 2804 161 356 V/C Ratio(X) 1.28 0.47 1.38 0.68 1.14 1.30 Avail Cap(c_a), veh/h 1164 984 299 2804 161 356 HCM Platoon Ratio 0.67 0.67 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.17 0.17 1.00 1.00 Uniform Delay (d), s/veh 33.7 18.9 36.8 0.0 54.3 45.8 Incr Delay (d2), s/veh 126.0 0.1 176.8 0.2 114.0 153.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 75.2 9.6 21.5 0.1 10.0 25.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 159.7 19.1 213.7 0.2 168.3 199.0 LnGrp LOS F B F A F F Approach Vol, veh/h 1946 2312 646 Approach Delay, s/veh 126.6 38.4 190.3 Approach LOS F D F Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 21.0 83.0 104.0 16.0 Change Period (Y+Rc), s 4.1 4.6 4.6 4.6 Max Green Setting (Gmax), s 16.9 78.4 99.4 11.4 Max Q Clear Time (g_c+I1), s 18.9 80.4 2.0 13.4 Green Ext Time (p_c), s 0.0 0.0 34.7 0.0 Intersection Summary HCM 6th Ctrl Delay 93.4 HCM 6th LOS F HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 98 1759 1593 448 264 580 Future Volume (veh/h) 98 1759 1593 448 264 580 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 100 1795 1626 0 269 592 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %888888 Cap, veh/h 471 1372 1658 260 597 Arrive On Green 0.32 1.00 0.49 0.00 0.15 0.15 Sat Flow, veh/h 1697 1781 3474 1510 1697 1510 Grp Volume(v), veh/h 100 1795 1626 0 269 592 Grp Sat Flow(s),veh/h/ln 1697 1781 1692 1510 1697 1510 Q Serve(g_s), s 0.6 92.4 56.6 0.0 18.4 17.8 Cycle Q Clear(g_c), s 0.6 92.4 56.6 0.0 18.4 17.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 471 1372 1658 260 597 V/C Ratio(X) 0.21 1.31 0.98 1.03 0.99 Avail Cap(c_a), veh/h 478 1372 1659 260 597 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.9 0.0 30.1 0.0 50.8 36.1 Incr Delay (d2), s/veh 0.0 139.4 18.0 0.0 64.9 34.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 53.1 25.9 0.0 12.5 30.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.9 139.4 48.0 0.0 115.7 70.9 LnGrp LOS C F D F E Approach Vol, veh/h 1895 1626 A 861 Approach Delay, s/veh 133.6 48.0 84.9 Approach LOS F D F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 97.0 23.0 33.6 63.4 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 92.4 18.4 29.5 * 59 Max Q Clear Time (g_c+I1), s 94.4 20.4 2.6 58.6 Green Ext Time (p_c), s 0.0 0.0 0.2 0.2 Intersection Summary HCM 6th Ctrl Delay 92.3 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1175 69 268 639 132 50 62 586 299 88 35 Future Volume (veh/h) 35 1175 69 268 639 132 50 62 586 299 88 35 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 36 1211 71 276 659 136 52 64 604 308 91 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 45 1284 572 277 1786 796 67 221 763 295 314 124 Arrive On Green 0.03 0.36 0.36 0.16 0.51 0.51 0.04 0.12 0.12 0.17 0.25 0.25 Sat Flow, veh/h 1767 3526 1570 1767 3526 1571 1767 1856 2756 1767 1264 500 Grp Volume(v), veh/h 36 1211 71 276 659 136 52 64 604 308 0 127 Grp Sat Flow(s),veh/h/ln 1767 1763 1570 1767 1763 1571 1767 1856 1378 1767 0 1763 Q Serve(g_s), s 2.0 33.5 2.4 15.7 11.4 4.7 2.9 3.2 5.9 16.8 0.0 5.9 Cycle Q Clear(g_c), s 2.0 33.5 2.4 15.7 11.4 4.7 2.9 3.2 5.9 16.8 0.0 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 45 1284 572 277 1786 796 67 221 763 295 0 438 V/C Ratio(X) 0.80 0.94 0.12 0.99 0.37 0.17 0.78 0.29 0.79 1.04 0.00 0.29 Avail Cap(c_a), veh/h 119 1299 579 277 1786 796 162 590 1311 295 0 682 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 0.00 1.00 Uniform Delay (d), s/veh 48.8 31.0 13.4 42.4 15.1 13.4 48.0 40.4 14.0 41.9 0.0 30.6 Incr Delay (d2), s/veh 26.4 13.6 0.1 52.6 0.1 0.1 17.5 0.7 1.9 64.4 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/ln 1.2 15.5 1.1 10.7 4.4 1.6 1.6 1.5 3.5 12.3 0.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.2 44.6 13.5 95.0 15.2 13.5 65.5 41.1 15.9 106.3 0.0 31.0 LnGrp LOS E D B F B B E D B F A C Approach Vol, veh/h 1318 1071 720 435 Approach Delay, s/veh 43.8 35.5 21.7 84.3 Approach LOS D D C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.0 17.3 20.4 41.9 8.0 30.3 6.8 55.6 Change Period (Y+Rc), s * 4.2 * 5.3 4.6 * 5.3 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 17 * 32 15.8 * 37 * 9.2 38.9 * 6.8 46.8 Max Q Clear Time (g_c+I1), s 18.8 7.9 17.7 35.5 4.9 7.9 4.0 13.4 Green Ext Time (p_c), s 0.0 2.9 0.0 1.2 0.0 0.6 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 41.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1297 721 555 946 73 260 Future Volume (veh/h) 1297 721 555 946 73 260 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 1337 743 572 975 75 268 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 1901 847 1016 2851 111 466 Arrive On Green 0.57 0.57 0.49 1.00 0.07 0.07 Sat Flow, veh/h 3416 1483 3237 3416 1668 1485 Grp Volume(v), veh/h 1337 743 572 975 75 268 Grp Sat Flow(s),veh/h/ln 1664 1483 1618 1664 1668 1485 Q Serve(g_s), s 34.5 51.6 4.2 0.0 5.3 0.0 Cycle Q Clear(g_c), s 34.5 51.6 4.2 0.0 5.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1901 847 1016 2851 111 466 V/C Ratio(X) 0.70 0.88 0.56 0.34 0.67 0.58 Avail Cap(c_a), veh/h 1997 890 1016 2851 175 523 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.38 0.38 0.62 0.62 1.00 1.00 Uniform Delay (d), s/veh 18.4 22.1 20.4 0.0 54.7 34.5 Incr Delay (d2), s/veh 0.8 5.3 0.4 0.2 6.9 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 17.9 4.4 0.1 2.4 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.3 27.4 20.9 0.2 61.6 35.7 LnGrp LOS B C C A E D Approach Vol, veh/h 2080 1547 343 Approach Delay, s/veh 22.2 7.8 41.4 Approach LOS C A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 34.3 73.1 107.4 12.6 Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.6 Max Green Setting (Gmax), s 22.1 * 72 98.2 12.6 Max Q Clear Time (g_c+I1), s 6.2 53.6 2.0 7.3 Green Ext Time (p_c), s 1.9 14.9 9.3 0.6 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 186 1347 1017 328 242 508 Future Volume (veh/h) 186 1347 1017 328 242 508 Initial Q (Qb), veh 000000 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 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 192 1389 1048 0 249 524 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 10 10 10 10 10 Cap, veh/h 667 2485 1194 295 781 Arrive On Green 0.70 1.00 0.36 0.00 0.18 0.18 Sat Flow, veh/h 1668 3416 3416 1485 1668 1485 Grp Volume(v), veh/h 192 1389 1048 0 249 524 Grp Sat Flow(s),veh/h/ln 1668 1664 1664 1485 1668 1485 Q Serve(g_s), s 0.0 0.0 35.4 0.0 17.3 0.0 Cycle Q Clear(g_c), s 0.0 0.0 35.4 0.0 17.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 667 2485 1194 295 781 V/C Ratio(X) 0.29 0.56 0.88 0.85 0.67 Avail Cap(c_a), veh/h 667 2485 1370 367 846 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.4 0.0 36.0 0.0 47.8 20.8 Incr Delay (d2), s/veh 0.2 0.7 9.3 0.0 13.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.2 15.5 0.0 8.4 17.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.5 0.7 45.3 0.0 61.6 22.7 LnGrp LOS B A D E C Approach Vol, veh/h 1581 1048 A 773 Approach Delay, s/veh 2.0 45.3 35.2 Approach LOS A D D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 94.2 25.8 46.6 47.6 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 84.4 26.4 30.9 * 49 Max Q Clear Time (g_c+I1), s 2.0 19.3 2.0 37.4 Green Ext Time (p_c), s 16.3 1.9 0.5 5.7 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 884 86 543 1146 293 55 130 806 199 88 39 Future Volume (veh/h) 38 884 86 543 1146 293 55 130 806 199 88 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 39 902 88 554 1169 299 56 133 822 203 90 40 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333333333 Cap, veh/h 49 911 403 484 1815 805 239 347 1249 192 182 81 Arrive On Green 0.03 0.26 0.26 0.27 0.51 0.51 0.14 0.19 0.19 0.11 0.15 0.15 Sat Flow, veh/h 1767 3526 1557 1767 3526 1563 1767 1856 2627 1767 1210 538 Grp Volume(v), veh/h 39 902 88 554 1169 299 56 133 822 203 0 130 Grp Sat Flow(s),veh/h/ln 1767 1763 1557 1767 1763 1563 1767 1856 1313 1767 0 1747 Q Serve(g_s), s 2.4 27.7 4.8 29.8 26.2 12.5 3.1 6.8 7.3 11.8 0.0 7.4 Cycle Q Clear(g_c), s 2.4 27.7 4.8 29.8 26.2 12.5 3.1 6.8 7.3 11.8 0.0 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 49 911 403 484 1815 805 239 347 1249 192 0 262 V/C Ratio(X) 0.79 0.99 0.22 1.14 0.64 0.37 0.23 0.38 0.66 1.06 0.00 0.50 Avail Cap(c_a), veh/h 80 911 403 484 1815 805 239 546 1532 192 0 542 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 0.00 1.00 Uniform Delay (d), s/veh 52.5 40.2 31.7 39.4 19.1 15.8 42.0 38.7 9.0 48.4 0.0 42.4 Incr Delay (d2), s/veh 23.7 27.2 0.3 86.6 0.8 0.3 0.5 0.7 0.8 81.2 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/ln 1.4 14.9 1.8 24.2 10.3 4.3 1.4 3.1 3.7 9.4 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.2 67.3 31.9 126.1 19.9 16.1 42.5 39.4 9.8 129.6 0.0 43.9 LnGrp LOS E E C F B B D D A F A D Approach Vol, veh/h 1029 2022 1011 333 Approach Delay, s/veh 64.7 48.4 15.5 96.2 Approach LOS E D B F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 24.9 34.4 33.4 19.3 21.6 7.2 60.6 Change Period (Y+Rc), s * 4.2 4.6 4.6 * 5.3 4.6 * 5.3 * 4.2 4.6 Max Green Setting (Gmax), s * 12 32.0 29.8 * 28 9.4 * 34 * 4.9 53.7 Max Q Clear Time (g_c+I1), s 13.8 9.3 31.8 29.7 5.1 9.4 4.4 28.2 Green Ext Time (p_c), s 0.0 4.7 0.0 0.0 0.0 0.6 0.0 10.8 Intersection Summary HCM 6th Ctrl Delay 48.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 2: SR 99 SB Ramps & Shaw Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1414 435 393 1803 175 439 Future Volume (veh/h) 1414 435 393 1803 175 439 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1488 458 414 1898 184 462 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %888888 Cap, veh/h 2265 1008 511 2606 260 332 Arrive On Green 0.67 0.67 0.09 1.00 0.15 0.15 Sat Flow, veh/h 3474 1506 3291 3474 1697 1510 Grp Volume(v), veh/h 1488 458 414 1898 184 462 Grp Sat Flow(s),veh/h/ln 1692 1506 1646 1692 1697 1510 Q Serve(g_s), s 31.1 17.3 4.4 0.0 12.4 18.4 Cycle Q Clear(g_c), s 31.1 17.3 4.4 0.0 12.4 18.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2265 1008 511 2606 260 332 V/C Ratio(X) 0.66 0.45 0.81 0.73 0.71 1.39 Avail Cap(c_a), veh/h 2265 1008 1002 2606 260 332 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.45 0.45 0.21 0.21 1.00 1.00 Uniform Delay (d), s/veh 11.7 9.4 21.5 0.0 48.2 46.8 Incr Delay (d2), s/veh 0.7 0.7 0.7 0.4 8.5 193.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.7 5.4 4.0 0.1 5.9 27.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.4 10.1 22.2 0.4 56.7 240.3 LnGrp LOS B B C A E F Approach Vol, veh/h 1946 2312 646 Approach Delay, s/veh 11.9 4.3 188.0 Approach LOS B A F Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 12.1 84.9 97.0 23.0 Change Period (Y+Rc), s 4.1 4.6 4.6 4.6 Max Green Setting (Gmax), s 25.9 62.4 92.4 18.4 Max Q Clear Time (g_c+I1), s 6.4 33.1 2.0 20.4 Green Ext Time (p_c), s 1.4 22.0 34.1 0.0 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 3: Shaw Avenue & SR 99 NB Ramps 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 98 1759 1593 448 264 580 Future Volume (veh/h) 98 1759 1593 448 264 580 Initial Q (Qb), veh 000000 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 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 100 1795 1626 0 269 592 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %888888 Cap, veh/h 426 2550 1708 288 574 Arrive On Green 0.21 0.75 0.50 0.00 0.17 0.17 Sat Flow, veh/h 1697 3474 3474 1510 1697 1510 Grp Volume(v), veh/h 100 1795 1626 0 269 592 Grp Sat Flow(s),veh/h/ln 1697 1692 1692 1510 1697 1510 Q Serve(g_s), s 0.8 33.4 54.9 0.0 18.8 20.4 Cycle Q Clear(g_c), s 0.8 33.4 54.9 0.0 18.8 20.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 426 2550 1708 288 574 V/C Ratio(X) 0.23 0.70 0.95 0.93 1.03 Avail Cap(c_a), veh/h 426 2550 1732 288 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.50 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 7.8 28.3 0.0 49.1 37.2 Incr Delay (d2), s/veh 0.1 0.8 13.0 0.0 35.6 45.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 10.0 24.1 0.0 10.8 31.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.4 8.6 41.3 0.0 84.7 83.0 LnGrp LOS D A D F F Approach Vol, veh/h 1895 1626 A 861 Approach Delay, s/veh 10.1 41.3 83.5 Approach LOS B D F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 95.0 25.0 29.8 65.2 Change Period (Y+Rc), s 4.6 4.6 4.6 * 4.6 Max Green Setting (Gmax), s 90.4 20.4 24.9 * 61 Max Q Clear Time (g_c+I1), s 35.4 22.4 2.8 56.9 Green Ext Time (p_c), s 24.7 0.0 0.2 3.6 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T R L T T R L T R R Maximum Queue (ft) 300 508 524 150 430 244 228 51 126 86 189 232 Average Queue (ft) 74 331 368 90 201 87 102 7 54 39 90 112 95th Queue (ft) 242 480 503 203 355 184 198 26 103 74 154 184 Link Distance (ft) 1273 1273 482 482 1358 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 100 350 250 100 250 250 Storage Blk Time (%) 28 52 4 2 0 0 Queuing Penalty (veh) 10 36 13 13 0 0 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement SB SB Directions Served L TR Maximum Queue (ft) 449 681 Average Queue (ft) 248 126 95th Queue (ft) 426 407 Link Distance (ft) 1142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 Storage Blk Time (%) 14 Queuing Penalty (veh) 17 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB EB WB WB WB WB NB NB Directions Served T T R L L T T L R Maximum Queue (ft) 489 490 370 185 245 399 164 164 209 Average Queue (ft) 212 228 196 167 186 131 36 65 96 95th Queue (ft) 369 434 381 203 264 375 93 134 178 Link Distance (ft) 482 482 382 382 536 Upstream Blk Time (%) 0 1 3 Queuing Penalty (veh) 4 6 22 Storage Bay Dist (ft) 250 125 125 300 Storage Blk Time (%) 4 6 20 26 1 Queuing Penalty (veh) 25 36 97 124 4 Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB EB WB WB WB B8 B8 SB SB Directions Served L TTTTRTTLR Maximum Queue (ft) 219 201 242 356 356 178 329 357 355 410 Average Queue (ft) 99 85 106 295 238 21 56 40 175 200 95th Queue (ft) 189 185 208 376 359 101 203 195 285 309 Link Distance (ft) 382 382 298 298 298 2064 2064 651 Upstream Blk Time (%) 11 4 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 125 300 Storage Blk Time (%) 6 2 1 1 Queuing Penalty (veh) 38 4 4 3 Network Summary Network wide Queuing Penalty: 456 Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T R L T T R L T R R Maximum Queue (ft) 300 954 1031 150 489 553 567 370 91 194 169 206 Average Queue (ft) 64 706 738 105 466 500 339 49 46 84 87 112 95th Queue (ft) 241 1062 1094 210 556 631 599 194 80 150 149 174 Link Distance (ft) 1272 1272 489 489 1370 Upstream Blk Time (%) 24 43 2 Queuing Penalty (veh) 0 426 19 Storage Bay Dist (ft) 200 100 350 250 100 250 250 Storage Blk Time (%) 67 71 69 6 1 0 8 Queuing Penalty (veh) 25 61 397 35 4 1 67 Intersection: 1: Polk Avenue/Island Waterpark Drive & Shaw Avenue Movement SB SB Directions Served L TR Maximum Queue (ft) 450 666 Average Queue (ft) 298 175 95th Queue (ft) 483 479 Link Distance (ft) 1149 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 Storage Blk Time (%) 36 Queuing Penalty (veh) 46 Intersection: 2: SR 99 SB Ramps & Shaw Avenue Movement EB EB EB WB WB WB WB NB NB Directions Served T T R L L T T L R Maximum Queue (ft) 436 540 370 184 245 407 450 610 450 Average Queue (ft) 249 268 100 75 216 354 333 389 295 95th Queue (ft) 383 446 238 138 318 469 512 673 529 Link Distance (ft) 489 489 379 379 558 Upstream Blk Time (%) 0 19 3 25 Queuing Penalty (veh) 2 209 29 0 Storage Bay Dist (ft) 250 125 125 300 Storage Blk Time (%) 7 2 3 57 54 5 Queuing Penalty (veh) 32 19 30 224 238 8 Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Shaw Avenue & SR 99 NB Ramps Movement EB EB EB WB WB WB B8 B8 SB SB Directions Served L TTTTRTTLR Maximum Queue (ft) 226 218 307 366 348 177 2125 2136 724 450 Average Queue (ft) 69 82 104 339 330 33 1704 1698 577 422 95th Queue (ft) 157 159 213 362 336 134 2779 2793 897 529 Link Distance (ft) 379 379 290 290 290 2073 2073 672 Upstream Blk Time (%) 68 37 45 44 45 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 125 300 Storage Blk Time (%) 3 1 4 64 Queuing Penalty (veh) 23 1 23 168 Network Summary Network wide Queuing Penalty: 2087 HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1588 36 117 688 0 26 0 389 282 106 205 Future Volume (veh/h) 0 1588 36 117 688 0 26 0 389 282 106 205 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1726 39 127 748 0 28 0 423 282 115 223 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 Percent Heavy Veh, %033330303333 Cap, veh/h 0 2018 900 113 2400 0 45 0 0 835 296 264 Arrive On Green 0.00 0.57 0.57 0.13 1.00 0.00 0.03 0.00 0.00 0.24 0.17 0.17 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 28 3428 1763 1572 Grp Volume(v), veh/h 0 1726 39 127 748 0 28 71.4 282 115 223 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 E 1714 1763 1572 Q Serve(g_s), s 0.0 49.2 1.0 7.7 0.0 0.0 1.9 8.1 7.0 16.5 Cycle Q Clear(g_c), s 0.0 49.2 1.0 7.7 0.0 0.0 1.9 8.1 7.0 16.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2018 900 113 2400 0 45 835 296 264 V/C Ratio(X) 0.00 0.86 0.04 1.12 0.31 0.00 0.63 0.34 0.39 0.84 Avail Cap(c_a), veh/h 0 2018 900 113 2400 0 74 1314 514 459 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.72 0.72 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 21.5 6.6 52.3 0.0 0.0 57.9 37.4 44.4 48.4 Incr Delay (d2), s/veh 0.0 4.9 0.1 107.6 0.2 0.0 13.5 0.2 0.8 7.2 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 %ile BackOfQ(50%),veh/ln 0.0 19.8 0.5 6.5 0.1 0.0 1.0 3.3 3.0 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 26.4 6.6 159.9 0.2 0.0 71.4 37.7 45.2 55.6 LnGrp LOS A C A F A A E D D E Approach Vol, veh/h 1765 875 620 Approach Delay, s/veh 26.0 23.4 45.5 Approach LOS C C D Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 33.4 13.0 73.6 7.2 26.2 86.6 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 4.9 Max Green Setting (Gmax), s * 46 7.7 51.9 5.0 * 35 64.9 Max Q Clear Time (g_c+I1), s 10.1 9.7 51.2 3.9 18.5 2.0 Green Ext Time (p_c), s 1.0 0.0 0.6 0.0 1.7 6.4 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project AM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/11/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 1181 0 0 633 472 312 6 474 100 0 328 Future Volume (vph) 157 1181 0 0 633 472 312 6 474 100 0 328 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.87 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1543 1665 1458 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.99 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1543 1665 1458 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 165 1243 0 0 666 497 328 6 499 105 0 345 RTOR Reduction (vph)00000174011411400270 Lane Group Flow (vph) 165 1243 0 0 666 323 289 161 155 105 0 75 Confl. Peds. (#/hr) 4 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 15.0 68.5 49.3 49.3 24.6 24.6 24.6 11.5 11.5 Effective Green, g (s) 15.0 68.5 49.3 49.3 24.6 24.6 24.6 11.5 11.5 Actuated g/C Ratio 0.12 0.57 0.41 0.41 0.21 0.21 0.21 0.10 0.10 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 219 2000 1439 633 341 298 305 325 150 v/s Ratio Prot c0.09 c0.35 0.19 c0.17 0.11 0.03 v/s Ratio Perm 0.21 0.10 c0.05 v/c Ratio 0.75 0.62 0.46 0.51 0.85 0.54 0.51 0.32 0.50 Uniform Delay, d1 50.7 17.1 25.7 26.3 45.9 42.7 42.3 50.6 51.5 Progression Factor 0.83 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.6 1.0 1.1 2.9 17.4 2.0 1.3 0.6 2.6 Delay (s) 51.8 11.2 26.8 29.3 63.3 44.7 43.7 51.2 54.1 Level of Service D B C C E D D D D Approach Delay (s) 16.0 27.8 50.8 53.4 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 31.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue 06/12/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1061 36 441 1529 0 55 0 405 288 201 365 Future Volume (veh/h) 0 1061 36 441 1529 0 55 0 405 288 201 365 Initial Q (Qb), veh 000000000000 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 0 1856 1856 1856 1856 0 1856 0 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1141 39 474 1644 0 59 0 435 310 216 392 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %033330303333 Cap, veh/h 0 1073 479 443 2084 0 66 0 0 1162 454 405 Arrive On Green 0.00 0.30 0.30 0.33 0.79 0.00 0.04 0.00 0.00 0.34 0.26 0.26 Sat Flow, veh/h 0 3618 1572 1767 3618 0 1767 59 3428 1763 1572 Grp Volume(v), veh/h 0 1141 39 474 1644 0 59 138.6 310 216 392 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1767 F 1714 1763 1572 Q Serve(g_s), s 0.0 41.4 2.4 34.1 35.7 0.0 4.5 8.9 14.1 33.5 Cycle Q Clear(g_c), s 0.0 41.4 2.4 34.1 35.7 0.0 4.5 8.9 14.1 33.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1073 479 443 2084 0 66 1162 454 405 V/C Ratio(X) 0.00 1.06 0.08 1.07 0.79 0.00 0.89 0.27 0.48 0.97 Avail Cap(c_a), veh/h 0 1073 479 443 2095 0 66 1162 454 405 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 47.3 33.7 45.3 9.8 0.0 65.2 32.7 42.7 50.0 Incr Delay (d2), s/veh 0.0 45.9 0.3 36.2 0.3 0.0 73.4 0.1 0.8 36.5 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 %ile BackOfQ(50%),veh/ln 0.0 24.5 1.0 18.3 8.0 0.0 3.4 3.6 6.0 16.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 93.2 34.1 81.6 10.0 0.0 138.6 32.8 43.5 86.4 LnGrp LOS A F C F B A F C D F Approach Vol, veh/h 1180 2118 918 Approach Delay, s/veh 91.2 26.1 58.2 Approach LOS F C E Timer - Assigned Phs 1 3456 8 Phs Duration (G+Y+Rc), s 50.3 39.4 46.3 9.3 41.0 85.7 Change Period (Y+Rc), s * 4.2 5.3 4.9 4.2 * 6 * 5.3 Max Green Setting (Gmax), s * 46 34.1 41.4 5.1 * 35 * 81 Max Q Clear Time (g_c+I1), s 10.9 36.1 43.4 6.5 35.5 37.7 Green Ext Time (p_c), s 1.2 0.0 0.0 0.0 0.0 20.1 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project PM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/12/2019 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 920 0 0 1070 458 557 12 476 146 0 584 Future Volume (vph) 157 920 0 0 1070 458 557 12 476 146 0 584 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.91 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.94 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.97 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1514 1665 1532 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 0.97 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1514 1665 1532 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 165 968 0 0 1126 482 586 13 501 154 0 615 RTOR Reduction (vph)0000010201818300119 Lane Group Flow (vph) 165 968 0 0 1126 380 381 355 163 154 0 496 Confl. Peds. (#/hr) 19 Turn Type Prot NA NA Perm Split NA Perm Prot Perm Protected Phases 7 4 8 2 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 11.8 59.1 43.1 43.1 27.0 27.0 27.0 34.5 34.5 Effective Green, g (s) 11.8 59.1 43.1 43.1 27.0 27.0 27.0 34.5 34.5 Actuated g/C Ratio 0.09 0.43 0.32 0.32 0.20 0.20 0.20 0.25 0.25 Clearance Time (s) 4.2 4.9 4.9 4.9 6.0 6.0 6.0 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) 152 1523 1110 479 330 304 295 862 397 v/s Ratio Prot c0.09 0.28 c0.32 0.23 c0.23 0.05 v/s Ratio Perm 0.25 0.11 c0.32 v/c Ratio 1.09 0.64 1.01 0.79 1.15 1.17 0.55 0.18 1.25 Uniform Delay, d1 62.1 30.0 46.5 42.4 54.5 54.5 49.1 39.7 50.8 Progression Factor 0.80 0.54 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 84.5 1.4 30.6 12.6 98.4 104.6 2.2 0.1 131.9 Delay (s) 134.2 17.7 77.1 55.0 152.9 159.1 51.3 39.8 182.7 Level of Service F B E E F F D D F Approach Delay (s) 34.7 70.5 123.0 154.1 Approach LOS C E F F Intersection Summary HCM 2000 Control Delay 88.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.13 Actuated Cycle Length (s) 136.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 99.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project AM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 1181 0 0 633 472 312 6 474 100 0 328 Future Volume (vph) 157 1181 0 0 633 472 312 6 474 100 0 328 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 4.2 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 0.95 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1543 3400 1496 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1543 3400 1496 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 165 1243 0 0 666 497 328 6 499 105 0 345 RTOR Reduction (vph)00000150015415400315 Lane Group Flow (vph) 165 1243 0 0 666 347 328 97 100 105 0 30 Confl. Peds. (#/hr) 4 Turn Type Prot NA NA Perm Prot NA Perm Prot Perm Protected Phases 7 4 8 5 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 15.7 81.4 61.5 61.5 29.5 12.7 12.7 10.5 10.5 Effective Green, g (s) 15.7 81.4 61.5 61.5 29.5 12.7 12.7 10.5 10.5 Actuated g/C Ratio 0.13 0.68 0.51 0.51 0.25 0.11 0.11 0.09 0.09 Clearance Time (s) 4.2 4.9 4.9 4.9 4.2 6.0 6.0 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) 229 2377 1796 790 835 158 157 297 137 v/s Ratio Prot c0.09 c0.35 0.19 c0.10 0.06 0.03 v/s Ratio Perm 0.23 c0.07 0.02 v/c Ratio 0.72 0.52 0.37 0.44 0.39 0.62 0.64 0.35 0.22 Uniform Delay, d1 50.0 9.6 17.6 18.4 37.8 51.3 51.4 51.6 50.9 Progression Factor 0.87 0.51 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 0.5 0.6 1.8 0.3 6.9 8.2 0.7 0.8 Delay (s) 50.9 5.5 18.2 20.2 38.1 58.2 59.7 52.3 51.8 Level of Service D A B C D E E D D Approach Delay (s) 10.8 19.0 50.7 51.9 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project PM Peak 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue 06/12/2019 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 920 0 0 1070 458 557 12 476 146 0 584 Future Volume (vph) 157 920 0 0 1070 458 557 12 476 146 0 584 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.9 4.2 6.0 6.0 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 0.95 0.95 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.86 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 3505 1514 3400 1503 1490 3400 1568 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 3505 1514 3400 1503 1490 3400 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 165 968 0 0 1126 482 586 13 501 154 0 615 RTOR Reduction (vph)0000099023124100169 Lane Group Flow (vph) 165 968 0 0 1126 383 586 27 15 154 0 446 Confl. Peds. (#/hr) 19 Turn Type Prot NA NA Perm Prot NA Perm Prot Perm Protected Phases 7 4 8 5 2 1 Permitted Phases 8 2 1 Actuated Green, G (s) 14.5 71.8 53.1 53.1 55.1 8.0 8.0 40.8 40.8 Effective Green, g (s) 14.5 71.8 53.1 53.1 55.1 8.0 8.0 40.8 40.8 Actuated g/C Ratio 0.11 0.53 0.39 0.39 0.41 0.06 0.06 0.30 0.30 Clearance Time (s) 4.2 4.9 4.9 4.9 4.2 6.0 6.0 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) 186 1850 1368 591 1377 88 87 1020 470 v/s Ratio Prot c0.09 0.28 c0.32 c0.17 0.02 0.05 v/s Ratio Perm 0.25 0.01 c0.28 v/c Ratio 0.89 0.52 0.82 0.65 0.43 0.31 0.17 0.15 0.95 Uniform Delay, d1 59.9 20.9 37.2 33.8 29.1 61.4 60.9 34.9 46.6 Progression Factor 0.82 0.46 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 0.7 5.7 5.4 0.2 2.0 1.0 0.1 28.8 Delay (s) 76.2 10.3 42.9 39.3 29.3 63.4 61.8 35.0 75.3 Level of Service E B D D C E E C E Approach Delay (s) 19.9 41.8 44.9 67.3 Approach LOS B D D E Intersection Summary HCM 2000 Control Delay 41.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 136.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 451 418 61 232 107 144 325 282 225 170 200 219 Average Queue (ft) 272 243 8 115 33 47 109 165 140 87 127 90 95th Queue (ft) 379 366 32 195 80 105 245 255 225 163 193 157 Link Distance (ft) 1198 1198 1016 1016 287 633 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 16 3 10 5 Queuing Penalty (veh) 6 10 3 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 255 Average Queue (ft) 63 95th Queue (ft) 133 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L TTTTRLLTRRLL Maximum Queue (ft) 204 407 409 277 300 200 187 206 197 199 274 316 Average Queue (ft) 104 169 180 173 152 91 86 112 108 107 23 84 95th Queue (ft) 186 306 318 252 244 192 147 173 176 180 115 203 Link Distance (ft) 1016 1016 1654 1654 562 562 553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 150 220 220 200 Storage Blk Time (%) 1 4 1 0 10 Queuing Penalty (veh) 1 18 4 0 36 Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement SB Directions Served R Maximum Queue (ft) 220 Average Queue (ft) 93 95th Queue (ft) 161 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 9 Queuing Penalty (veh) 9 Network Summary Network wide Queuing Penalty: 88 Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served T T R L T T L R R L L T Maximum Queue (ft) 415 383 250 580 264 274 158 180 210 137 182 202 Average Queue (ft) 330 307 59 332 152 167 54 112 72 90 120 120 95th Queue (ft) 405 372 215 516 247 255 109 164 146 144 170 186 Link Distance (ft) 1198 1198 1016 1016 287 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 550 150 150 380 380 Storage Blk Time (%) 34 1 0 1 0 Queuing Penalty (veh) 12 5 1 1 0 Intersection: 1: Parkway Drive/SR 99 SB Off-Ramp & Ashlan Avenue Movement SB Directions Served TR Maximum Queue (ft) 331 Average Queue (ft) 205 95th Queue (ft) 320 Link Distance (ft) 633 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Mitigated 06/12/2019 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L TTTTRLLTRRLL Maximum Queue (ft) 243 312 303 620 678 200 279 339 348 219 275 605 Average Queue (ft) 139 112 129 382 382 170 168 206 106 96 242 573 95th Queue (ft) 237 208 229 565 588 259 240 301 232 167 377 590 Link Distance (ft) 1016 1016 1654 1654 562 562 553 Upstream Blk Time (%)83 Queuing Penalty (veh)0 Storage Bay Dist (ft) 300 150 220 220 200 Storage Blk Time (%) 0 36 1141 0 Queuing Penalty (veh) 0 163 6 3 11 7 0 Intersection: 2: SR 99 NB Off-Ramp/Golden State Boulevard & Ashlan Avenue Movement SB Directions Served R Maximum Queue (ft) 220 Average Queue (ft) 220 95th Queue (ft) 220 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 87 Queuing Penalty (veh) 127 Network Summary Network wide Queuing Penalty: 337