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HomeMy WebLinkAboutT-6212 - Traffic Impact Study - ASHLAN & GETTYSBURG & GRANTLAND - 2/4/2019 Draft Traffic Impact Analysis December 17, 2018 Parc West Located on the Northwest Quadrant of Grantland Avenue and Ashlan Avenue In the City of Fresno, California Prepared for: Assemi Group, Inc. 1396 West Herndon, Suite 101 Fresno, CA 93711 Project No. 004-067 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\004-067 Parc West TIA\Report\R12172018 Parc West TIA.docx Traffic Engineering, Transportation Planning, & Parking Solutions 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Phone: (559) 570-8991 www.JLBtraffic.com Draft Traffic Impact Analysis For the Parc West Project located on the Northwest Quadrant of Grantland Avenue and Ashlan Avenue In the City of Fresno, CA December 17, 2018 This Draft Traffic Impact Analysis 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table of Contents Introduction and Summary ....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions ........................................................................................................................ 1 Existing plus Project (Phase I) Traffic Conditions ..................................................................................... 2 Existing plus Project (Phase I & Phase II) Traffic Conditions .................................................................... 2 Existing plus Project (Buildout) Traffic Conditions ................................................................................... 2 Near Term plus Project (Buildout) Traffic Conditions .............................................................................. 3 Cumulative Year 2035 No Project Traffic Conditions ............................................................................... 3 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 4 Queuing Analysis ...................................................................................................................................... 4 Project’s Equitable Fair Share .................................................................................................................. 4 Scope of Work ......................................................................................................................................5 Study Facilities ............................................................................................................................................. 5 Study Intersections .................................................................................................................................. 5 Study Segments ........................................................................................................................................ 6 Project Only Trips to State Facilities ........................................................................................................ 6 Study Scenarios ............................................................................................................................................ 6 Existing Traffic Conditions ........................................................................................................................ 6 Existing plus Project (Phase I) Traffic Conditions ..................................................................................... 6 Existing plus Project (Phase I & Phase II) Traffic Conditions .................................................................... 6 Existing plus Project (Buildout) Traffic Conditions ................................................................................... 7 Near Term plus Project (Buildout) Traffic Conditions .............................................................................. 7 Cumulative Year 2035 No Project Traffic Conditions ............................................................................... 7 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 7 Level of Service Analysis Methodology ..................................................................................................8 Criteria of Significance ..........................................................................................................................8 Operational Analysis Assumptions and Defaults ....................................................................................9 Existing Traffic Conditions ................................................................................................................... 10 Roadway Network ...................................................................................................................................... 10 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Traffic Signal Warrants ............................................................................................................................... 12 Collision Analysis ........................................................................................................................................ 12 Results of Existing Level of Service Analysis .............................................................................................. 16 Existing plus Project (Phase I) Traffic Conditions .................................................................................. 20 Project Description (Phase I) ...................................................................................................................... 20 Project Access (Phase I) ............................................................................................................................. 20 Trip Generation (Phase I) ........................................................................................................................... 20 Trip Distribution (Phase I) .......................................................................................................................... 20 Traffic Signal Warrants ............................................................................................................................... 21 Existing plus Project (Phase I) Roadway Network ...................................................................................... 21 Results of Existing plus Project (Phase I) Level of Service Analysis ............................................................ 21 Existing plus Project (Phase I & Phase II) Traffic Conditions .................................................................. 26 Project Description (Phase II) ..................................................................................................................... 26 Project Access (Phase II) ............................................................................................................................ 26 Trip Generation (Phase II) .......................................................................................................................... 26 Trip Distribution (Phase II) ......................................................................................................................... 27 Traffic Signal Warrants ............................................................................................................................... 27 Existing plus Project (Phase I & Phase II) Roadway Network..................................................................... 27 Results of Existing plus Project (Phase I & Phase II) Level of Service Analysis ........................................... 28 Existing plus Project (Buildout) Traffic Conditions ................................................................................ 32 Project Description (Buildout) ................................................................................................................... 32 Project Access (Buildout) ........................................................................................................................... 32 Trip Generation (Buildout) ......................................................................................................................... 32 Trip Distribution (Buildout) ........................................................................................................................ 33 Bikeways .................................................................................................................................................... 33 Transit ........................................................................................................................................................ 34 Safe Routes to School ................................................................................................................................ 34 Traffic Signal Warrants ............................................................................................................................... 35 Existing plus Project (Buildout) Roadway Network ................................................................................... 35 Results of Existing plus Project (Buildout) Level of Service Analysis ......................................................... 36 Near Term plus Project (Buildout) Traffic Conditions ................................................................................ 40 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Description of Approved and Pipeline Projects ......................................................................................... 40 Traffic Signal Warrants ............................................................................................................................... 40 Near Term plus Project (Buildout) Roadway Network .............................................................................. 42 Results of Near Term plus Project (Buildout) Level of Service Analysis..................................................... 42 Cumulative Year 2035 No Project Traffic Conditions ............................................................................. 48 Traffic Signal Warrants ............................................................................................................................... 48 Cumulative Year 2035 No Project Roadway Network ............................................................................... 48 Results of Cumulative Year 2035 No Project Level of Service Analysis ..................................................... 49 Cumulative Year 2035 plus Project (Buildout) Traffic Conditions ........................................................... 56 Traffic Signal Warrants ............................................................................................................................... 56 Cumulative Year 2035 plus Project (Buildout) Roadway Network ............................................................ 56 Results of Cumulative Year 2035 plus Project (Buildout) Level of Service Analysis .................................. 57 Project’s Trip Assignment to Caltrans Facilities ......................................................................................... 62 Queuing Analysis ................................................................................................................................ 67 Project’s Pro-Rata Fair Share of Future Transportation Improvements.................................................. 75 Conclusions and Recommendations..................................................................................................... 77 Existing Traffic Conditions ...................................................................................................................... 77 Existing plus Project (Phase I) Traffic Conditions ................................................................................... 78 Existing plus Project (Phase I & Phase II) Traffic Conditions .................................................................. 78 Existing plus Project (Buildout) Traffic Conditions ................................................................................. 78 Near Term plus Project (Buildout) Traffic Conditions ............................................................................ 79 Cumulative Year 2035 No Project Traffic Conditions ............................................................................. 81 Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 84 Queuing Analysis .................................................................................................................................... 87 Project’s Equitable Fair Share ................................................................................................................ 87 Study Participants ............................................................................................................................... 88 References .......................................................................................................................................... 88 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | vi Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 List of Figures Figure 1: Vicinity Map ............................................................................................................................................. 18 Figure 2: Existing - Traffic Volumes, Geometrics and Controls................................................................................. 19 Figure 3: Project Site Plan (Phase I) ......................................................................................................................... 23 Figure 4: Project Only Trips (Phase I)....................................................................................................................... 24 Figure 5: Existing plus Project (Phase I) - Traffic Volumes, Geometrics and Controls ............................................... 25 Figure 6: Project Only Trips (Phase II)...................................................................................................................... 30 Figure 7: Existing plus Project (Phase I & Phase II) - Traffic Volumes, Geometrics and Controls .............................. 31 Figure 8: Project Only Trips (Buildout) .................................................................................................................... 38 Figure 9: Existing plus Project (Buildout) - Traffic Volumes, Geometrics and Controls ............................................ 39 Figure 10: Near Term Projects' Trip Assignment ..................................................................................................... 46 Figure 11: Near Term plus Project (Buildout) - Traffic Volumes, Geometrics and Controls ...................................... 47 Figure 12: Cumulative Year 2035 No Project - Traffic Volumes, Geometrics and Controls ....................................... 55 Figure 13: 2035 Project Only Trips (Buildout) .......................................................................................................... 63 Figure 14: Cumulative Year 2035 plus Project (Buildout) - Traffic Volumes, Geometrics and Controls .................... 64 Figure 15: State Route 99 at Shaw Avenue Interchange - 2035 Project Only Trips (Buildout) .................................. 65 Figure 16: State Route 99 at Ashlan Avenue Interchange - 2035 Project Only Trips (Buildout) ................................ 66 List of Tables Table I: Five-Year Intersection Collision Analysis..................................................................................................... 14 Table II: Five-Year Segment Collision Analysis ......................................................................................................... 15 Table III: Existing Intersection LOS Results .............................................................................................................. 16 Table IV: Existing Segment LOS Results ................................................................................................................... 17 Table V: Project (Phase I) Trip Generation .............................................................................................................. 20 Table VI: Existing plus Project (Phase I) Intersection LOS Results ............................................................................ 22 Table VII: Existing plus Project (Phase I) Segment LOS Results ................................................................................ 22 Table VIII: Project (Phase II) Trip Generation .......................................................................................................... 26 Table IX: Existing plus Project (Phase I & Phase II) Intersection LOS Results ........................................................... 28 Table X: Existing plus Project (Phase I & Phase II) Segment LOS Results .................................................................. 29 Table XI: Proposed Project (Buildout) Trip Generation (General Plan Amendment) ................................................ 32 Table XII: Proposed Project Site Trip Generation (Consistent with 2035 General Plan) ........................................... 33 Table XIII: Difference in Trip Generation ................................................................................................................. 33 Table XIV: Existing plus Project (Buildout) Intersection LOS Results ........................................................................ 37 Table XV: Existing plus Project (Buildout) Segment LOS Results .............................................................................. 37 Table XVI: Near Term Projects’ Trip Generation ...................................................................................................... 41 Table XVII: Near Term plus Project (Buildout) Intersection LOS Results .................................................................. 44 Table XVIII: Near Term plus Project (Buildout) Segment LOS Results ...................................................................... 45 Table XIX: Cumulative Year 2035 No Project Intersection LOS Results .................................................................... 53 Table XX: Cumulative Year 2035 No Project Segment LOS Results .......................................................................... 54 Table XXI: Cumulative Year 2035 plus Project (Buildout) Intersection LOS Results ................................................. 61 Table XXII: Cumulative Year 2035 plus Project (Buildout) Segment LOS Results ...................................................... 62 Table XXIII: Queuing Analysis .................................................................................................................................. 69 Table XXIV: Project’s Fair Share of Future Roadway Improvements ........................................................................ 76 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | vii Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 List of Appendices Appendix A: Scope of Work Appendix B: Traffic Counts Appendix C: Traffic Modeling Appendix D: Methodology Appendix E: Collision Data Appendix F: Existing Traffic Conditions Appendix G: Existing plus Project (Phase I) Traffic Conditions Appendix H: Existing plus Project (Phase I & Phase II) Traffic Conditions Appendix I: Existing plus Project (Buildout) Traffic Conditions Appendix J: Near Term plus Project (Buildout) Traffic Conditions Appendix K: Cumulative Year 2035 No Project Traffic Conditions Appendix L: Cumulative Year 2035 plus Project (Buildout)Traffic Conditions Appendix M: Signal Warrants 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Introduction and Summary Introduction This report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the proposed Parc West (Project) located on the northwest quadrant of Grantland Avenue and Ashlan Avenue in the City of Fresno. The Project proposes to develop up to 844 single-family residential units and a 1.819- acre neighborhood park on approximately 160 acres. Based on information provided to JLB, approximately 11 acres of the Project site generally located at the northwest corner of Grantland Avenue and Ashlan Avenue will undergo a General Plan Amendment to modify the land use from Community Commercial to Medium-Density Residential. Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network. The purpose of this TIA is to evaluate the potential on-site and off-site traffic impacts, identify short-term roadway and circulation needs, determine potential mitigation measures, and identify any critical traffic issues that should be addressed in the on-going planning process. The TIA primarily focused on evaluating traffic conditions at study intersections and segments that may potentially be impacted by the proposed Project. The Scope of Work was prepared via consultation with City of Fresno, County of Fresno and Caltrans staff. 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, County of Fresno and Caltrans. Existing Traffic Conditions JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) and the Transportation Injury Mapping System (TIMS) to review collision reports for the most recent five-year period (January 1, 2013 to December 31, 2017). The majority of the collisions reported were located within the influence zone of the intersection of Shaw Avenue and Grantland Avenue and took place prior to its signalization. Therefore, the signalization of the intersection of Shaw Avenue and Grantland Avenue should reduce the number and severity of broadside collisions. At the remaining study intersections and segments, the number of correctable collisions experienced is considered less than significant. At present, the intersection of Bryan Avenue and Ashlan Avenue exceeds its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that a new lane be accommodated while retaining the existing traffic controls. Additional details as to the recommended lane geometrics for the intersection of Bryan Avenue and Ashlan Avenue under this scenario are found within the body of this Report. At present, all study segments operate at an acceptable LOS. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Phase I) Traffic Conditions A review of the Project access point to be constructed under Phase I indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. The proposed Project under Phase I is estimated to generate a maximum of 793 daily trips, 62 AM peak hour trips and 83 PM peak hour trips. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that a new lane be accommodated while retaining the existing traffic controls. Additional details as to the recommended lane geometrics for the intersection of Bryan Avenue and Ashlan Avenue under this scenario are found within the body of this Report. Under this scenario, all study segments are projected to operate at an acceptable LOS. Existing plus Project (Phase I & Phase II) Traffic Conditions A review of the Project access point to be constructed under Phase II indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. The proposed Project under Phase II is estimated to generate a maximum of 3,597 daily trips, 282 AM peak hour trips and 377 PM peak hour trips. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that a new lane be accommodated while retaining the existing traffic controls. Additional details as to the recommended lane geometrics for the intersection of Bryan Avenue and Ashlan Avenue under this scenario are found within the body of this Report. Under this scenario, all study segments are projected to operate at an acceptable LOS. Existing plus Project (Buildout) Traffic Conditions A review of the Project driveway to be constructed under buildout indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. At buildout, the proposed Project is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. It is recommended that the Project implement a Class II Bike Lane along its frontages to Grantland Avenue, Gettysburg Avenue and Ashlan Avenue. Under this scenario, the intersections of Grantland Avenue and Gettysburg Avenue and Bryan Avenue 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 new lanes be accommodated while retaining their traffic control mechanism. Additional details as to the recommended lane geometrics and traffic controls for these intersections under this scenario are found within the body of this Report. Under this scenario, all study segments are projected to operate at an acceptable LOS. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Near Term plus Project (Buildout) Traffic Conditions The total trip generation for the Near Term Projects is 49,295 daily trips, 4,317 AM peak hour trips and 4,846 PM peak hour trips. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue 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 various measures be implemented such as the addition of lanes and modification of traffic control mechanisms. At several of these intersections, signalization is recommended. Additional details as to the recommended lane geometrics and traffic controls for these intersections under this scenario are found within the body of this Report. Under this scenario, all study segments are projected to operate at an acceptable LOS. Cumulative Year 2035 No Project Traffic Conditions Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at these intersections, various measures such as the addition of lanes and modification of their traffic control mechanisms are recommended. At several of these intersections, signalization is recommended. Additional details as to the recommended lane geometrics and traffic controls for these intersections under this scenario are found within the body of this Report. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that new lanes be accommodated. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Cumulative Year 2035 plus Project Traffic Conditions Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields 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 various measures be implemented such as the addition of lanes and modification of their traffic control mechanisms. At several of these intersections, signalization is recommended. Additional details as to the recommended lane geometrics and traffic controls for these intersections under this scenario are found within the body of this Report. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that new lanes be accommodated. 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 listed in Table XXIV for the future improvements necessary to maintain an acceptable LOS. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Scope of Work The TIA primarily focused on evaluating traffic conditions at study intersections and segments that may potentially be impacted by the proposed Project. On June 26, 2018, a Draft Scope of Work for the preparation of a Traffic Impact Analysis for this Project was provided to the City of Fresno, County of Fresno and Caltrans for their review and comment. Any comments to the Draft Scope of Work were to be provided by July 16, 2018. On Wednesday, July 18, 2018, the City of Fresno responded to the Draft Scope of Work. The City of Fresno requested that the intersections of Grantland Avenue and Barstow Avenue, Gettysburg Avenue and Bryan Avenue, Cornelia Avenue and Ashlan Avenue, and Grantland Avenue and Dakota Avenue be included in the analysis. In addition, the City of Fresno requested that a Collision Analysis be prepared for all existing study intersections and segments. On the same day, the County of Fresno responded to the Draft Scope of Work. The County of Fresno requested that the intersection of Garfield Avenue and Shaw Avenue and the segment of Garfield Avenue between Shaw Avenue and Gettysburg Avenue be added to the analysis if the Project will have access to Garfield Avenue. On Tuesday, July 24, 2018, Caltrans approved the Draft Scope of Work as presented. Based on the comments received, this TIA includes the analysis of the additional intersections and segment as requested by the City of Fresno and County of Fresno, along with the addition of the Collision Analysis for all existing study intersections and segments. The Draft Scope of Work and the comments received from the lead agency and responsible agencies are included in Appendix A. Study Facilities The existing peak hour turning movement and segment volume counts were conducted at the study intersections and segments between September 2017 and September 2018, 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 and segments are contained in Appendix B. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2. Study Intersections 1. Grantland Avenue / Barstow Avenue 2. Garfield Avenue / Shaw Avenue 3. Grantland Avenue / Shaw Avenue 4. Veterans Boulevard / Shaw Avenue 5. Bryan Avenue / Shaw Avenue 6. Hayes Avenue / Shaw Avenue 7. Grantland Avenue / Gettysburg Avenue 8. Veterans Boulevard / Gettysburg Avenue 9. Bryan Avenue / Gettysburg Avenue 10. Parc West Drive / Ashlan Avenue 11. Grantland Avenue / Ashlan Avenue 12. Bryan Avenue / Ashlan Avenue 13. Hayes Avenue / Ashlan Avenue 14. Polk Avenue / Ashlan Avenue 15. Cornelia Avenue / Ashlan Avenue 16. Grantland Avenue / Dakota Avenue 17. Grantland Avenue / Shields Avenue 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Study Segments 1. Shaw Avenue between Grantland Avenue and Veterans Boulevard 2. Shaw Avenue between Veterans Boulevard and Bryan Avenue 3. Shaw Avenue between Bryan Avenue and Hayes Avenue 4. Garfield Avenue between Shaw Avenue and Gettysburg Avenue 5. Grantland Avenue between Shaw Avenue and Veterans Boulevard 6. Grantland Avenue between Veterans Boulevard and Gettysburg Avenue (West Leg) 7. Grantland Avenue between Gettysburg Avenue (West Leg) and Ashlan Avenue 8. Grantland Avenue between Ashlan Avenue and Dakota Avenue 9. Grantland Avenue between Dakota Avenue and Shields Avenue 10. Ashlan Avenue between Grantland Avenue and Bryan Avenue 11. Ashlan Avenue between Bryan Avenue and Hayes Avenue 12. Ashlan Avenue between Hayes Avenue and Polk Avenue Project Only Trips to State Facilities 1. State Route 99 / Shaw Avenue 2. State Route 99 / 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 between September 2017 and September 2018. Existing plus Project (Phase I) Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project (Phase I) Traffic Conditions. The Existing plus Project (Phase I) traffic volumes were obtained by adding the Project Only Trips (Phase I) to the Existing Traffic Conditions scenario. The Project Only Trips (Phase I) to the study facilities were developed based on existing travel patterns, the Fresno COG Project (Phase I) Select Zone, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. The Fresno COG Models for the Project Select Zone are contained in Appendix C. Existing plus Project (Phase I & Phase II) Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project (Phase I & Phase II) Traffic Conditions. The Existing plus Project (Phase I & Phase II) traffic volumes were obtained by adding the Project Only Trips (Phase II) to the Existing plus Project (Phase I) Traffic Conditions scenario. The Project Only Trips (Phase II) to the study facilities were developed based on existing travel patterns, the Fresno COG Project Select Zones, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Buildout) Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project (Buildout) Traffic Conditions. The Existing plus Project (Buildout) traffic volumes were obtained by adding the Project Only Trips (Buildout) to the Existing Traffic Conditions scenario. The Project Only Trips (Buildout) to the study facilities were developed based on existing travel patterns, the Fresno COG Project (Buildout) Select Zone, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. Near Term plus Project (Buildout) 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 (Buildout) Traffic Conditions scenario. It should be noted that this scenario assumes that Gettysburg Avenue is built between Bryan Avenue and a point approximately 1,200 feet east of Bryan Avenue. Cumulative Year 2035 No Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative Year 2035 No Project Traffic Conditions. The Cumulative Year 2035 No Project traffic volumes were obtained by subtracting the 2035 Project Only Trips from the Cumulative Year 2035 plus Project Traffic Conditions scenario. 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 C. It should be noted that by the year 2035, additional major streets and freeway interchanges will be implemented in the vicinity of the Project that will result in changes in travel patterns and volumes. Specifically, some of the traffic currently on Grantland Avenue between Barstow Avenue and Gettysburg Avenue is projected to shift to Veterans Boulevard between Barstow Avenue and Gettysburg Avenue causing a reduction in traffic volumes on Grantland Avenue between Barstow Avenue and Gettysburg Avenue. In addition, this scenario assumes that Gettysburg Avenue is built between Bryan Avenue and Hayes Avenue and that Dakota Avenue is built east of Grantland Avenue. The 2035 Project Only Trips to the study facilities were developed based on the potential changes to the roadway network, engineering judgment, knowledge of the study area, existing residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 8 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 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 D. Criteria of Significance The 2035 City of Fresno General Plan has established various degrees of acceptable 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 and segments within this TIA pursuant to the City of Fresno 2035 General Plan. The County of Fresno has established LOS C as the acceptable level of traffic congestion on county roads and streets that fall entirely outside the Sphere of Influence (SOI) of a City. For those areas that fall within the SOI of a City, the LOS criteria of the City are the criteria of significance used in this report. LOS C is used to evaluate the potential significance of LOS impacts to Fresno County intersections and segments that fall outside the City of Fresno SOI. In this case, all study facilities fall within the City of Fresno SOI, therefore, the City of Fresno LOS is utilized. 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, however, all study facilities fall within the City of Fresno. Therefore, the City of Fresno LOS thresholds are utilized. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 9 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 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 consistent with the California Manual of Uniform Traffic Control Devices (CA MUTCD) based on approach speeds Yellow time of 3.2 seconds for left-turn phases All-red clearance intervals of 1.0 second for all phases 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 – unless otherwise stated A 3 percent heavy vehicle factor 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 An average of 10 pedestrian calls per hour per at the intersections of Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue and Ashlan Avenue At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing, Existing plus Project (Phase I), Existing plus Project (Phase I & Phase II), Existing plus Project (Buildout) and Near Term plus Project (Buildout) scenarios For the Cumulative Year 2035 scenarios, the following PHF’s were utilized to reflect school traffic operations and an increase in future traffic volumes. As roadways start to reach their saturated flow rates, PHF’s tend to increase to 0.90 or higher. The PHF’s were established based on historical traffic counts collected by JLB for intersections in proximity of school sites. o For the intersections of Grantland Avenue and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, and Bryan Avenue and Ashlan Avenue, the following PHF’s were utilized: A PHF of 0.86 during the AM peak A PHF of 0.90 during the PM peak o A PHF of 0.92, or the existing PHF if higher, is utilized for all other intersections 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 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. Grantland Avenue is an existing north-south two-lane divided arterial adjacent to the proposed Project. In this area, Grantland Avenue extends south of Parkway Drive through the southern limits of the City of Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Grantland Avenue as a two-lane arterial between Parkway Drive and Shaw Avenue, a four-lane collector between Shaw Avenue and Gettysburg Avenue, and a four-lane super arterial between Gettysburg Avenue and Belmont Avenue. Barstow Avenue is an existing east-west two-lane undivided collector in the vicinity of the proposed Project. In this area, Barstow Avenue exists between Garfield Avenue and Bryan Avenue. The City of Fresno 2035 General Plan Circulation Element designates Barstow Avenue as a two-lane collector between Garfield Avenue and Veterans Boulevard and a four-lane collector between Veterans Boulevard and the future north leg of Hayes Avenue. Garfield Avenue is an existing north-south two-lane undivided collector in the vicinity of the proposed Project. In this area, Garfield Avenue extends south of Parkway Drive to a point approximately a half a mile south of Shaw Avenue. The City of Fresno 2035 General Plan Circulation Element designates Garfield Avenue as a two-lane collector between Parkway Drive and Shields Avenue. Shaw Avenue is an existing east-west two-lane undivided arterial in the vicinity of the proposed Project. In this area, Shaw Avenue extends through the City of Fresno easterly beyond the City of Clovis and westerly beyond Garfield Avenue into the County of Fresno. The City of Fresno 2035 General Plan Circulation Element designates Shaw Avenue as a two-lane arterial between Garfield Avenue and Grantland Avenue, a four-lane arterial between Grantland Avenue and Cornelia Avenue, and a six-lane arterial east of Cornelia Avenue. Furthermore, the City of Fresno 2035 General Plan Circulation Element acknowledged that Shaw Avenue would exceed LOS D as a four-lane and six-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 Golden State Boulevard and a six-lane facility between Golden State Boulevard and Jennifer Avenue. Additionally, the City of Fresno 2035 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 11 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard is planned as a six-lane divided super arterial in the vicinity of the proposed Project. Veterans Boulevard will ultimately connect to State Route 99 and Herndon Avenue to the north and Grantland Avenue to the south. The City of Fresno 2035 General Plan Circulation Element designates Veterans Boulevard as a six-lane super arterial between its future connection with Grantland Avenue and Gettysburg Avenue to its future connection with Herndon Avenue and Polk Avenue. Furthermore, the City of Fresno 2035 General Plan Circulation Element acknowledged that Veterans Boulevard would exceed LOS D as a six-lane facility between Barstow Avenue and Bryan Avenue. However, City Council made appropriate findings to designate LOS E as the criteria of significance for Veterans Boulevard as a six-lane facility between Barstow Avenue and Bryan Avenue. Bryan Avenue is an existing north-south two- to three-lane divided collector in the vicinity of the proposed Project. In this area, Bryan Avenue exists between Shaw Avenue and McKinley Avenue. The City of Fresno 2035 General Plan Circulation Element designates Bryan Avenue as a two-lane collector between Shaw Avenue and Belmont Avenue. Hayes Avenue is an existing north-south two- to three-lane undivided collector in the vicinity of the proposed Project. In this area, Hayes Avenue extends south of Shaw Avenue through the City of Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Hayes Avenue as a two-lane collector between Shaw Avenue and Belmont Avenue. Gettysburg Avenue is a future east-west two-lane divided collector adjacent to proposed Project. In this area, Gettysburg Avenue exists for 1,300 feet west of Bryan Avenue. The City of Fresno 2035 General Plan Circulation Element designates Gettysburg Avenue as a two-lane collector divided by a two-way left-turn lane between its future connection with Grantland Avenue and Veterans Boulevard and Weber Avenue. West of Grantland Avenue, Gettysburg Avenue will exist as a two-lane roadway within the proposed Project site. Ashlan Avenue is an existing east-west two-lane divided 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 City of Fresno 2035 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 City of Fresno 2035 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 City of Fresno 2035 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. Polk Avenue is an existing north-south two- to four-lane arterial in the vicinity of the proposed Project. In this area, Polk Avenue extends south of Parkway Drive to Olive Avenue. The City of Fresno 2035 General Plan designates Polk Avenue as a four-lane divided arterial between Shaw Avenue and Belmont Avenue. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 12 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Cornelia Avenue is an existing north-south two-lane collector in the vicinity of the proposed Project. In this area, Cornelia Avenue extends south of Parkway Drive to Belmont Avenue. The City of Fresno 2035 General Plan designates Cornelia Avenue as a two-lane collector throughout the City of Fresno SOI. Dakota Avenue is a future east-west two-lane collector in the vicinity of the proposed Project. In this area, Dakota Avenue exists between Hayes Avenue and State Route 99. The City of Fresno 2035 General Plan Circulation Element designates Dakota Avenue as a two-lane collector between Grantland Avenue and State Route 99. Shields Avenue is an existing east-west two-lane undivided arterial in the vicinity of the proposed Project. In this area, Shields Avenue extends west of Marks Avenue through the western limits of the City of Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Shields Avenue as a two-lane collector west of State Route 99 through the City of Fresno SOI. State Route 99 is an existing 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. Traffic Signal Warrants Eight-hour and four-hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing Traffic Conditions scenario. These warrants are found in Appendix M. These warrants were prepared pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Hayes Avenue and Shaw Avenue and Polk Avenue and Ashlan Avenue satisfy both of the signal warrants. Based on the signal warrant and engineering judgement, signalization of these intersections is not recommended, especially since these intersections operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Collision Analysis JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) and the Transportation Injury Mapping System (TIMS) to review collision reports for the most recent five-year period (January 1, 2013 to December 31, 2017). The SWITRS “is a database that serves as a means to collect and process data gathered from a collision scene. The internet SWITRS application is a tool by which CHP staff and members of its Allied Agencies throughout California can request various types of statistical reports in an electronic format.” The TIMS “has been developed over the past five-plus years by SafeTREC to provide quick, easy and free access to California crash data that has been geocoded by SafeTREC to make it easy to map out crashes.” All collision reports found in SWITRS and TIMS between January 1, 2013 and December 21, 2017 were included in the analysis, however, any duplicate reports were excluded from the analysis. Collision data for each study intersection and segment are contained in Appendix E. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 13 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 In the five-year period, a total of 49 collisions were reported within the influence zone of the existing study intersections. Table I summarizes the total number of collisions reported at each existing study intersection, the type of collision, the severity of the collision, the type of violation, and whether the collision involved another motor vehicle, a pedestrian or a fixed object. Based on the collision data recorded during the five-year period, all existing study intersections have experienced a relatively low average number of collisions per year with one exception. The exception is that at the intersection of Grantland Avenue and Shaw Avenue experienced 18 total collisions during the five-year period – the highest number of reported collisions when compared all existing study intersections. The type of collisions at the intersection of Grantland Avenue and Shaw Avenue included 14 broadsides, three (3) hit object, and one (1) head-on. Furthermore, the type of violations included nine (9) traffic signals and signs, six (6) failures to yield the right of way, one (1) unsafe speed, (1) improper turning movement, and one (1) driving under the influence. It is worth mentioning that majority of the broadside collisions occurred during the year 2013. Furthermore, the intersection of Grantland Avenue and Shaw Avenue was signalized in 2017. After thorough review of the data contained within the collision reports for the five-year analysis period, the signalization of the intersection of Shaw Avenue and Grantland Avenue should reduce the number and severity of broadside collisions. At the remaining study intersections, JLB was unable to reach a conclusion that would explain any justification for the modification of lane geometrics or traffic controls. As a result, the number of correctable collisions experienced at the remaining existing study intersections is considered less than significant. In the five-year period, a total of 43 collisions were reported within the existing study segments. Table II summarizes the total number of collisions reported at each existing study segment, the type of collision, the severity of the collision, the type of violation, and whether the collision involved another motor vehicle, a pedestrian or a fixed object. Based on the collision data recorded during the five-year period, all existing study segments have experienced a relatively low average number of collisions per year with one exception. The exception is that for the segment of Shaw Avenue between Grantland Avenue and Bryan Avenue, which experienced 20 collisions during the five-year period – the highest number of reported collisions when compared all existing study segments. The type of collisions on the segment of Shaw Avenue between Grantland Avenue and Bryan Avenue included 14 broadsides, four (4) hit object, one (1) rear end, one (1) head-on, and one (1) sideswipe. Furthermore, the type of violations included nine (9) traffic signals and signs, seven (7) failures to yield the right of way, three (3) unsafe speed, (1) improper turning movement, and one (1) driving under the influence. It is worth mentioning that majority of the broadside collisions occurred during the year 2013 and these were also within the influence zone of the intersection of Shaw Avenue and Grantland Avenue. The signalization of the intersection of Shaw Avenue and Grantland Avenue should reduce the number and severity of broadside collisions on Shaw Avenue between Grantland Avenue and Bryan Avenue. After thorough review of the data contained within the collision reports for the five-year analysis period, JLB was unable to reach a conclusion that would explain any justification for the modification of lane geometrics or traffic controls at the remaining existing study segments. As a result, the number of correctable collisions experienced at the remaining existing study segments is considered less than significant. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 14 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table I: Five-Year Intersection Collision Analysis ID Intersection Number of Collisions Type of Collision Severity Type of Violation Motor Vehicle Involved with... Broadside Rear End Head-On Object Sideswipe Fatal Severe Injury Other Visible Injury Complaint of Pain Injury Property Damage Only Traffic Signals & Signs Right of Way Unsafe Speed Improper Turning Driving Under Influence Pedestrian Violation Pedestrian Other Motor Vehicle Fixed Object 1 Grantland Avenue / Barstow Avenue 1 1 - - - - - - - 1 - 1 - - - - - - 1 - 2 Garfield Avenue / Shaw Avenue 3 1 2 - - - - - - 3 - 1 - 2 - - - - 3 - 3 Grantland Avenue / Shaw Avenue 18 14 - 1 3 - - 1 5 5 7 9 6 1 1 1 - - 15 3 5 Bryan Avenue / Shaw Avenue 1 - - - 1 - - - - - 1 - - 1 - - - - - 1 6 Hayes Avenue / Shaw Avenue 8 1 1 1 5 - - - 2 4 2 1 - 2 3 2 - - 3 5 9 Bryan Avenue / Gettysburg Avenue 2 21 - - - - - - 1 - 1 - 1 - 1 - - - 2 - 11 Grantland Avenue / Ashlan Avenue 2 2 - - - - - 1 - - 1 - 2 - - - - - 2 - 12 Bryan Avenue / Ashlan Avenue 2 2 - - - - - - - 2 - - - - - 2 - 1 1 - 13 Hayes Avenue / Ashlan Avenue 3 1 2 - - - 1 - - 1 1 - - 1 - 2 - - 2 - 14 Polk Avenue / Ashlan Avenue 2 - 1 - - 1 - - - - 2 1 - 1 - - - - 2 - 15 Cornelia Avenue / Ashlan Avenue 4 2 - 2 - - - - 1 3 - 2 - - 1 - 1 1 3 - 17 Grantland Avenue / Shields Avenue 3 1 1 - 1 - - - 2 1 - - 1 1 1 - - - 2 1 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table II: Five-Year Segment Collision Analysis ID Segment Limits Number of Collisions Type of Collision Severity Type of Violation Motor Vehicle Involved with... Broadside Rear End Head-On Object Sideswipe Fatal Severe Injury Other Visible Injury Complaint of Pain Injury Property Damage Only Traffic Signals & Signs Right of Way Unsafe Speed Improper Turning Driving Under Influence Pedestrian Violation Pedestrian Other Motor Vehicle Fixed Object 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 20 14 1 1 3 1 - 1 6 6 7 9 7 2 1 1 - - 17 3 2 Shaw Avenue Veterans Boulevard and Bryan Avenue - - - - 1 - - - - - 1 - - 1 - - - - - 1 3 Shaw Avenue Bryan Avenue and Hayes Avenue 9 1 1 1 6 - - - 5 2 2 1 - 2 4 2 - - 3 6 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 4 1 2 1 - - - 1 1 2 - 1 - 2 - - 1 1 3 - 5 Grantland Avenue Shaw Avenue and Gettysburg Avenue - - - - - - - - - - - - - - - - - - - - 6 Ashlan Ave Hayes Ave and Polk Ave 5 1 3 - 1 - 2 - - 1 2 1 1 1 - 2 - - 5 - 7 Grantland Avenue Gettysburg Avenue and Ashlan Avenue - - - - - - - - - - - - - - - - - - - - 8 Grantland Avenue Ashlan Avenue and Dakota Avenue - - - - - - - - - - - - - - - - - - - - 9 Grantland Avenue Dakota Avenue and Shields Avenue 3 1 1 - 1 - - 2 - 1 - - 1 1 1 - - - 2 1 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 3 - - - - - 1 - 1 1 - 2 - - 1 - - 3 - 11 Ashlan Avenue Bryan Avenue and Hayes Avenue - - - - - - - - - - - - - - - - - - - - 12 Ashlan Avenue Hayes Avenue and Polk Avenue 4 - 3 - 1 - 2 - - - 2 - 1 1 - 2 - - 4 - www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 16 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Results of Existing Level of Service Analysis Figure 2 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix F. Table III presents a summary of the Existing peak hour LOS at the study intersections, while Table IV presents a summary of the Existing LOS for the study segments. At present, the intersection of Bryan Avenue and Ashlan Avenue exceeds its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be considered for implementation. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; and o Add a westbound right-turn lane. At present, all study segments operate at an acceptable LOS. Table III: 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 Grantland Avenue / Barstow Avenue Two-Way Stop 18.2 C 17.0 C 2 Garfield Avenue / Shaw Avenue Two-Way Stop 19.8 C 12.2 B 3 Grantland Avenue / Shaw Avenue Signalized 52.6 D 20.2 C 4 Veterans Boulevard / Shaw Avenue Does Not Exist N/A N/A N/A N/A 5 Bryan Avenue / Shaw Avenue One-Way Stop 14.3 B 15.6 C 6 Hayes Avenue / Shaw Avenue One-Way Stop 17.7 C 19.6 C 7 Grantland Avenue / Gettysburg Avenue One-Way Stop 10.7 B 10.5 B 8 Veterans Boulevard / Gettysburg Avenue Does Not Exist N/A N/A N/A N/A 9 Bryan Avenue / Gettysburg Avenue One-Way Stop 13.1 B 9.8 A 10 Parc West Drive / Ashlan Avenue Does Not Exist N/A N/A N/A N/A 11 Grantland Avenue / Ashlan Avenue One-Way Stop 11.4 B 10.7 B 12 Bryan Avenue / Ashlan Avenue All-Way Stop 38.3 E 8.5 A All-Way Stop (Improved) 24.0 C 8.6 A 13 Hayes Avenue / Ashlan Avenue All-Way Stop 7.6 A 8.5 A 14 Polk Avenue / Ashlan Avenue All-Way Stop 9.1 A 13.0 B 15 Cornelia Avenue / Ashlan Avenue Signalized 52.1 D 23.3 C 16 Grantland Avenue / Dakota Avenue Does Not Exist N/A N/A N/A N/A 17 Grantland Avenue / Shields Avenue All-Way Stop 10.0 A 8.4 A 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 17 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table IV: Existing Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 9,530 C 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 9,530 C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 9,884 C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 159 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 3,964 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) DNE DNE DNE 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 4,434 C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 3,093 C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 3,093 C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 2,418 B 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 4,202 B 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 3,861 B Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables PARC WEST N Not To Scale Figure 1Parc West - City of Fresno Vicinity Map Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 10/18/2018 - JR17 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= STUDY INTERSECTION = FUTURE STREET = STUDY SEGMENT LEGEND # 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE 7 ASHLAN AVE GETTYSBURG AVE SHAW AVE GARFIELD AVEBARSTOW AVE BULLARD AVE MARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEU P R R PRINCETON AVEVALENTINE AVEBRAWLEY AVEGO L D E N S T A T E B L V D U P R R WE B E R A V E BN S F MARKS AVEBN S F PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 10/18/2018 - JR123(153)75(83)34(32)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.86(141)68(75) 82(30)58(6)53(28)105(62)5(9)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.58(33)100(6)145(50) 192(68) 6(8) 38(7) 184(64) 43(12) 20(1)51(18)124(74)26(33)12(10)Shields AveGrantland AveShields AveGrantland Ave &17.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)79(34)5(6)25(13)1(2)Shaw AveGarfield AveShaw AveGarfield Ave &2.6(1)3(1)21(21) 258(238) 1(4) 2(2) 268(236) 52(32)97(59)163(145)124(105)33(49)Shaw AveGrantland AveShaw AveGrantland Ave &3.147(137)21(6)83(116) 191(235) 21(29) 18(9) 224(196) 79(69)21(20)289(309)10(17)8(14)Barstow AveGrantland AveBarstow AveGrantland Ave &1.337(278)15(24)7(11) 20(28) 23(9) 30(20) 9(11) 28(18)93(44)Bryan AveShaw Ave Shaw AveBryan Ave &5.24(37)277(365) 112(83) 51(43) 328(316)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)114(69)Hayes AveShaw Ave Shaw AveHayes Ave &6.61(37)314(433) 42(107) 59(57) 377(347)192(172)6(12)16(9)Stadium DrGrantland AveGettysburg AveGrantland Ave &7.183(166)7(11) 8(12)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)54(10)143(79)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.114(71)123(29)8(1) 9(3)51(18)124(74)26(33)12(10)Ashlan AveVeterans BlvdAshlan AveParc West Dr &10.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)2(11)49(47)25(16)19(24)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.25(68)6(25)5(18) 44(82) 16(20) 8(15) 33(99) 2(8)8(8)77(130)95(97)68(72)Ashlan AvePolk AveAshlan AvePolk Ave &14.84(136)3(9)36(132) 57(109) 28(82) 3(18) 75(121) 3(9)43(15)172(73)193(121)330(221)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.96(124)65(52)80(183) 235(343) 271(268) 89(66) 440(237) 23(13) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXISTDOES N OT EXIST 17 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION LEGEND Parc West - City of Fresno Existing - Traffic Volumes, Geometrics and Controls Figure 2 DOES N OT EXIST 1(7) 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Phase I) Traffic Conditions Project Description (Phase I) The Project proposes to develop up to 844 single-family residential units and a 1.819-acre park on approximately 160 acres. Although the Project (Buildout) will construct a total of 844 single-family residential units and a 1.819-acre park, the Project (Phase I) will only construct 84 single-family residential units on 14.41 acres. The Project (Phase I) is anticipated to be constructed at what will be the southwest corner of Grantland Avenue and the west leg of Gettysburg Avenue. Figure 3 illustrates the latest Project (Phase I) Site Plan. Project Access (Phase I) Based on information provided by the developer, access to and from the Project site under Phase I will be from one (1) point located on the west side of Grantland Avenue directly across from the Deran Koligian Stadium access driveway located approximately 1,750 feet north of Ashlan Avenue. This access point is proposed to be a full access. JLB analyzed the location of the proposed access point relative to the existing local roads and driveways in the Project’s vicinity. A review of the Project access point to be constructed under Phase I indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. Trip Generation (Phase I) Trip generation rates for the proposed Project under Phase I were obtained from the 10th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table V presents the trip generation for the proposed Project (Phase I) with trip generation rates for 84 Single-Family Detached Housing. The proposed Project under Phase I is estimated to generate a maximum of 793 daily trips, 62 AM peak hour trips and 83 PM peak hour trips. Table V: Project (Phase I) Trip Generation Note: d.u. = Dwelling Units Trip Distribution (Phase I) The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project (Phase I) 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 City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. Figure 4 illustrates the Project Only Trips to the study intersections under Phase I. Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 84 d.u. 9.44 793 0.74 25 75 15 47 62 0.99 63 37 52 31 83 Total Project Trips 793 15 47 62 52 31 83 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing plus Project (Phase I) Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Hayes Avenue and Shaw Avenue and Bryan Avenue and Ashlan Avenue satisfy the peak hour signal warrant during the AM peak period only, while the intersection of Polk Avenue and Ashlan Avenue satisfies the peak hour signal warrant during the PM peak period only. Based on the signal warrants and engineering judgement, signalization of these intersections is not recommended, especially since these intersections are projected to operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Existing plus Project (Phase I) Roadway Network The Existing plus Project (Phase I) Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with a few exceptions. This scenario assumes that the Project (Phase I) will construct a portion of Gettysburg Avenue west of Grantland Avenue and that the intersection of Grantland Avenue and Gettysburg Avenue is controlled by a two-way stop on Gettysburg Avenue. Finally, this scenario assumes that the Project (Phase I) will build its frontage improvements to Grantland Avenue. Figure 5 illustrates the assumed intersection geometrics and traffic controls for this intersection under this scenario. Results of Existing plus Project (Phase I) Level of Service Analysis The Existing plus Project (Phase I) Traffic Conditions scenario assumes that a portion of Gettysburg Avenue exists west of Grantland Avenue. Figure 5 illustrates the Existing plus Project (Phase I) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project (Phase I) Traffic Conditions scenario are provided in Appendix G. Table VI presents a summary of the Existing plus Project (Phase I) peak hour LOS at the study intersections, while Table VII presents a summary of the Existing plus Project (Phase I) LOS for the study segments. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; and o Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 22 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table VI: Existing plus Project (Phase I) Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Grantland Avenue / Barstow Avenue Two-Way Stop 18.5 C 17.3 C 2 Garfield Avenue / Shaw Avenue Two-Way Stop 19.8 C 12.2 B 3 Grantland Avenue / Shaw Avenue Signalized 21.3 C 20.4 C 4 Veterans Boulevard / Shaw Avenue Does Not Exist N/A N/A N/A N/A 5 Bryan Avenue / Shaw Avenue One-Way Stop 14.4 B 15.6 C 6 Hayes Avenue / Shaw Avenue One-Way Stop 17.9 C 19.8 C 7 Grantland Avenue / Gettysburg Avenue Two-Way Stop 11.6 B 11.7 B 8 Veterans Boulevard / Gettysburg Avenue Does Not Exist N/A N/A N/A N/A 9 Bryan Avenue / Gettysburg Avenue One-Way Stop 13.1 B 9.8 A 10 Parc West Drive / Ashlan Avenue Does Not Exist N/A N/A N/A N/A 11 Grantland Avenue / Ashlan Avenue One-Way Stop 11.9 B 10.9 B 12 Bryan Avenue / Ashlan Avenue All-Way Stop 41.9 E 8.7 A All-Way Stop (Mitigated) 28.0 D 8.8 A 13 Hayes Avenue / Ashlan Avenue All-Way Stop 7.7 A 8.7 A 14 Polk Avenue / Ashlan Avenue All-Way Stop 9.3 A 13.5 B 15 Cornelia Avenue / Ashlan Avenue Signalized 43.0 D 23.4 C 16 Grantland Avenue / Dakota Avenue Does Not Exist N/A N/A N/A N/A 17 Grantland Avenue / Shields Avenue All-Way Stop 10.1 B 8.4 A 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. Table VII: Existing plus Project (Phase I) Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 9,620 C 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 9,603 C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 9,953 C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 159 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 4,200 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) DNE DNE DNE 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 4,984 C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 3,199 C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 3,193 C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 2,862 B 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 4,557 B 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 4,168 B Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables 004-067 - 10/16/18 - JR 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 Parc West - City of Fresno Project Site Plan (Phase I) Figure 3 N Not To Scale PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 10/18/2018 - JR9(4)22(17)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.2(16)8(21)0(1)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.1(4)6(15) 2(2) 19(14) 1(1)2(1)6(1)1(2)Shields AveGrantland AveShields AveGrantland Ave &17.0(13)1(0) 0(2) Shaw AveGarfield AveShaw AveGarfield Ave &2.3(8)7(3)Shaw AveGrantland AveShaw AveGrantland Ave &3.8(6)1(0)1(5) 0(1)2(8)Barstow AveGrantland AveBarstow AveGrantland Ave &1.7(5)Bryan AveShaw Ave Shaw AveBryan Ave &5. 1(4) 6(2)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)Hayes AveShaw Ave Shaw AveHayes Ave &6. 1(3) 5(2)5(15)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.10(37)31(21) 16(10)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18) Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.51(18)124(74)26(33)12(10)Ashlan AveVeterans BlvdAshlan AveParc West Dr &10.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)1(1)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.0(1)5(13) 1(1) 17(12) 1(1) Ashlan AvePolk AveAshlan AvePolk Ave &14. 4(12) 16(11) Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15. 4(12) 15(11) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXISTDOES N OT EXIST 17 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM PROJECT ONLY TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PROJECT ONLY TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION LEGEND DOES N OT EXIST Parc West - City of Fresno Project Only Trips (Phase I) Figure 4 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 10/18/2018 - JR132(157)97(100)34(32)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.88(157)76(96) 82(30)58(7)53(28)105(62)5(9)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.58(33)101(10)145(50) 198(83) 6(8) 40(9) 203(78) 44(13) 20(1)53(19)130(75)27(35)12(10)Shields AveGrantland AveShields AveGrantland Ave &17.72(91)17(10)16(22) 137(63) 15(7) 4(10) 105(85) 24(20)79(34)5(6)25(13)1(2)Shaw AveGarfield AveShaw AveGarfield Ave &2.6(1)3(1)21(21) 258(238) 1(4) 2(2) 268(236) 52(32)97(59)166(153)124(105)40(52)Shaw AveGrantland AveShaw AveGrantland Ave &3.155(143)22(6)83(116) 191(235) 22(34) 18(10) 224(196) 79(69)21(20)291(317)10(17)8(14)Barstow AveGrantland AveBarstow AveGrantland Ave &1.344(283)15(24)7(11) 20(28) 23(9) 30(20) 9(11) 28(18)93(44)Bryan AveShaw Ave Shaw AveBryan Ave &5.24(37)278(369) 112(83) 51(43) 334(318)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)114(69)Hayes AveShaw Ave Shaw AveHayes Ave &6.61(37)315(436) 42(107) 59(57) 382(349)5(15)192(172)6(12)16(9)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.183(166)10(37)7(11) 0(0) 8(12) 31(21) 0(0) 16(10)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)54(10)143(79)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.114(71)123(29)8(1) 9(3)51(18)124(74)26(33)12(10)Ashlan AveVeterans BlvdAshlan AveParc West Dr &10.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)3(12)49(47)25(16)19(24)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.25(68)6(26)5(18) 49(95) 16(20) 9(16) 50(111) 3(9)8(8)77(130)95(97)68(72)Ashlan AvePolk AveAshlan AvePolk Ave &14.84(136)3(9)36(132) 61(121) 28(82) 3(18) 91(132) 3(9)43(15)172(73)193(121)330(221)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.96(124)65(52)80(183) 239(355) 271(268) 89(66) 455(248) 23(13) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXISTDOES N OT EXIST 17 10 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION LEGEND DOES N OT EXIST 1(7) Parc West - City of Fresno Existing plus Project (Phase I) - Traffic Volumes, Geometrics and Controls Figure 5 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Phase I & Phase II) Traffic Conditions Project Description (Phase II) The Project proposes to develop up to 844 single-family residential units and a 1.819-acre park on approximately 160 acres. Although the Project (Buildout) will construct a total of 844 single-family residential units and a 1.819-acre park, the Project (Phase II) will only construct 381 single-family residential units. The Project (Phase II) is anticipated to be constructed at what will be the northwest quadrant of Grantland Avenue and Ashlan Avenue, adjacent to the Project (Phase I). At the time of preparation of this TIA, a site plan for the Project Phase II was not available. Project Access (Phase II) Based on information provided by the developer, access to and from the Project site under Phase I and Phase II will be from two (2) points. In addition to the proposed full access point described under Phase I, the Project under Phase II proposes to have access to Ashlan Avenue. Access to Ashlan Avenue will be off the proposed Parc West Drive located approximately 600 feet west of Grantland Avenue and is proposed to be controlled by a single-lane roundabout. Furthermore, it is assumed that Ashlan Avenue is built as a two-lane undivided collector for approximately 600 feet west of Grantland Avenue and that the intersection of Grantland Avenue and Ashlan Avenue is controlled by a two-way stop on Ashlan Avenue. JLB analyzed the location of the proposed access points relative to the existing local roads and driveways in the Project’s vicinity. A review of the Project access point to be constructed under Phase II indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. Trip Generation (Phase II) Trip generation rates for the proposed Project under Phase II were obtained from the 10th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table VIII presents the trip generation for the proposed Project (Phase II) with trip generation rates for 381 Single-Family Detached Housing. The proposed Project under Phase II is estimated to generate a maximum of 3,597 daily trips, 282 AM peak hour trips and 377 PM peak hour trips. Table VIII: Project (Phase II) Trip Generation Note: d.u. = Dwelling Units Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) – Phase II 381 d.u. 9.44 3,597 0.74 25 75 71 211 282 0.99 63 37 238 139 377 Total Project Trips 3,597 71 211 282 238 139 377 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Trip Distribution (Phase II) The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project (Phase I and Buildout) 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 City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. Figure 6 illustrates the Project Only Trips to the study intersections under Phase II. Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing plus Project (Phase I & Phase II) Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Hayes Avenue and Shaw Avenue and Bryan Avenue and Ashlan Avenue satisfy the peak hour signal warrant during the AM peak period only, while the intersection of Polk Avenue and Ashlan Avenue satisfies the peak hour signal warrant during the PM peak period only. Based on the signal warrants and engineering judgement, signalization of these intersections is not recommended, especially since these intersections are projected to operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Existing plus Project (Phase I & Phase II) Roadway Network The Existing plus Project (Phase I & Phase II) Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing plus Project (Phase I) Traffic Conditions scenario with a few exceptions. This scenario assumes that the intersection of Parc West Drive and Ashlan Avenue is controlled by a single-lane roundabout. Moreover, this scenario assumes that the Project (Phase II) will construct Ashlan Avenue as a two-lane undivided collector for approximately 600 feet west of Grantland Avenue and that the intersection of Grantland Avenue and Ashlan Avenue is controlled by a two-way stop on Ashlan Avenue. Figure 7 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Results of Existing plus Project (Phase I & Phase II) Level of Service Analysis The Existing plus Project (Phase I & Phase II) Traffic Conditions scenario assumes that that a portion of Gettysburg Avenue exists west of Grantland Avenue and that a portion of Ashlan Avenue exists west of Grantland Avenue. Figure 7 illustrates the Existing plus Project (Phase I & Phase II) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project (Phase I & Phase II) Traffic Conditions scenario are provided in Appendix H. Table IX presents a summary of the Existing plus Project (Phase I & Phase II) peak hour LOS at the study intersections, while Table X presents a summary of the Existing plus Project (Phase I & Phase II) LOS for the study segments. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; and o Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. Table IX: Existing plus Project (Phase I & Phase II) Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Grantland Avenue / Barstow Avenue Two-Way Stop 20.4 C 19.5 C 2 Garfield Avenue / Shaw Avenue Two-Way Stop 21.0 C 12.4 B 3 Grantland Avenue / Shaw Avenue Signalized 25.2 C 23.3 C 4 Veterans Boulevard / Shaw Avenue Does Not Exist N/A N/A N/A N/A 5 Bryan Avenue / Shaw Avenue One-Way Stop 16.2 C 17.5 C 6 Hayes Avenue / Shaw Avenue One-Way Stop 20.7 C 23.1 C 7 Grantland Avenue / Gettysburg Avenue Two-Way Stop 15.3 C 17.1 C 8 Veterans Boulevard / Gettysburg Avenue Does Not Exist N/A N/A N/A N/A 9 Bryan Avenue / Gettysburg Avenue One-Way Stop 13.1 B 9.6 A 10 Parc West Drive / Ashlan Avenue Roundabout 4.0 A 4.1 A 11 Grantland Avenue / Ashlan Avenue One-Way Stop 14.2 B 16.4 C 12 Bryan Avenue / Ashlan Avenue All-Way Stop 49.3 E 9.0 A All-Way Stop (Mitigated) 33.6 D 9.0 A 13 Hayes Avenue / Ashlan Avenue All-Way Stop 7.8 A 8.8 A 14 Polk Avenue / Ashlan Avenue All-Way Stop 9.4 A 14.0 B 15 Cornelia Avenue / Ashlan Avenue Signalized 43.2 D 23.5 C 16 Grantland Avenue / Dakota Avenue Does Not Exist N/A N/A N/A N/A 17 Grantland Avenue / Shields Avenue All-Way Stop 10.9 B 9.0 A 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. 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table X: Existing plus Project (Phase I & Phase II) Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 10,810 C 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 10,793 C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 11,043 C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 159 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 6,360 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) DNE DNE DNE 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 6,444 C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 4,209 C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 4,173 C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 3,402 B 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 4,927 B 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 4,408 B Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables PARC WEST Parc West - City of Fresno Project Only Trips (Phase II) N Not To Scale Figure 6 Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/13/2018 - JA16(52)19(11)9(8)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.6(30)10(44)5(11) 10(20) 29(16) 17(16) 54(34)4(8)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.0(1)10(21) 1(1) 16(16) 8(6)9(3)25(11)10(9)Shields AveGrantland AveShields AveGrantland Ave &17.6(48)5(11) 1(12)2(4)Shaw AveGarfield AveShaw AveGarfield Ave &2. 3(3) 2(1) 1(2)15(55)80(49)Shaw AveGrantland AveShaw AveGrantland Ave &3.50(32)5(4)21(70) 3(6)13(53)2(4)Barstow AveGrantland AveBarstow AveGrantland Ave &1.48(28)2(2)Bryan AveShaw Ave Shaw AveBryan Ave &5. 20(63) 76(46)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)Hayes AveShaw Ave Shaw AveHayes Ave &6. 18(61) 73(45)23(79)16(52)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.54(34)11(41)1(2) 28(19) 2(3) 81(51)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18) Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.0(1)0(1)100(66)Ashlan AveParc West DrAshlan AveParc West Dr &10. 36(116)1(2)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.1(3)6(14) 3(3) 10(10) 2(2)0(1)Ashlan AvePolk AveAshlan AvePolk Ave &14. 5(12) 8(8) 0(1) Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.0(1)3(9) 1(0) 5(6) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 1 16 151112 3 5 64 8 7 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM PROJECT ONLY TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PROJECT ONLY TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION LEGEND DOES N OT EXIST 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E = ROUNDABOUTGARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F PARC WEST Parc West - City of Fresno Existing plus Project (Phase I & Phase II) - Traffic Volumes, Geometrics and Controls N Not To Scale Figure 7 Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/11/2018 - JA16(52)151(168)106(108)34(32)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.94(187)10(44)81(107) 10(20) 82(30) 29(16) 17(16) 54(34)62(15)53(28)105(62)5(9)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.58(33)101(11)145(50) 208(104) 6(8) 41(10) 219(94) 52(19) 20(1)62(22)155(86)37(44)12(10)Shields AveGrantland AveShields AveGrantland Ave &17.78(139)17(10)21(33) 137(63) 15(7) 4(10) 105(85) 25(32)79(34)5(6)27(17)1(2)Shaw AveGarfield AveShaw AveGarfield Ave &2.6(1)3(1)24(24) 260(239) 1(4) 2(2) 269(238) 52(32)97(59)181(208)124(105)120(101)Shaw AveGrantland AveShaw AveGrantland Ave &3.205(175)27(10)83(116) 191(235) 43(104) 21(16) 224(196) 79(69)21(20)304(370)10(17)10(18)Barstow AveGrantland AveBarstow AveGrantland Ave &1.392(311)15(24)7(11) 25(11) 30(20) 30(20) 9(11) 28(18)93(44)Bryan AveShaw Ave Shaw AveBryan Ave &5.24(37)298(432) 112(83) 51(43) 410(364)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)114(69)Hayes AveShaw Ave Shaw AveHayes Ave &6.61(37)333(497) 42(107) 59(57) 455(394)28(94)208(224)6(12)16(9)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.237(200)21(78)7(11) 1(2) 8(12) 59(40) 2(3) 97(61)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)54(10)143(79)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.114(71)123(30)8(2) 9(3)4(14)49(47)25(16)19(24)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.25(68)7(29)5(18) 55(109) 16(20) 12(19) 60(121) 5(11)8(9)77(130)95(97)68(72)Ashlan AvePolk AveAshlan AvePolk Ave &14.84(136)3(9)36(132) 66(133) 28(82) 3(18) 99(140) 3(10)43(15)172(73)193(121)330(221)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.96(124)65(53)80(183) 242(364) 271(268) 90(66) 460(254) 23(13) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 10 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND DOES N OT EXIST 1(7)VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 0(0)100(66)Ashlan AveParc West DrAshlan AveParc West Dr &10. 36(116) 0(0) 0(0) 0(0) = PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Buildout) Traffic Conditions Project Description (Buildout) The Project proposes to develop up to 844 single-family residential units and a 1.819-acre park on approximately 160 acres located on the northwest quadrant of Grantland Avenue and Ashlan Avenue. Project Access (Buildout) Based on information provided by the developer, access to and from the Project site under buildout will be from three (3) points. In addition to the proposed full access points described under Phase I and Phase II, the Project proposes to have access to Garfield Avenue. Access to Garfield Avenue will be off the future Gettysburg Avenue extension between Garfield Avenue and Grantland Avenue and is proposed to be full access. JLB analyzed the location of the proposed access points relative to the existing local roads and driveways in the Project’s vicinity. A review of the Project driveway to be constructed under buildout indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. Trip Generation (Buildout) Trip generation rates for the proposed Project under buildout were obtained from the 10th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table XI presents the trip generation for the proposed Project (Buildout) with trip generation rates for Single-Family Detached Housing. At buildout, the proposed Project is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. However, assuming that the proposed Project does not undergo a General Plan Amendment, the anticipated trip generation for the Project site would be higher. Table XII presents the trip generation for the proposed Project with trip generation rates for Single-Family Detached Housing (assuming the same density that is proposed by the Project) and Shopping Center (assuming a 0.25 floor-to-area ratio), consistent with the City of Fresno 2035 General Plan. Based on this, the proposed Project site has the potential to generate a maximum of 12,225 daily trips, 704 AM peak hour trips, and 1,263 PM peak hour trips. Compared to the land use consistent with the City of Fresno 2035 General Plan, the proposed Project is estimated to yield less traffic by 4,257 daily trips, 79 AM peak hour trips and 427 PM peak hour trips. The difference in trip generation is summarized in Table XIII. Table XI: Proposed Project (Buildout) Trip Generation (General Plan Amendment) Note: d.u. = Dwelling Units Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 844 d.u. 9.44 7,967 0.74 25 75 156 469 625 0.99 63 37 527 309 836 Public Park (411) 1.819 acre 0.78 1 0.02 59 41 0 0 0 0.11 55 45 0 0 0 Total Project Trips 7,968 156 469 625 527 309 836 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 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XII: Proposed Project Site Trip Generation (Consistent with 2035 General Plan) Note: d.u. = Dwelling Units k.s.f. = Thousand Square Feet Table XIII: Difference in Trip Generation Trip Distribution (Buildout) The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project (Buildout) Select Zone, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the vicinity of the Project. Figure 8 illustrates the Project Only Trips to the study intersections under buildout. Bikeways Currently, Class II Bike Lanes exist in the vicinity of the proposed Project site along Grantland Avenue, Ashlan Avenue, Bryan Avenue, and Cornelia Avenue. The City of Fresno 2017 Active Transportation Plan recommends that Class II Bike Lanes be implemented on: 1) Grantland Avenue between Parkway Drive and Belmont Avenue, 2) Shaw Avenue between Grantland Avenue and Polk Avenue, 3) Bryan Avenue between Shaw Avenue and Belmont Avenue, 3) Hayes Avenue between Shaw Avenue and Belmont Avenue, 4) Polk Avenue between Shaw Avenue and Belmont Avenue, 5) Gettysburg Avenue between Grantland Avenue/Veterans Boulevard and Cornelia Avenue, 6) Cornelia Avenue between Gettysburg Avenue and Belmont Avenue, 7) Ashlan Avenue east of Grantland Avenue, and 8) Shields Avenue east of Grantland Avenue. Furthermore, the City of Fresno 2017 Active Transportation Plan recommends that Class I Bike Paths be implemented on the west side of Veterans Boulevard between Herndon Avenue and Grantland Avenue/Gettysburg Avenue and on the east side of Grantland Avenue between Veterans Boulevard/Gettysburg Avenue and Belmont Avenue. Therefore, it is recommended that the Project implement a Class II Bike Lane along its frontages to Grantland Avenue, Gettysburg Avenue and Ashlan Avenue. Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 792 d.u. 9.44 7,477 0.74 25 75 147 440 586 0.99 63 37 494 290 784 Shopping Center (820) 125.780 k.s.f. 37.75 4,748 0.94 62 38 73 45 118 3.81 48 52 230 249 479 Total Project Trips 12,225 220 485 704 724 539 1,263 Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Proposed Project (Buildout) Trip Generation (General Plan Amendment) 7,968 156 469 625 527 309 836 Proposed Project Site Trip Generation (Consistent with the 2035 General Plan) 12,225 220 485 704 724 539 1,263 Difference in Trip Generation -4,257 -64 -16 -79 -197 -230 -427 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 34 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Transit Fresno Area Express (FAX) is the transit operator in the City of Fresno. At present, there are no FAX transit routes that operate in the vicinity of the proposed Project. The closest is FAX Route 9, which runs on Cornelia Avenue and Ashlan Avenue, approximately 2.07 miles to the east of the proposed Project. Route 9 operates at 30-minute intervals on weekdays and weekends and its nearest stop to the Project site is located on the east side of Cornelia Avenue approximately 125 feet north of Ashlan Avenue. This route provides a direct connection to Forestiere Underground Gardens, Fig Garden Shopping Center, Fashion Fair, Fresno State and Vinland Park. Retention of the existing and expansion of future transit routes is dependent on transit ridership demand and available funding. Safe Routes to School Kindergarten through 12th grade students from the Project will be served by the Central Unified School District (CUSD). The Central Unified School District provides transportation for students who live in excess of an established radius zone. The zone is a radius of 1.00 mile for grades Kindergarten through 6th and 2.00 miles for grades 7th through 12th. Based on the attendance area boundaries at the time of the preparation of this TIA, elementary school students would attend Harvest Elementary School located on the southwest corner of Bryan Avenue and Gettysburg Avenue. Harvest Elementary School is located 0.45 and 1.10 miles from the nearest and farthest future home on the Project. Therefore, it is anticipated that the majority of elementary school students will need to walk, bike or be driven to school. The most direct path from the Project to the Harvest Elementary School campus can begin from the intersection of Grantland Avenue and Ashlan Avenue. Currently, the intersection of Grantland Avenue and Ashlan Avenue is controlled by a one-way stop on Ashlan Avenue and contains a marked crosswalk on the westbound approach of Ashlan Avenue. It is anticipated that with the construction of the Project the intersection of Grantland Avenue and Ashlan Avenue will be controlled by a two-way stop on Ashlan Avenue and contain marked crosswalks on the eastbound and westbound approaches of Ashlan Avenue. Students would proceed to cross Grantland Avenue along the north side of Ashlan Avenue and then head east along the north side of Ashlan Avenue toward the intersection of Bryan Avenue and Ashlan Avenue. Once here, students can proceed north along the west side of Bryan Avenue until reaching a campus entrance. Based on the attendance area boundaries at the time of the preparation of this TIA, middle school students would attend Glacier Point Middle School located on the northwest quadrant of Bryan Avenue and Ashlan Avenue. Glacier Point Middle School is located 0.44 and 1.00 miles from the nearest and farthest future home on the Project. Therefore, it is anticipated that middle school students will need to walk, bike or be driven to school. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 35 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 The most direct path from the Project to the Glacier Point Middle School campus would begin from the intersection of Grantland Avenue and Ashlan Avenue. Currently, the intersection of Grantland Avenue and Ashlan Avenue is controlled by a one-way stop on Ashlan Avenue and contains a marked crosswalk on the westbound approach of Ashlan Avenue. It is anticipated that with the construction of the Project the intersection of Grantland Avenue and Ashlan Avenue will be controlled by a two-way stop on Ashlan Avenue and contain marked crosswalks on the eastbound and westbound approaches of Ashlan Avenue. Students would proceed to cross Grantland Avenue along the north side of Ashlan Avenue and then head east along the north side of Ashlan Avenue until reaching a campus entrance. Based on information from the Central Unified School District, 9th grade high school students would be provided with bus transportation to Central High School (West Campus) generally located at the northwest quadrant of McKinley Avenue and Dickenson Avenue. To a large degree, the majority of 10th through 12th grade high school students would attend Central High School (East Campus) located at the northwest corner of Dakota Avenue and Cornelia Avenue. Central High School (East Campus) is located 2.00 and 2.60 miles away from the nearest and farthest future home on the Project. Therefore, it is anticipated that 10th through 12th grade high school students will be bussed from the Project to school. Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing plus Project (Buildout) Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Hayes Avenue and Shaw Avenue and Bryan Avenue and Ashlan Avenue satisfy the peak hour signal warrant during the AM peak period only, the intersection of Grantland Avenue and Gettysburg Avenue satisfies the peak hour signal warrant during both peak periods, and the intersection of Polk Avenue and Ashlan Avenue satisfies the peak hour signal warrant during the PM peak period only. Based on the signal warrants and engineering judgement, signalization of these intersections is not recommended. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Existing plus Project (Buildout) Roadway Network The Existing plus Project (Buildout) Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing plus Project (Phase I & Phase II) Traffic Conditions scenario with a few exceptions. This scenario assumes that the Project (Buildout) will construct Garfield Avenue as a two-lane undivided collector north of the Ashlan Avenue alignment and that Ashlan Avenue will exist between Garfield Avenue and Grantland Avenue. Figure 9 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 36 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Results of Existing plus Project (Buildout) Level of Service Analysis The Existing plus Project (Buildout) Traffic Conditions scenario assumes that Gettysburg Avenue exists between Garfield Avenue and Grantland Avenue, that Ashlan Avenue exists between Garfield Avenue and Grantland Avenue, and that Garfield Avenue exists between Gettysburg Avenue and Ashlan Avenue. Figure 9 illustrates the Existing plus Project (Buildout) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project (Buildout) Traffic Conditions scenario are provided in Appendix I. Table XIV presents a summary of the Existing plus Project (Buildout) peak hour LOS at the study intersections, while Table XV presents a summary of the Existing plus Project (Buildout) LOS for the study segments. Under this scenario, the intersections of Grantland Avenue and Gettysburg Avenue and Bryan Avenue 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. Grantland Avenue / Gettysburg Avenue o Modify the southbound left-through-right lane to a left-through lane; and o Add a southbound right-turn lane. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; and o Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 37 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XIV: Existing plus Project (Buildout) Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Grantland Avenue / Barstow Avenue Two-Way Stop 23.2 C 22.7 C 2 Garfield Avenue / Shaw Avenue Two-Way Stop 21.3 C 14.2 B 3 Grantland Avenue / Shaw Avenue Signalized 35.9 D 31.8 C 4 Veterans Boulevard / Shaw Avenue Does Not Exist N/A N/A N/A N/A 5 Bryan Avenue / Shaw Avenue One-Way Stop 18.6 C 20.5 C 6 Hayes Avenue / Shaw Avenue One-Way Stop 25.5 D 28.6 D 7 Grantland Avenue / Gettysburg Avenue Two-Way Stop 28.4 D 35.5 E Two-Way Stop (Mitigated) 26.2 D 27.9 D 8 Veterans Boulevard / Gettysburg Avenue Does Not Exist N/A N/A N/A N/A 9 Bryan Avenue / Gettysburg Avenue One-Way Stop 13.0 B 9.5 A 10 Parc West Drive / Ashlan Avenue Roundabout 4.9 A 5.2 A 11 Grantland Avenue / Ashlan Avenue Two-Way Stop 16.4 C 24.6 C 12 Bryan Avenue / Ashlan Avenue All-Way Stop 51.2 F 9.1 A All-Way Stop (Mitigated) 35.0 D 9.1 A 13 Hayes Avenue / Ashlan Avenue All-Way Stop 7.8 A 8.9 A 14 Polk Avenue / Ashlan Avenue All-Way Stop 9.3 A 14.1 B 15 Cornelia Avenue / Ashlan Avenue Signalized 42.7 D 23.9 C 16 Grantland Avenue / Dakota Avenue Does Not Exist N/A N/A N/A N/A 17 Grantland Avenue / Shields Avenue All-Way Stop 11.9 B 9.5 A 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. Table XV: Existing plus Project (Buildout) Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 12,388 C 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 12,214 C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 12,554 C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 367 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 8,675 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) DNE DNE DNE 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 9,559 C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 4,711 C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 4,711 C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 3,665 B 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 4,954 B 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 4,395 B Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/11/2018 - JA32(110)43(24)20(19)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.14(66)22(100)12(25) 21(44) 65(36) 37(34) 115(72)9(18)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.1(2)21(47) 2(2) 36(36) 17(14)20(7)55(24)23(19)Shields AveGrantland AveShields AveGrantland Ave &17.14(106)12(24) 3(27)4(8)Shaw AveGarfield AveShaw AveGarfield Ave &2.7(6)3(2)1(4)32(122)177(110)Shaw AveGrantland AveShaw AveGrantland Ave &3.111(71)47(153)27(117)4(8)Barstow AveGrantland AveBarstow AveGrantland Ave &1.107(62)5(5)Bryan AveShaw Ave Shaw AveBryan Ave &5. 43(140) 168(102)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)Hayes AveShaw Ave Shaw AveHayes Ave &6. 40(135) 162(99)47(165)32(110)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.115(72)26(91)2(4) 63(43) 4(6) 173(109)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18) Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.1(2)1(2)217(142)Ashlan AveParc West DrAshlan AveParc West Dr &10. 75(254)2(5)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.3(6)14(32) 6(6) 23(23) 4(4)1(2)Ashlan AvePolk AveAshlan AvePolk Ave &14. 10(27) 18(18) 1(2)1(1)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.1(2)7(21) 2(1) 12(14) 1(1) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 1 16 151112 3 5 64 8 7 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM PROJECT ONLY TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PROJECT ONLY TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION LEGEND DOES N OT EXIST 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E Parc West - City of Fresno Project Only Trips (Buildout) Figure 8 = ROUNDABOUTGARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 10/18/2018 - JR32(110)166(177)95(102)34(32)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.100(207)22(100)80(100) 21(44) 82(30) 65(36) 37(34) 115(72)67(24)53(28)105(62)5(9)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.58(33)101(8)145(50) 213(115) 6(8) 40(9) 220(100) 60(26) 20(1)71(25)179(98)49(52)12(10)Shields AveGrantland AveShields AveGrantland Ave &17.86(184)17(10)27(46) 137(63) 15(7) 4(10) 105(85) 27(45)79(34)9(24)25(13)1(2)Shaw AveGarfield AveShaw AveGarfield Ave &2.13(7)6(3)21(21) 258(238) 1(4) 3(6) 268(236) 52(32)97(59)195(267)124(105)210(159)Shaw AveGrantland AveShaw AveGrantland Ave &3.258(208)21(6)83(116) 191(235) 68(182) 18(9) 224(196) 79(69)21(20)316(426)10(17)12(22)Barstow AveGrantland AveBarstow AveGrantland Ave &1.444(340)15(24)7(11) 20(28) 28(14) 30(20) 9(11) 28(18)93(44)Bryan AveShaw Ave Shaw AveBryan Ave &5.24(37)320(505) 112(83) 51(43) 496(418)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)114(69)Hayes AveShaw Ave Shaw AveHayes Ave &6.61(37)354(568) 42(107) 59(57) 539(446)47(165)224(282)6(12)16(9)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.298(238)26(91)7(11) 2(4) 8(12) 63(43) 4(6) 173(109)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)54(10)143(79)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.114(71)124(31)9(3) 9(3)4(16)49(47)25(16)19(24)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.25(68)9(31)5(18) 58(114) 16(20) 14(21) 56(122) 6(12)9(10)77(130)95(97)68(72)Ashlan AvePolk AveAshlan AvePolk Ave &14.84(136)3(9)36(132) 67(136) 28(82) 3(18) 93(139) 4(11)44(16)172(73)193(121)330(221)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.96(124)66(54)80(183) 242(364) 271(268) 91(67) 452(251) 24(14) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 10 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND DOES N OT EXIST 1(7)VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E Parc West - City of Fresno Existing plus Project (Buildout) - Traffic Volumes, Geometrics and Controls Figure 9 0(0)217(142)Ashlan AveParc West DrAshlan AveParc West Dr &10. 75(254) 0(0) 0(0) 0(0) = PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 40 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Near Term plus Project (Buildout) Traffic Conditions Description of Approved and Pipeline Projects Approved and Pipeline Projects consist of developments that are either under construction, built but not fully occupied, are not built but have final site development review (SDR) approval, or for which the lead agency or responsible agencies have knowledge of. The City of Fresno, County of Fresno and Caltrans staff were consulted throughout the preparation of this TIA regarding approved and/or known projects that could potentially impact the study intersections. JLB staff conducted a reconnaissance of the surrounding area to confirm the Near Term Projects. Subsequently, it was agreed that the projects listed in Table XVI were approved, near approval, or in the pipeline within the proximity of the proposed Project. The trip generation listed in Table XVI is that which is anticipated to be added to the streets and highways by these projects between the time of the preparation of this report and five years after buildout of the proposed Project. As shown in Table XVI, the total trip generation for the Near Term Projects is 49,295 daily trips, 4,317 AM peak hour trips and 4,846 PM peak hour trips. Figure 10 illustrates the location of the approved, near approval, or pipeline projects and their combined trip assignment to the study intersections and segments under the Near Term plus Project (Buildout) Traffic Conditions scenario. Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Near Term plus Project (Buildout) Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue and Ashlan Avenue satisfy the peak hour signal warrant during both peak periods, the intersections of Hayes Avenue and Ashlan Avenue and Polk Avenue and Ashlan Avenue satisfy the peak hour signal warrant during the PM peak period only, and the intersection of Grantland Avenue and Shields Avenue satisfies the peak hour signal warrant during the AM peak period only. Based on the signal warrants and engineering judgement, signalization of the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue and Ashlan Avenue is recommended. However, signalization of the intersections of Hayes Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue and Grantland Avenue and Shields Avenue is not recommended, especially since these intersections are projected to operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 41 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XVI: Near Term Projects’ Trip Generation Approved Project Location Approved or Pipeline Project Name Daily Trips AM Peak Hour PM Peak Hour A TT 54791 1,152 90 121 B TT 54931 2,303 181 242 C TT 55371 378 30 40 D TT 55381 878 69 92 E TT 55861 699 55 73 F TT 5599 (portion of)1 396 31 42 G TT 56311 142 11 15 H TT 57561 963 75 101 I TT 57661 170 13 18 J TT 60562 1,190 94 125 K TT 60901 330 26 35 L TT 60911 76 6 8 M TT 61391 963 75 101 N TT 61621 765 60 80 O TT 61992 1,104 87 116 P TT 62152 935 73 98 Q Westbridge Apartments3 1,318 83 101 R Riverside Apartments1 1,214 92 117 S Herndon and Van Buren Mixed-Use Development2 5,372 357 419 T EL Paseo Commercial Development1 10,908 710 992 U Herndon and Riverside Commercial Development2 1,897 134 139 V Shaw and 99 Mixed-Use Development3 2,425 232 237 W Johnny Quik Food Store3 2,833 202 215 X Jack-in-the-Box2 1,284 118 84 Y Dakota and Grantland (Single-Family Housing)3 1,699 133 178 Z Clinton Avenue (Single-Family Housing)3 1,982 155 208 AA Clinton and Blythe Commercial Development1 1,815 93 153 AB Koligian High School1 4,104 1,032 696 Total Approved and Pipeline Project Trips 49,295 4,317 4,846 Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information 2 = Trip Generation based on JLB Traffic Engineering, Inc. Traffic Impact Analysis Report 3 = Trip Generation based on Precision Civil Engineering, Inc. Traffic Impact Analysis Report www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 42 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Near Term plus Project (Buildout) Roadway Network The Near Term plus Project (Buildout) Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing plus Project (Buildout) Traffic Conditions scenario with one exception. For purposes of this TIA, it is assumed that Gettysburg Avenue is built as a two-lane collector divided by a two-way left-turn lane for approximately 1,200 feet east of Bryan Avenue and that the intersection of Bryan Avenue and Gettysburg Avenue is controlled by a two-way stop on Gettysburg Avenue. Figure 11 illustrates the assumed intersection geometrics and traffic controls for this intersection under this scenario. Results of Near Term plus Project (Buildout) Level of Service Analysis The Near Term plus Project (Buildout) Traffic Conditions scenario assumes that Gettysburg Avenue exists between Garfield Avenue and Grantland Avenue, that Ashlan Avenue exists between Garfield Avenue and Grantland Avenue, that Garfield Avenue exists between Gettysburg Avenue and Ashlan Avenue, and that Gettysburg Avenue exists east of Bryan Avenue. Figure 11 illustrates the Near Term plus Project (Buildout) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Near Term plus Project (Buildout) Traffic Conditions scenario are provided in Appendix J. Table XVII presents a summary of the Near Term plus Project (Buildout) peak hour LOS at the study intersections, while Table XVIII presents a summary of the Near Term plus Project (Buildout) LOS for the study segments. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue 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. Grantland Avenue / Barstow Avenue o Add an eastbound left-turn lane; o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through-right lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Shaw Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; and o Modify the traffic signal to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 43 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Bryan Avenue / Shaw Avenue o Signalize the intersection with protective left-turn phasing on all approaches. Hayes Avenue / Shaw Avenue o Add a westbound left-turn lane; o Modify the westbound left-through lane to a through lane; o Modify the northbound left-right lane to a left-turn lane; o Add a northbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Gettysburg Avenue o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; o Modify the southbound left-through-right lane to a through lane; o Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Ashlan Avenue o Modify the northbound through-right lane to a right-turn lane; and o Signalize the intersection with protective left-turn phasing on all approaches. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right turn lane; and o Signalize the intersection with protective left-turn phasing on all approaches. It should be noted that between the Existing Traffic Conditions and the Near Term plus Project (Buildout) Traffic Conditions scenarios, the Project accounts for 13.9 percent of the daily trips, 12.6 percent of the AM peak hour trips and 14.7 percent of the PM peak hour trips of growth in traffic, while the rest can be attributable to the Near Term Projects. Therefore, one can deduce that the majority of the mitigation measures presented under this scenario may not be necessary immediately upon completion of the proposed Project (Buildout). However, if all of the Near Term Projects are completed close to the completion date of the proposed Project (Buildout), the detailed recommended improvements presented under this scenario may be necessary in order to improve the LOS to the City's target LOS threshold. Under this scenario, all study segments are projected to operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 44 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XVII: Near Term plus Project (Buildout) Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Grantland Avenue / Barstow Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 20.1 C 17.0 B 2 Garfield Avenue / Shaw Avenue Two-Way Stop 23.0 C 13.6 B 3 Grantland Avenue / Shaw Avenue Signalized 99.6 F 74.9 E Signalized (Mitigated) 41.8 D 48.5 D 4 Veterans Boulevard / Shaw Avenue Does Not Exist N/A N/A N/A N/A 5 Bryan Avenue / Shaw Avenue One-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 41.8 D 22.6 C 6 Hayes Avenue / Shaw Avenue One-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 32.7 C 28.3 C 7 Grantland Avenue / Gettysburg Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 46.5 D 40.9 D 8 Veterans Boulevard / Gettysburg Avenue Does Not Exist N/A N/A N/A N/A 9 Bryan Avenue / Gettysburg Avenue Two-Way Stop 24.9 C 13.8 B 10 Parc West Drive / Ashlan Avenue Roundabout 4.9 A 5.3 A 11 Grantland Avenue / Ashlan Avenue Two-Way Stop >120.0 F 112.9 F Signalized (Mitigated) 53.2 D 27.1 C 12 Bryan Avenue / Ashlan Avenue All-Way Stop >120.0 F 13.3 B Signalized (Mitigated) 41.2 D 31.7 C 13 Hayes Avenue / Ashlan Avenue All-Way Stop 10.1 B 14.2 B 14 Polk Avenue / Ashlan Avenue All-Way Stop 11.4 B 28.7 D 15 Cornelia Avenue / Ashlan Avenue Signalized 53.9 D 25.3 C 16 Grantland Avenue / Dakota Avenue Does Not Exist N/A N/A N/A N/A 17 Grantland Avenue / Shields Avenue All-Way Stop 20.8 C 12.1 B 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 45 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XVIII: Near Term plus Project (Buildout) Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 16,118 D 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 15,944 D 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 16,804 D 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 367 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 16,065 D 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) DNE DNE DNE 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 13,919 D 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 8,141 C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 8,141 C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 8,475 C 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 7,714 C 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 6,595 B Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/14/2018 - JR/JA2(2)74(129)163(81)47(58)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.162(84)2(1)33(18) 35(54) 0(2) 2(2)122(51)22(19)29(32)1(1)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.17(36)55(17)21(30) 133(78) 1(1) 25(36) 73(111) 73(98)25(22)74(50)16(29)Shields AveGrantland AveShields AveGrantland Ave &17.44(91)2(0)41(18) 7(2) 0(2) 2(6) 29(25)20(4)5(4)Shaw AveGarfield AveShaw AveGarfield Ave &2. 4(5) 10(14) 3(4) 15(11)3(6)340(190)53(135)47(55)Shaw AveGrantland AveShaw AveGrantland Ave &3.236(167)13(18)136(114) 3(4) 68(31) 35(12) 6(7) 3(7)286(265)4(17)29(36)Barstow AveGrantland AveBarstow AveGrantland Ave &1.325(234)14(10)18(10) 1(1) 64(35) 20(10) 1(1)100(66)Bryan AveShaw Ave Shaw AveBryan Ave &5.81(75)128(76) 90(124) 96(103) 68(115)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)92(80)Hayes AveShaw Ave Shaw AveHayes Ave &6.25(16)195(186) 42(102) 10(27) 190(196)209(158)232(76)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.115(89)180(158) 38(54)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)3(2)169(115)11(16)10(14)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.122(154)16(21) 19(9) 1(4) Ashlan AveParc West DrAshlan AveParc West Dr &10. 4(3) 2(4)49(32)35(64)10(10)2(5)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.57(69)45(29)16(14) 48(69) 6(5) 29(33) 64(78) 29(35)13(41)32(65)11(8)7(5)Ashlan AvePolk AveAshlan AvePolk Ave &14.53(41)12(18)18(16) 28(62) 2(8) 14(17) 66(57) 31(25)1(1)32(22)Ashlan AveCornelia AveAshlan AveCornelia Ave &15.0(1)18(14)28(70) 11(37) 8(21) 73(57) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVE= PM NEAR TERM TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM NEAR TERM TRIPS = FUTURE STREET = STUDY SEGMENT X = NEAR TERM PROJECT LOCATION = SIGNALIZED INTERSECTION LEGEND DOES N OT EXIST 10 VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E = ROUNDABOUT Parc West - City of Fresno Near Term Projects' Trip Assignment Figure 10 23(9)A B C D E F G H I J K LM N O P W X Y Z AA 7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F Q S U V T AB R PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/13/2018 - JR/JA34(112)240(306)258(183)81(90)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.262(291)24(101)113(118) 21(44) 117(84) 65(38) 37(34) 117(74)189(75)75(47)134(94)6(10)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.75(69)156(25)166(80) 346(193) 7(9) 65(45) 293(211) 133(124) 20(1)96(47)253(148)65(81)12(10)Shields AveGrantland AveShields AveGrantland Ave &17.130(275)19(10)68(64) 144(65) 15(7) 4(12) 107(91) 56(70)79(34)9(14)45(17)6(6)Shaw AveGarfield AveShaw AveGarfield Ave &2.13(7)6(3)25(26) 268(252) 4(8) 3(6) 283(247) 52(32)100(65)535(457)177(240)257(214)Shaw AveGrantland AveShaw AveGrantland Ave &3.494(375)34(24)219(230) 194(239) 136(213) 53(21) 230(203) 82(76)21(20)602(691)14(34)41(58)Barstow AveGrantland AveBarstow AveGrantland Ave &1.769(574)29(34)25(21) 21(29) 92(49) 50(30) 10(12) 28(18)193(110)Bryan AveShaw Ave Shaw AveBryan Ave &5.105(112)448(581) 202(207) 147(146) 564(533)51(18)124(74)26(33)12(10)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)206(149)Hayes AveShaw Ave Shaw AveHayes Ave &6.86(53)549(754) 84(209) 69(84) 729(642)47(165)433(440)238(88)16(9)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.413(327)26(91)187(169) 2(4) 46(66) 63(43) 4(6) 173(109)51(18)124(74)26(33)12(10)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.72(78)17(10)15(22) 137(63) 15(7) 4(10) 105(85) 24(18)57(12)312(194)11(16)25(26)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.236(225)124(31)16(21) 0(0) 27(25) 9(3) 0(0) 10(7)53(48)84(111)35(26)21(29)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.82(137)54(60)21(32) 106(183) 22(25) 43(54) 120(200) 35(47)22(51)109(195)106(105)75(77)Ashlan AvePolk AveAshlan AvePolk Ave &14.137(177)15(27)54(148) 95(198) 30(90) 17(35) 159(196) 35(36)44(16)173(74)193(121)362(243)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.96(125)84(68)80(183) 270(434) 282(305) 99(88) 525(308) 24(14) Dakota AveGrantland AveDakota AveGrantland Ave &16. DOES N OT EXISTDOES NOT EXIST 17 10 1 16 151112 3 5 64 8 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND DOES N OT EXIST 1(7)VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 0(0)217(142)Ashlan AveParc West DrAshlan AveParc West Dr &10. 75(254) 4(3) 2(4) 0(0) = PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT Parc West - City of Fresno Near Term plus Project (Buildout) - Traffic Volumes, Geometrics and Controls Figure 11 23(9)7 GARFIELD AVEPRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 48 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Cumulative Year 2035 No Project Traffic Conditions Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Cumulative Year 2035 No Project Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Hayes Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields Avenue satisfy the peak hour signal warrant during both peak periods, while the intersection of Garfield Avenue and Shaw Avenue satisfies the peak hour signal warrant during the AM peak period only. Based on the signal warrants and engineering judgement, signalization of the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue, and Grantland Avenue and Shields Avenue is recommended. However, signalization of the intersections of Garfield Avenue and Shaw Avenue and Hayes Avenue and Ashlan Avenue is not recommended, especially since these intersections are projected to operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Cumulative Year 2035 No Project Roadway Network The Cumulative Year 2035 No Project Traffic Conditions scenario assumes the existing roadway geometrics and traffic controls will remain in place with a few exceptions. For purposes of this TIA, it is assumed that Gettysburg Avenue is built as a two-lane collector divided by a two-way left-turn lane between Bryan Avenue and Hayes Avenue and that the intersection of Bryan Avenue and Gettysburg Avenue is controlled by a two-way stop on Gettysburg Avenue. Additionally, it is assumed that Veterans Boulevard is built as a two-lane divided arterial between Grantland Avenue and Gettysburg Avenue and a four-lane divided super arterial north of Gettysburg Avenue toward its connection to Herndon Avenue. Moreover, it is assumed that the intersections of Veterans Boulevard and Shaw Avenue and Veterans Boulevard and Gettysburg Avenue are signalized with protective left-turn phasing in all directions. In addition, it is assumed that Dakota Avenue is built as a two-lane collector divided by a two-way left-turn lane east of Grantland Avenue and that the intersection of Grantland Avenue and Dakota Avenue is controlled by a one-way stop on Dakota Avenue. Figure 12 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 49 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Results of Cumulative Year 2035 No Project Level of Service Analysis The Cumulative Year 2035 No Project Traffic Conditions scenario assumes that Gettysburg Avenue exists between Bryan Avenue and Hayes Avenue, that Veterans Boulevard exists north of Grantland Avenue and that Dakota Avenue exists east of Grantland Avenue. Figure 12 illustrates the Cumulative Year 2035 No Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2035 No Project Traffic Conditions scenario are provided in Appendix K. Table XIX presents a summary of the Cumulative Year 2035 No Project peak hour LOS at the study intersections, while Table XX presents a summary of the Cumulative year 2035 No Project LOS for the study segments. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields 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 considered for implementation. Grantland Avenue / Barstow Avenue o Add an eastbound left-turn lane; o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through-right lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Shaw Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound trap right-turn lane; o Add a second southbound left-turn lane with a receiving lane east of Grantland Avenue; o Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; o Prohibit southbound to northbound U-turn movements; and o Modify the traffic signal to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 50 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard / Shaw Avenue o Modify the eastbound through-right lane to a through lane; o Add a second eastbound through lane with a receiving lane east of Veterans Boulevard; o Add an eastbound right-turn lane; o Modify the westbound through-right lane to a through lane; o Add a second westbound through lane with a receiving lane west of Veterans Boulevard; o Add a westbound right-turn lane; o Add a third northbound through lane with a receiving lane north of Shaw Avenue; o Add a third southbound through lane with a receiving lane south of Shaw Avenue; o Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; o Prohibit southbound to northbound U-turn movements; and o Modify the traffic signal to accommodate the added lanes. Bryan Avenue / Shaw Avenue o Modify the eastbound through-right lane to a through lane; o Add a second eastbound through lane with a receiving lane east of Bryan Avenue; o Add an eastbound right-turn lane; o Add a second westbound through lane with a receiving lane west of Bryan Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Hayes Avenue / Shaw Avenue o Add a westbound left-turn lane; o Modify the westbound left-through lane to a through lane; o Modify the northbound left-right lane to a left-turn lane; o Add a northbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Gettysburg Avenue o Add a second northbound through lane with a receiving lane north of Gettysburg Avenue; o Add a southbound left-turn lane; o Modify the southbound left-through lane to a through lane; o Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 51 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard /Gettysburg Avenue o Modify the eastbound through-right lane to a through lane; o Add an eastbound right-turn lane; o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; o Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; and o Modify the traffic signal to accommodate the added lanes. Bryan Avenue and Gettysburg Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Modify the southbound through-right lane to a through lane; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Ashlan Avenue o Modify the northbound through-right lane to a right-turn lane; o Add a second southbound through lane with a receiving lane south of Ashlan Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lane. Polk Avenue / Ashlan Avenue o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lane. Grantland Avenue / Dakota Avenue o Modify the northbound right-turn lane to a through-right lane with a receiving lane north of Dakota Avenue; o Add a second southbound through lane with a receiving lane south of Dakota Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 52 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Grantland Avenue / Shields Avenue o Add an eastbound left-turn lane; o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through lane; o Add a westbound right-turn lane; o Add a northbound left-turn lane; o Modify the northbound left-through-right lane to a through lane; o Add a northbound through-right lane with a receiving lane north of Shields Avenue; o Add a southbound left-turn lane; o Modify the southbound left-through-right lane to a through lane; o Add a southbound through-right lane with a receiving lane south of Shields Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that the following improvements be considered for implementation. Shaw Avenue between Veterans Boulevard and Bryan Avenue o Modify Shaw Avenue to accommodate two lanes in each direction Shaw Avenue between Bryan Avenue and Hayes Avenue o Modify Shaw Avenue to accommodate two lanes in each direction Grantland Avenue between Veterans Boulevard and Gettysburg Avenue (WL) o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Gettysburg Avenue (WL) and Ashlan Avenue o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Ashlan Avenue and Dakota Avenue o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Dakota Avenue and Shields Avenue o Modify Grantland Avenue to accommodate two lanes in each direction www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 53 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XIX: Cumulative Year 2035 No 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 Grantland Avenue / Barstow Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 31.5 C 19.4 B 2 Garfield Avenue / Shaw Avenue Two-Way Stop 28.1 D 26.9 D 3 Grantland Avenue / Shaw Avenue Signalized 49.9 D 71.6 E Signalized (Improved) 50.1 D 49.7 D 4 Veterans Boulevard / Shaw Avenue Signalized >120.0 F 112.6 F Signalized (Improved) 48.2 D 53.1 D 5 Bryan Avenue / Shaw Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 20.3 C 25.3 C 6 Hayes Avenue / Shaw Avenue One-Way Stop >120.0 F >120.0 F Signalized (Improved) 18.0 B 26.6 C 7 Grantland Avenue /Gettysburg Avenue One-Way Stop >120.0 F >120.0 F Signalized (Improved) 44.4 D 14.6 B 8 Veterans Boulevard / Gettysburg Avenue Signalized >120.0 F >120.0 F Signalized (Improved) 50.0 D 53.6 D 9 Bryan Avenue / Gettysburg Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 46.1 D 21.1 C 10 Parc West Drive / Ashlan Avenue Does Not Exist N/A N/A N/A N/A 11 Grantland Avenue / Ashlan Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 24.5 C 21.2 C 12 Bryan Avenue / Ashlan Avenue All-Way Stop 111.3 F 44.1 E Signalized (Improved) 29.3 C 27.9 C 13 Hayes Avenue / Ashlan Avenue All-Way Stop 20.7 C 18.2 C 14 Polk Avenue / Ashlan Avenue All-Way Stop >120.0 F >120.0 F Signalized (Improved) 38.0 D 36.2 D 15 Cornelia Avenue / Ashlan Avenue Signalized 41.0 D 29.8 C 16 Grantland Avenue / Dakota Avenue One-Way Stop >120.0 F >120.0 F Signalized (Improved) 15.2 B 16.6 B 17 Grantland Avenue / Shields Avenue All-Way Stop >120.0 F >120.0 F Signalized (Improved) 54.5 D 43.8 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 54 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XX: Cumulative Year 2035 No Project Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 14,750 D 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 22,700 F 4 (Improved) C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 19,290 F 4 (Improved) C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 750 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 11,570 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) 2 26,410 F 4 (Improved) C 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 23,040 F 4 (Improved) C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 22,210 F 4 (Improved) C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 24,080 F 4 (Improved) C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 11,310 C 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 10,010 C 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 7,860 C Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/14/2018 - JR/JA808(1029)238(245)115(90)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.1046(781)212(93) 117(84)180(57)157(389)174(214)18(44)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.149(215)174(23)254(104) 265(146) 33(37) 99(58) 257(199) 116(110) 20(1)208(182)746(596)142(354)16(20)Shields AveGrantland AveShields AveGrantland Ave &17.776(668)20(22)297(131) 421(125) 32(11) 5(17) 145(160) 196(108)79(34)5(33)45(33)6(26)Shaw AveGarfield AveShaw AveGarfield Ave &2.23(1)12(2)27(34) 383(371) 4(11) 2(2) 454(433) 57(38)100(65)503(335)177(240)80(104)Shaw AveGrantland AveShaw AveGrantland Ave &3.383(304)49(24)219(230) 292(376) 89(60) 53(21) 359(375) 127(131)21(20)575(574)14(34)37(50)Barstow AveGrantland AveBarstow AveGrantland Ave &1.662(607)29(34)25(25) 48(65) 87(44) 59(33) 242(114) 57(31)193(110)Bryan AveShaw Ave Shaw AveBryan Ave &5.348(334)764(758) 202(207) 267(410) 561(693)25(125)1002(1613)391(547)87(56)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.1177(706)58(93)420(433) 661(540) 69(130) 24(105) 540(564) 23(48)218(149)Hayes AveShaw Ave Shaw AveHayes Ave &6.90(69)819(955) 126(227) 84(101) 756(804)875(1224)238(88)16(9)Stadium DrGrantland AveGettysburg AveGrantland Ave &7.1341(864)187(169) 46(66)91(144)691(1095)311(611)87(130)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.1012(668)249(77)262(77) 27(112) 161(56) 29(85) 203(122) 52(106)130(168)141(305)50(109)76(65)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.236(225)172(53)161(137) 64(14) 50(68) 215(324) 243(346) 58(97)51(43)108(111)35(26)49(45)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.82(137)77(54)21(32) 326(151) 22(25) 44(50) 296(329) 31(43)21(49)511(552)156(162)180(145)Ashlan AvePolk AveAshlan AvePolk Ave &14.515(513)15(59)54(148) 288(171) 30(98) 36(54) 392(178) 34(34)24(29)197(148)221(245)400(273)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.117(153)49(66)80(183) 209(413) 282(305) 124(111) 612(388) 31(21)940(1072)49(114)25(26)Dakota AveGrantland AveDakota AveGrantland Ave &16.1188(962)29(15)44(23) 197(108) 17 10 1 16 151112 5 64 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND 1(7)VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 0(0)0(0)Ashlan AveParc West DrAshlan AveParc West Dr &10. 0(0) 30(11) 6(12) 0(0)23(9)= PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT Parc West - City of Fresno Cumulative Year 2035 No Project - Traffic Volumes, Geometrics and Controls Figure 12 GARFIELD AVE7 8 3 PRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 56 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Cumulative Year 2035 plus Project (Buildout) Traffic Conditions Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Cumulative Year 2035 plus Project (Buildout) Traffic Conditions scenario. These warrants are found in Appendix M. The effects of right-turning traffic from the minor approach onto the major approach were taken into account using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Hayes Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields Avenue are projected to satisfy the peak hour signal warrant during both peak periods, while the intersection of Garfield Avenue and Shaw Avenue satisfies the peak hour signal warrant during the AM peak period only. Based on the signal warrants and engineering judgement, signalization of the intersections of Grantland Avenue and Barstow Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue, and Grantland Avenue and Shields Avenue is recommended. However, signalization of the intersections of Garfield Avenue and Shaw Avenue and Hayes Avenue and Ashlan Avenue is not recommended, especially since these intersections are projected to operate at an acceptable LOS during both peak periods. It is worth noting that the CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is recommended that prior to the installation of a traffic signal, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for these intersections. Cumulative Year 2035 plus Project (Buildout) Roadway Network The Cumulative Year 2035 plus Project (Buildout) Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Near Term plus Project (Buildout) Traffic Conditions scenario with a few exceptions. For purposes of this TIA, it is assumed that Veterans Boulevard is built as a two-lane divided arterial between Grantland Avenue and Gettysburg Avenue and a four-lane divided super arterial north of Gettysburg Avenue toward its connection to Herndon Avenue. Moreover, it is assumed that the intersections of Veterans Boulevard and Shaw Avenue and Veterans Boulevard and Gettysburg Avenue are signalized with protective left-turn phasing in all directions. In addition, it is assumed that Dakota Avenue is built as a two-lane collector divided by a two-way left-turn lane east of Grantland Avenue, and that the intersection of Grantland Avenue and Dakota Avenue is controlled by a one-way stop on Dakota Avenue. Considering the potential changes in the existing roadway network, it is projected that travel patterns and volumes may differ from what is anticipated for the immediate Project buildout. Therefore, Figure 13 illustrates the 2035 Project Only Trips (Buildout) to the study intersections. Figure 14 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 57 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Results of Cumulative Year 2035 plus Project (Buildout) Level of Service Analysis The Cumulative Year 2035 plus Project (Buildout) Traffic Conditions scenario assumes that Gettysburg Avenue exists between Garfield Avenue and Grantland Avenue, that Ashlan Avenue exists between Garfield Avenue and Grantland Avenue, that Garfield Avenue exists between Gettysburg Avenue and Ashlan Avenue, that Gettysburg Avenue exists between Bryan Avenue and Hayes Avenue, that Gettysburg Avenue exists between Bryan Avenue and Hayes Avenue, that Veterans Boulevard exists north of Grantland Avenue and that Dakota Avenue exists east of Grantland Avenue. Figure 14 illustrates the Cumulative Year 2035 plus Project (Buildout) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2035 plus Project (Buildout) Traffic Conditions scenario are provided in Appendix L. Table XXI presents a summary of the Cumulative Year 2035 plus Project (Buildout) peak hour LOS at the study intersections, while Table XXII presents a summary of the Cumulative year 2035 plus Project (Buildout) LOS for the study segments. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields 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. Grantland Avenue / Barstow Avenue o Add an eastbound left-turn lane; o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through-right lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Shaw Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound trap right-turn lane; o Add a second southbound left-turn lane with a receiving lane east of Grantland Avenue; o Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; o Prohibit southbound to northbound U-turn movements; and o Modify the traffic signal to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 58 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard / Shaw Avenue o Modify the eastbound through-right lane to a through lane; o Add a second eastbound through lane with a receiving lane east of Veterans Boulevard; o Add an eastbound right-turn lane; o Modify the westbound through-right lane to a through lane; o Add a second westbound through lane with a receiving lane west of Veterans Boulevard; o Add a westbound right-turn lane; o Modify the northbound through-right lane to a through lane; o Add a third northbound through lane with a receiving lane north of Shaw Avenue; o Add a northbound right-turn lane; o Add a second southbound left-turn lane; o Add a third southbound through lane with a receiving lane south of Shaw Avenue; o Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; o Prohibit southbound to northbound U-turn movements; and o Modify the traffic signal to accommodate the added lanes. Bryan Avenue / Shaw Avenue o Modify the eastbound through-right lane to a through lane; o Add a second eastbound through lane with a receiving lane east of Bryan Avenue; o Add an eastbound right-turn lane; o Add a second westbound through lane with a receiving lane west of Bryan Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Hayes Avenue / Shaw Avenue o Add a westbound left-turn lane; o Modify the westbound left-through lane to a through lane; o Modify the northbound left-right lane to a left-turn lane; o Add a northbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Gettysburg Avenue o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through-right lane; o Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; o Add a southbound left-turn lane; o Modify the southbound left-through-right lane to a through lane; o Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 59 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard / Gettysburg Avenue o Modify the eastbound through-right lane to a through lane; o Add an eastbound right-turn lane; o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; o Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; o Implement overlap phasing of the westbound right-turn with the southbound left-turn phase; and o Modify the traffic signal to accommodate the added lanes. Bryan Avenue and Gettysburg Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Modify the southbound through-right lane to a through lane; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Ashlan Avenue o Modify the northbound through-right lane to a right-turn lane; o Modify the southbound right-turn lane to a through-right lane with a receiving lane south of Ashlan Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Bryan Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lane. Polk Avenue / Ashlan Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Modify the southbound through-right lane to a through lane; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 60 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Grantland Avenue / Dakota Avenue o Modify the northbound right-turn lane to a through-right lane with a receiving lane north of Dakota Avenue; o Add a second southbound through lane with a receiving lane south of Dakota Avenue; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Grantland Avenue / Shields Avenue o Add an eastbound left-turn lane; o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane; o Modify the westbound left-through-right lane to a through lane; o Add a westbound right-turn lane; o Add a northbound left-turn lane; o Modify the northbound left-through-right lane to a through lane; o Add a northbound through-right lane with a receiving lane north of Shields Avenue; o Add a southbound left-turn lane; o Modify the southbound left-through-right lane to a through lane; o Add a second southbound through lane with a receiving lane south of Shields Avenue; o Add a southbound right-turn lane; o Signalize the intersection with protective left-turn phasing on all approaches; and o Modify the intersection to accommodate the added lanes. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that the following improvements be implemented. Shaw Avenue between Veterans Boulevard and Bryan Avenue o Modify Shaw Avenue to accommodate two lanes in each direction Shaw Avenue between Bryan Avenue and Hayes Avenue o Modify Shaw Avenue to accommodate two lanes in each direction Grantland Avenue between Veterans Boulevard and Gettysburg Avenue (WL) o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Gettysburg Avenue (WL) and Ashlan Avenue o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Ashlan Avenue and Dakota Avenue o Modify Grantland Avenue to accommodate two lanes in each direction Grantland Avenue between Dakota Avenue and Shields Avenue o Modify Grantland Avenue to accommodate two lanes in each direction www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 61 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXI: Cumulative Year 2035 plus Project (Buildout) Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Grantland Avenue / Barstow Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 36.1 D 20.8 C 2 Garfield Avenue / Shaw Avenue Two-Way Stop 30.6 D 29.3 D 3 Grantland Avenue / Shaw Avenue Signalized 54.4 D 62.5 E Signalized (Mitigated) 47.8 D 46.3 D 4 Veterans Boulevard / Shaw Avenue Signalized >120.0 F >120.0 F Signalized (Mitigated) 39.1 D 53.2 D 5 Bryan Avenue / Shaw Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 18.6 B 20.2 C 6 Hayes Avenue / Shaw Avenue One-Way Stop >120.0 F 61.3 F Signalized (Mitigated) 21.6 C 32.7 C 7 Grantland Avenue / Gettysburg Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 50.3 D 35.3 D 8 Veterans Boulevard / Gettysburg Avenue Signalized >120.0 F >120.0 F Signalized (Mitigated) 43.6 D 32.7 C 9 Bryan Avenue / Gettysburg Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 41.6 D 21.5 C 10 Parc West Drive / Ashlan Avenue Roundabout 4.7 A 5.2 A 11 Grantland Avenue / Ashlan Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 38.5 D 33.1 C 12 Bryan Avenue / Ashlan Avenue All-Way Stop >120.0 F 53.9 F Signalized (Mitigated) 30.3 C 28.9 C 13 Hayes Avenue / Ashlan Avenue All-Way Stop 24.9 C 22.0 C 14 Polk Avenue / Ashlan Avenue All-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 36.6 D 31.0 C 15 Cornelia Avenue / Ashlan Avenue Signalized 39.8 D 30.6 C 16 Grantland Avenue / Dakota Avenue One-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 19.0 B 16.4 B 17 Grantland Avenue / Shields Avenue All-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 55.0 D 44.2 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 62 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXII: Cumulative Year 2035 plus Project (Buildout) Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Shaw Avenue Grantland Avenue and Veterans Boulevard 2 14,924 D 2 Shaw Avenue Veterans Boulevard and Bryan Avenue 2 25,384 F 4 (Mitigated) C 3 Shaw Avenue Bryan Avenue and Hayes Avenue 2 21,960 F 4 (Mitigated) C 4 Garfield Avenue Shaw Avenue and Gettysburg Avenue 2 958 C 5 Grantland Avenue Shaw Avenue and Veterans Boulevard 2 11,834 C 6 Grantland Avenue Veterans Boulevard and Gettysburg Avenue (WL) 2 31,535 F 4 (Mitigated) D 7 Grantland Avenue Gettysburg Avenue (WL) and Ashlan Avenue 2 28,165 F 4 (Mitigated) C 8 Grantland Avenue Ashlan Avenue and Dakota Avenue 2 23,828 F 4 (Mitigated) C 9 Grantland Avenue Dakota Avenue and Shields Avenue 2 25,698 F 4 (Mitigated) C 10 Ashlan Avenue Grantland Avenue and Bryan Avenue 3 12,143 C 11 Ashlan Avenue Bryan Avenue and Hayes Avenue 2 10,762 C 12 Ashlan Avenue Hayes Avenue and Polk Avenue 2 8,394 C Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables Project’s Trip Assignment to Caltrans Facilities The 2035 Project Only Trips (Buildout) to the interchange of State Route 99 at Shaw Avenue are illustrated in Figure 15, while the 2035 Project Only Trips (Buildout) to the interchange of State Route 99 at Ashlan Avenue are illustrated in Figure 16. PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/17/2018 - JR36(118)42(22)14(14)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.13(65)20(98)9(18) 13(28) 63(34) 22(21) 91(60) Ashlan AveBryan AveAshlan Ave Bryan Ave &12.1(2)19(42) 2(2) 32(32)20(7)55(24)23(19)Shields AveGrantland AveShields AveGrantland Ave &17.14(106)12(24) 3(27)4(8)Shaw AveGarfield AveShaw AveGarfield Ave &2.7(6)3(2)1(4)1(11)9(8)Shaw AveGrantland AveShaw AveGrantland Ave &3.10(2)3(12)1(11)Barstow AveGrantland AveBarstow AveGrantland Ave &1.11(2)Shaw AveBryan AveShaw AveBryan Ave &5. 43(140) 167(102)31(111)168(102)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.100(69)43(141)Hayes AveShaw Ave Shaw AveHayes Ave &6. 40(135) 162(99)54(181)36(118)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.91(60)22(83)6(7) 56(36) 8(8) 218(142)74(252)21(18)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.268(172)20(12)11(23) 5(24) Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9. 10(21) 19(16) Ashlan AveHayes AveAshlan Ave Hayes Ave &13.3(6)14(32) 6(6) 23(23)1(2)Ashlan AvePolk AveAshlan AvePolk Ave &14.1(1)10(27) 18(18) 1(1)1(1)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.1(2)7(21) 2(1) 12(14) 1(1)105(54)Dakota AveGrantland AveDakota AveGrantland Ave &16.33(163)17 10 1 16 151112 5 64 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 176(115)Ashlan AveParc West DrAshlan AveParc West Dr &10. 69(244) = PM PROJECT ONLY TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PROJECT ONLY TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT Parc West - City of Fresno 2035 Project Only Trips (Buildout) Figure 13 GARFIELD AVE7 8 3 PRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F PARC WEST N Not To Scale Traffic Engineering, Transportation Planning & Parking Solutions 1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710 PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com (004-067) 12/17/2018 - JR/JA38(120)850(1051)252(259)115(90)Ashlan AveGrantland AveAshlan AveGrantland Ave &11.1059(846)22(109)221(111) 43(28) 117(84) 69(46) 22(21) 93(62)180(57)157(389)174(214)18(44)Ashlan AveBryan AveAshlan Ave Bryan Ave &12.149(215)175(25)254(104) 284(188) 33(37) 101(60) 289(231) 116(110) 20(1)228(189)801(620)165(373)16(20)Shields AveGrantland AveShields AveGrantland Ave &17.790(774)20(22)309(155) 421(125) 32(11) 5(17) 145(160) 199(135)79(34)9(41)45(33)6(26)Shaw AveGarfield AveShaw AveGarfield Ave &2.30(7)15(4)27(34) 383(371) 4(11) 3(6) 454(433) 57(38)100(65)504(346)177(240)89(112)Shaw AveGrantland AveShaw AveGrantland Ave &3.393(306)49(24)219(230) 292(376) 92(72) 53(21) 359(375) 127(131)21(20)576(585)14(34)37(50)Barstow AveGrantland AveBarstow AveGrantland Ave &1.673(609)29(34)25(25) 48(65) 87(44) 59(33) 242(114) 57(31)193(110)Bryan AveShaw Ave Shaw AveBryan Ave &5.348(334)807(898) 202(207) 267(410) 728(795)25(125)1033(1724)391(547)255(158)Shaw AveVeterans BlvdShaw AveVeterans Blvd &4.1277(775)58(93)420(433) 661(540) 112(271) 24(105) 540(564) 23(48)218(149)Hayes AveShaw Ave Shaw AveHayes Ave &6.90(69)859(1090) 126(227) 84(101) 918(903)54(181)911(1342)238(88)16(9)Gettysburg Ave Stadium DrGrantland AveGettysburg AveGrantland Ave &7.1432(924)22(83)187(169) 6(7) 46(66) 56(36) 8(8) 218(142)91(144)765(1347)311(611)108(148)Gettysburg AveVeterans BlvdGettysburg AveVeterans Blvd &8.1280(840)269(89)262(77) 27(112) 172(79) 34(109) 203(122) 52(106)130(168)141(305)50(109)76(65)Gettysburg Ave Bryan AveGettysburg AveBryan Ave &9.236(225)172(53)161(137) 74(35) 50(68) 215(324) 262(362) 58(97)51(43)108(111)35(26)49(45)Ashlan AveHayes AveAshlan Ave Hayes Ave &13.82(137)80(60)21(32) 340(183) 22(25) 50(56) 319(352) 31(43)22(51)511(552)156(162)180(145)Ashlan AvePolk AveAshlan AvePolk Ave &14.515(513)16(60)54(148) 298(198) 30(98) 36(54) 410(196) 35(35)25(30)197(148)221(245)400(273)Ashlan Ave Cornelia AveAshlan AveCornelia Ave &15.117(153)50(68)80(183) 216(434) 282(305) 126(112) 624(402) 32(22)1045(1126)49(114)25(26)Dakota AveGrantland AveDakota AveGrantland Ave &16.1221(1125)29(15)44(23) 197(108) 17 10 1 16 151112 5 64 13 14 2 9 GRANTLAND AVESHIELDS AVE BRYAN AVEHAYES AVEPOLK AVECORNELIA AVEBLYTHE AVEBRAWLEY AVECLINTON AVE DAKOTA AVE ASHLAN AVE GETTYSBURG AVE FAIRMONT AVE SANTA ANA AVE IS L A N D W A T E R P A R K GRANTLAND AVECORNELIA AVEVETERANS BLVDBRYAN AVEHAYES AVEPOLK AVEGARFIELD AVESHAW AVE BARSTOW AVE BULLARD AVE HAYES AVELEGEND 1(7)VALENTINE AVEMARKS AVEPALM AVEHUGHES AVEWEST AVEFRUIT AVEMAROA AVESHIELDS AVE DAKOTA AVE CLINTON AVE BULLARD AVE WE B E R A V E 0(0)176(115)Ashlan AveParc West DrAshlan AveParc West Dr &10. 69(244) 30(11) 6(12) 0(0) = PM PEAK HOUR TRIPS XX (XX) = STOP SIGN = STUDY INTERSECTION# = AM PEAK HOUR TRIPS = FUTURE STREET = STUDY SEGMENT = SIGNALIZED INTERSECTION = ROUNDABOUT23(9)Parc West - City of Fresno Cumulative Year 2035 plus Project (Buildout) - Traffic Volumes, Geometrics and Controls Figure 14 GARFIELD AVE7 8 3 PRINCETON AVE GO L D E N S T A T E B L V D U P R R U P R R BN S F 004-067 - 12/17/18 - JR 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 Parc West - City of Fresno State Route 99 at Shaw Avenue Interchange - 2035 Project Only Trips (Buildout) Figure 15 60(45) 17(71) 0( 0 )POLK AVESHAW AVE FAIRMONT AVE 0( 0 ) 23( 6 1 ) 23 ( 6 1 )100 (53 )0(0 ) 0 ( 0 ) 23 ( 6 1 ) 10 0 ( 5 3 ) 23 ( 6 1 ) 160(98) 40(132) 60(45) 40(132) = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) LEGEND 0( 0 ) N Not To Scale 004-067 - 12/17/18 - JR 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 Parc West - City of Fresno State Route 99 at Ashlan Avenue Interchange - 2035 Project Only Trips (Buildout) Figure 16 11(13) 6(20) 23 ( 6 1 )BRAWLEY AVEASHLAN AVE PARKW A Y D R 10 0 ( 5 3 )1(0)10 0 ( 5 3 )0(0)0( 0 ) 11(13) 7(20) 11(13) 7(20) 11(13) 7(20) G O L D E N S T A T E B L V D WE B E R A V E U P R R 23 ( 6 1 ) 10 0 ( 5 3 ) 0(0)0(0 )0(0)0(0 ) 0(0) 0(0) 100( 5 3 ) 23(6 1 ) 10 0 ( 5 3 ) 23 ( 6 1 ) 0(0)0(0)11(13) 6(20)0(0)1(0)0(0 )BRAWLEY AVELEGEND = AM PROJECT ONLY TRIPS = PM PROJECT ONLY TRIPS XX (XX) U P R R N Not To Scale www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 67 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Queuing Analysis Table XXIII 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 D 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 XXIII 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 XXIII. 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 and 75 feet right-turn lanes will be sufficient to accommodate the maximum queue. Grantland Avenue / Shaw Avenue o Consider setting the storage capacity of the southbound dual left-turn lanes to 250 feet. Veterans Boulevard / Shaw Avenue o Consider setting the storage capacity of the eastbound right-turn lane to 100 feet. o Consider setting the storage capacity of the westbound left-turn lane to 275 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 right-turn lane to 125 feet. o Consider setting the storage capacity of the southbound dual left-turn lanes to 375 feet. Bryan Avenue / Shaw Avenue o Consider setting the storage capacity of the eastbound right-turn lane to 150 feet. o Consider increasing the storage capacity of the northbound left-turn lane to 400 feet. Hayes Avenue / Shaw Avenue o Consider setting the storage capacity of the westbound left-turn lane to 375 feet. o Consider increasing the storage capacity of the northbound right-turn lane to 250 feet. Grantland Avenue / Gettysburg Avenue o Consider setting the storage capacity of the eastbound left-turn lane to 250 feet. o Consider setting 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 | 68 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Veterans Boulevard /Gettysburg Avenue o Consider setting the storage capacity of the eastbound right-turn lane to 125 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 left-turn lane to 375 feet. o While the projected storage demand for the southbound left-turn lane is anticipated to need nearly 700 feet during the PM peak period in the Cumulative Year 2035 plus Project Traffic Conditions scenario, it is recommended that the storage capacity of this movement be set based on studies specifically prepared by the development project(s) to be served by this movement such as that of the Koligian High School. Grantland Avenue / Ashlan Avenue o Consider setting the storage capacity of the northbound left-turn lane to 225 feet. o Consider setting the storage capacity of the northbound right-turn lane to 250 feet. o The existing storage capacity of the southbound left-turn lane is projected to exceed that available during the Cumulative Year 2035 plus Project Traffic Conditions scenario. However, it is recommended that this movement be monitored. Bryan Avenue / Ashlan Avenue o Consider setting the storage capacity of the westbound right-turn lane to 125 feet. o Consider increasing the storage capacity of the southbound left-turn lane to 175 feet. Polk Avenue / Ashlan Avenue o Consider increasing the storage capacity of the eastbound left-turn lane to 125 feet. o Consider increasing the storage capacity of the westbound left-turn lane to 150 feet. o Consider setting the storage capacity of the westbound right-turn lane to 100 feet. o Consider increasing the storage capacity of the northbound left-turn lane to 200 feet. o Consider setting the storage capacity of the northbound right-turn lane to 275 feet. Cornelia Avenue / Ashlan Avenue o The existing storage capacity of the westbound dual left-turn lanes is projected to exceed that available for the AM 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 right-turn lane to 175 feet. o Consider increasing the storage capacity of the southbound left-turn lane to 250 feet. Grantland Avenue / Dakota Avenue o Consider setting the storage capacity of the westbound left-turn lane to 250 feet. o Consider setting the storage capacity of the southbound left-turn lane to 250 feet. Grantland Avenue / Shields Avenue o Consider setting the storage capacity of the eastbound left-turn lane to 225 feet. o Consider setting the storage capacity of the westbound right-turn lane to 375 feet. o Consider setting the storage capacity of the southbound left-turn lane to 375 feet. o Consider setting the storage capacity of the southbound right-turn lane to 200 feet. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 69 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project (Phase I) Existing plus Project (Phase I & Phase II) Existing plus Project (Buildout) AM PM AM PM AM PM AM PM 1 Grantland Avenue / Barstow Avenue EB Left * * * * * * * * * WB Left * * * * * * * * * NB Left 280 13 19 18 23 15 29 19 30 SB Left 250 19 21 22 9 16 8 17 26 3 Grantland Avenue / Shaw Avenue EB Left 325 120 86 89 77 105 85 116 104 WB Left 325 51 52 43 69 76 105 90 201 WB Right >500 * * * * * * * * NB Left 175 50 28 71 25 122 105 51 34 NB Right * * * * * * * * * SB Left 175 156 120 137 103 122 138 136 161 SB Dual Lefts * * * * * * * * * 4 Veterans Boulevard / Shaw Avenue EB Left * * * * * * * * * EB Right * * * * * * * * * WB Left * * * * * * * * * WB Right * * * * * * * * * NB Left * * * * * * * * * NB Right * * * * * * * * * SB Left * * * * * * * * * SB Dual Lefts * * * * * * * * * 5 Bryan Avenue / Shaw Avenue EB Right * * * * * * * * * WB Left 250 59 43 45 45 54 43 52 53 NB Left 275 46 44 33 51 33 52 50 58 NB Right >500 40 39 63 40 47 45 62 42 6 Hayes Avenue / Shaw Avenue WB Left * * * * * * * * * NB Left >500 * * * * * * * * NB Right * * * * * * * * * 7 Grantland Avenue / Gettysburg Avenue EB Left * * * 30 25 52 53 86 53 NB Left * * * 0 16 9 29 18 35 NB Right 530 0 0 0 0 0 0 0 0 SB Left * * * * * * * * * SB Right * * * * * * * 0 7 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 70 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project (Phase I) Existing plus Project (Phase I & Phase II) Existing plus Project (Buildout) AM PM AM PM AM PM AM PM 8 Veterans Boulevard / Gettysburg Avenue EB Left * * * * * * * * * EB Right * * * * * * * * * WB Left * * * * * * * * * WB Right * * * * * * * * * NB Left * * * * * * * * * SB Left * * * * * * * * * SB Right * * * * * * * * * 9 Bryan Avenue / Gettysburg Avenue EB Left >500 16 9 19 10 18 14 14 10 EB Right >500 20 10 21 7 22 15 11 10 WB Left * * * * * * * * * WB Right * * * * * * * * * NB Left 250 43 8 37 21 47 8 42 0 NB Right * * * * * * * * * SB Left * * * * * * * * * SB Right * * * * * * * * * 11 Grantland Avenue / Ashlan Avenue EB Left * * * * * 44 34 65 57 WB Left 230 49 41 52 40 53 47 53 45 WB Right >500 48 44 37 39 53 37 41 37 NB U-Left * * * * * * 23 15 43 NB Right * * * * * * * * * SB Left 250 22 29 28 47 37 33 29 33 SB Right * * * * * * * 0 4 12 Bryan Avenue / Ashlan Avenue EB Left 250 45 29 49 32 50 26 49 39 WB Left 250 27 26 40 18 28 30 18 31 WB Right * 60 44 61 48 65 36 78 48 NB Left 250 48 22 43 20 61 23 66 26 SB Left 150 * * * * * * * * SB Right 150 * * * * * * * * 13 Hayes Avenue / Ashlan Avenue EB Left * * * * * * * * * EB Right * * * * * * * * * WB Left * * * * * * * * * NB Left * * * * * * * * * SB Left * * * * * * * * * Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 71 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project (Phase I) Existing plus Project (Phase I & Phase II) Existing plus Project (Buildout) AM PM AM PM AM PM AM PM 14 Polk Avenue / Ashlan Avenue EB Left 100 15 23 18 26 21 26 20 33 WB Left 125 38 51 43 69 39 53 36 60 WB Right * * * * * * * * * NB Left 75 8 22 13 29 19 26 0 22 NB Right * * * * * * * * * SB Left 275 51 53 56 58 58 55 44 54 SB Right * * * * * * * * * 15 Cornelia Avenue / Ashlan Avenue EB Left 250 63 43 60 33 48 32 57 37 WB Dual Lefts 275 228 496 557 530 55 290 490 514 WB Right >500 30 72 32 65 27 46 38 62 NB Left 100 95 64 78 79 94 72 77 71 NB Right 80 136 80 133 69 129 88 103 78 SB Left 150 176 148 172 133 191 128 177 105 16 Grantland Avenue / Dakota Avenue WB Left * * * * * * * * * WB Right >500 * * * * * * * * NB U-turn * * * * * * * * * SB Left * * * * * * * * * 17 Grantland Avenue / Shields Avenue EB Left * * * * * * * * * WB Left * * * * * * * * * WB Right * * * * * * * * * NB Left * * * * * * * * * SB Left * * * * * * * * * SB Right * * * * * * * * * Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 72 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Near Term plus Project (Buildout) Cumulative Year 2035 No Project Cumulative Year 2035 plus Project AM PM AM PM AM PM 1 Grantland Avenue / Barstow Avenue EB Left * 47 53 77 47 83 47 WB Left * 107 59 129 69 98 68 NB Left 280 54 61 58 54 52 69 SB Left 250 49 57 36 51 35 69 3 Grantland Avenue / Shaw Avenue EB Left 325 123 111 289 243 244 180 WB Left 325 143 206 128 74 142 230 WB Right >500 136 90 121 134 107 142 NB Left 175 170 70 225 139 145 168 NB Right * 335 225 * * * * SB Left 175 284 314 * * * * SB Dual Lefts * * * 219 128 232 148 4 Veterans Boulevard / Shaw Avenue EB Left * * * 29 69 57 59 EB Right * * * 47 81 42 94 WB Left * * * 76 139 174 267 WB Right * * * 157 169 196 127 NB Left * * * 54 94 78 130 NB Right * * * * * 119 54 SB Left * * * 374 429 * * SB Dual Lefts * * * * * 157 380 5 Bryan Avenue / Shaw Avenue EB Right * * * 79 109 63 129 WB Left 250 217 267 225 246 232 207 NB Left 275 134 138 369 297 382 338 NB Right >500 135 77 369 120 80 56 6 Hayes Avenue / Shaw Avenue WB Left * 124 218 172 269 232 373 NB Left >500 116 97 106 118 195 96 NB Right * 163 119 198 174 239 181 7 Grantland Avenue / Gettysburg Avenue EB Left * 163 132 * * 249 198 NB Left * 62 76 * * 70 135 NB Right 530 54 103 * * 49 141 SB Left * 13 9 25 8 10 5 SB Right * 213 113 315 153 216 104 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 73 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Near Term plus Project (Buildout) Cumulative Year 2035 No Project Cumulative Year 2035 plus Project AM PM AM PM AM PM 8 Veterans Boulevard / Gettysburg Avenue EB Left * * * 107 174 83 168 EB Right * * * 27 77 27 100 WB Left * * * 199 98 195 134 WB Right * * * 182 43 130 48 NB Left * * * 375 123 250 114 SB Left * * * 329 427 257 697 SB Right * * * 48 347 61 52 9 Bryan Avenue / Gettysburg Avenue EB Left >500 19 7 100 128 76 97 EB Right >500 24 7 107 112 93 121 WB Left * 39 33 105 97 105 82 WB Right * * * 74 56 55 54 NB Left 250 55 19 194 78 159 75 NB Right * * * 39 48 39 42 SB Left * 19 14 77 100 71 93 SB Right * * * 52 58 54 48 11 Grantland Avenue / Ashlan Avenue EB Left * 156 108 * * 143 105 WB Left 230 144 100 173 131 166 121 WB Right >500 54 51 76 46 113 57 NB U-Left * 78 130 42 40 206 197 NB Right * 57 68 293 37 239 88 SB Left 250 274 205 254 212 366 334 SB Right * 9 57 * * * * 12 Bryan Avenue / Ashlan Avenue EB Left 250 190 164 140 104 125 126 WB Left 250 30 27 51 45 52 67 WB Right * 83 47 104 66 124 67 NB Left 250 210 45 147 30 160 46 SB Left 150 134 84 150 164 132 159 SB Right 150 81 45 68 37 65 36 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 74 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIII: Queuing Analysis (cont.) ID Intersection Existing Queue Storage Length (ft.) Near Term plus Project (Buildout) Cumulative Year 2035 No Project Cumulative Year 2035 plus Project AM PM AM PM AM PM 14 Polk Avenue / Ashlan Avenue EB Left 100 43 44 109 85 119 51 WB Left 125 43 58 49 117 132 147 WB Right * * * * * 42 83 NB Left 75 33 47 67 141 94 180 NB Right * * * 257 155 281 82 SB Left 275 59 66 153 180 191 194 SB Right * * * * * 22 33 15 Cornelia Avenue / Ashlan Avenue EB Left 250 58 37 58 52 67 54 WB Dual Lefts 275 236 340 563 588 573 482 WB Right >500 28 46 2352 3462 684 48 NB Left 100 89 93 83 89 84 75 NB Right 80 126 95 158 107 144 108 SB Left 150 212 106 210 238 205 204 16 Grantland Avenue / Dakota Avenue WB Left * * * 248 126 227 154 WB Right >500 * * 66 40 66 48 NB U-turn * * * 70 39 72 61 SB Left * * * 100 156 152 243 17 Grantland Avenue / Shields Avenue EB Left * * * 219 128 223 189 WB Left * * * 74 30 151 45 WB Right * * * 204 64 365 101 NB Left * * * 143 47 77 46 SB Left * * * 167 372 206 364 SB Right * * * * * 179 161 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 75 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 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 and which are not covered by an existing impact fee program is provided in Table XXIV. 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 (Buildout) and Cumulative Year 2035 plus Project (Buildout) volumes. Figure 2 illustrates the Existing traffic volumes, Figure 13 illustrates the 2035 Project Only Trips (Buildout), and Figure 14 illustrates the Cumulative Year 2035 plus Project (Buildout) traffic volumes. 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 XXIV 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) or grant funded projects, as appropriate. For those improvements not presently covered by local and regional roadway impact fee programs or grant funding, 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 76 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Table XXIV: Project’s Fair Share of Future Roadway Improvements ID Intersection Existing Traffic Volumes (PM Peak) Cumulative Year 2035 plus Project (Buildout) Traffic Volumes (PM Peak) 2035 Project Only Trips (Buildout) (PM Peak) Project's Fair Share (%) 1 Grantland Avenue / Barstow Avenue 759 1,644 13 1.47% 3 Grantland Avenue / Shaw Avenue 1,155 2,298 33 2.89% 4 Veterans Boulevard / Shaw Avenue 0 5,383 423 7.86% 5 Bryan Avenue / Shaw Avenue 888 2,754 242 12.97% 6 Hayes Avenue / Shaw Avenue 1,050 2,539 234 15.72% 7 Grantland Avenue / Gettysburg Avenue 382 3,055 635 23.76% 8 Veterans Boulevard / Gettysburg Avenue 0 3,784 501 13.24% 9 Bryan Avenue / Gettysburg Avenue 193 1,948 37 2.11% 11 Grantland Avenue / Ashlan Avenue 514 2,836 478 20.59% 12 Bryan Avenue / Ashlan Avenue 354 1,675 78 5.90% 14 Polk Avenue / Ashlan Avenue 923 2,212 49 3.80% 16 Grantland Avenue / Dakota Avenue 0 2,537 217 8.55% 17 Grantland Avenue / Shields Avenue 428 2,601 207 9.53% Note: Project Fair Share = ((2035 Project Only Trips (Buildout)) / (Cumulative Year 2035 + Project (Buildout) Traffic Volumes - Existing Traffic Volumes)) x 100 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 77 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Conclusions and Recommendations Conclusions and recommendations regarding the proposed Project are presented below. Existing Traffic Conditions JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) and the Transportation Injury Mapping System (TIMS) to review collision reports for the most recent five-year period (January 1, 2013 to December 31, 2017). The intersection of Grantland Avenue and Shaw Avenue experienced 18 total collisions during the five- year period – the highest number of reported collisions when compared all existing study intersections. The type of collisions at the intersection of Grantland Avenue and Shaw Avenue included 14 broadsides, three (3) hit object, and one (1) head-on. Furthermore, the type of violations included nine (9) traffic signals and signs, six (6) failures to yield the right of way, one (1) unsafe speed, (1) improper turning movement, and one (1) driving under the influence. It is worth mentioning that majority of the broadside collisions occurred during the year 2013. Furthermore, the intersection of Grantland Avenue and Shaw Avenue was signalized in 2017. After thorough review of the data contained within the collision reports for the five-year analysis period, the signalization of the intersection of Shaw Avenue and Grantland Avenue should reduce the number and severity of broadside collisions. At the remaining study intersections, the number of correctable collisions experienced at the remaining existing study intersections is considered less than significant. The segment of Shaw Avenue between Grantland Avenue and Bryan Avenue experienced 20 collisions during the five-year period – the highest number of reported collisions when compared all existing study segments. The type of collisions on the segment of Shaw Avenue between Grantland Avenue and Bryan Avenue included 14 broadsides, four (4) hit object, one (1) rear end, one (1) head-on, and one (1) sideswipe. Furthermore, the type of violations included nine (9) traffic signals and signs, seven (7) failures to yield the right of way, three (3) unsafe speed, (1) improper turning movement, and one (1) driving under the influence. It is worth mentioning that majority of the broadside collisions occurred during the year 2013 and these were also within the influence zone of the intersection of Shaw Avenue and Grantland Avenue. The signalization of the intersection of Shaw Avenue and Grantland Avenue should reduce the number and severity of broadside collisions on Shaw Avenue between Grantland Avenue and Bryan Avenue. After thorough review of the data contained within the collision reports for the five-year analysis period, the number of correctable collisions experienced at the remaining existing study segments is considered less than significant. At present, the intersection of Bryan Avenue and Ashlan Avenue exceeds its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be considered for implementation. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; and Add a westbound right-turn lane. At present, all study segments operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 78 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Existing plus Project (Phase I) Traffic Conditions A review of the Project access point to be constructed under Phase I indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. The proposed Project under Phase I is estimated to generate a maximum of 793 daily trips, 62 AM peak hour trips and 83 PM peak hour trips. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; and Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. Existing plus Project (Phase I & Phase II) Traffic Conditions A review of the Project access point to be constructed under Phase II indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. The proposed Project under Phase II is estimated to generate a maximum of 3,597 daily trips, 282 AM peak hour trips and 377 PM peak hour trips. Under this scenario, the intersection of Bryan Avenue and Ashlan Avenue is projected to exceed its LOS threshold during the AM peak period. To improve the LOS at this intersection, it is recommended that the following improvements be implemented. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; and Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. Existing plus Project (Buildout) Traffic Conditions A review of the Project driveway to be constructed under buildout indicates that it is located at a point that minimizes traffic operational impacts to the existing roadway network. At buildout, the proposed Project is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. However, assuming that the proposed Project does not undergo a General Plan Amendment, the proposed Project site has the potential to generate a maximum of 12,225 daily trips, 704 AM peak hour trips, and 1,263 PM peak hour trips. Compared to the land use consistent with the City of Fresno 2035 General Plan, the proposed Project is estimated to yield less traffic by 4,257 daily trips, 79 AM peak hour trips and 427 PM peak hour trips. At buildout, the proposed Project is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. It is recommended that the Project implement a Class II Bike Lane along its frontages to Grantland Avenue, Gettysburg Avenue and Ashlan Avenue. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 79 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Under this scenario, the intersections of Grantland Avenue and Gettysburg Avenue and Bryan Avenue 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 Grantland Avenue / Gettysburg Avenue Modify the southbound left-through-right lane to a left-through lane; and Add a southbound right-turn lane. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; and Add a westbound right-turn lane. Under this scenario, all study segments are projected to operate at an acceptable LOS. Near Term plus Project (Buildout) Traffic Conditions The total trip generation for the Near Term Projects is 49,295 daily trips, 4,317 AM peak hour trips and 4,846 PM peak hour trips. Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue and Bryan Avenue 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 Grantland Avenue / Barstow Avenue Add an eastbound left-turn lane; Modify the eastbound left-through-right lane to a through-right lane; Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through-right lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Shaw Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; and Modify the traffic signal to accommodate the added lanes. o Bryan Avenue / Shaw Avenue Signalize the intersection with protective left-turn phasing on all approaches. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 80 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 o Hayes Avenue / Shaw Avenue Add a westbound left-turn lane; Modify the westbound left-through lane to a through lane; Modify the northbound left-right lane to a left-turn lane; Add a northbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Gettysburg Avenue Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through-right lane; Add a southbound left-turn lane; Modify the southbound left-through-right lane to a through lane; Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Ashlan Avenue Modify the northbound through-right lane to a right-turn lane; and Signalize the intersection with protective left-turn phasing on all approaches. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; Add a westbound right turn lane; and Signalize the intersection with protective left-turn phasing on all approaches. It should be noted that between the Existing Traffic Conditions and the Near Term plus Project (Buildout) Traffic Conditions scenarios, the Project accounts for 13.9 percent of the daily trips, 12.6 percent of the AM peak hour trips and 14.7 percent of the PM peak hour trips of growth in traffic, while the rest can be attributable to the Near Term Projects. Therefore, one can deduce that the majority of the mitigation measures presented under this scenario may not be necessary immediately upon completion of the proposed Project (Buildout). However, if all of the Near Term Projects are completed close to the completion date of the proposed Project (Buildout), the detailed recommended improvements presented under this scenario may be necessary in order to improve the LOS to the City's target LOS threshold. Under this scenario, all study segments are projected to operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 81 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Cumulative Year 2035 No Project Traffic Conditions Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields 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 considered for implementation. o Grantland Avenue / Barstow Avenue Add an eastbound left-turn lane; Modify the eastbound left-through-right lane to a through-right lane; Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through-right lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Shaw Avenue Modify the westbound through-right lane to a through lane; Add a westbound trap right-turn lane; Add a second southbound left-turn lane with a receiving lane east of Grantland Avenue; Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; Prohibit southbound to northbound U-turn movements; and Modify the traffic signal to accommodate the added lanes. o Veterans Boulevard / Shaw Avenue Modify the eastbound through-right lane to a through lane; Add a second eastbound through lane with a receiving lane east of Veterans Boulevard; Add an eastbound right-turn lane; Modify the westbound through-right lane to a through lane; Add a second westbound through lane with a receiving lane west of Veterans Boulevard; Add a westbound right-turn lane; Add a third northbound through lane with a receiving lane north of Shaw Avenue; Add a third southbound through lane with a receiving lane south of Shaw Avenue; Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; Prohibit southbound to northbound U-turn movements; and Modify the traffic signal to accommodate the added lanes. o Bryan Avenue / Shaw Avenue Modify the eastbound through-right lane to a through lane; Add a second eastbound through lane with a receiving lane east of Bryan Avenue; Add an eastbound right-turn lane; www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 82 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Add a second westbound through lane with a receiving lane west of Bryan Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Hayes Avenue / Shaw Avenue Add a westbound left-turn lane; Modify the westbound left-through lane to a through lane; Modify the northbound left-right lane to a left-turn lane; Add a northbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Gettysburg Avenue/Stadium Drive Add a second northbound through lane with a receiving lane north of Gettysburg Avenue; Add a southbound left-turn lane; Modify the southbound left-through lane to a through lane; Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Veterans Boulevard /Gettysburg Avenue Modify the eastbound through-right lane to a through lane; Add an eastbound right-turn lane; Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; and Modify the traffic signal to accommodate the added lanes. o Bryan Avenue and Gettysburg Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Modify the southbound through-right lane to a through lane; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Ashlan Avenue Modify the northbound through-right lane to a right-turn lane; Add a second southbound through lane with a receiving lane south of Ashlan Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 83 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lane. o Polk Avenue / Ashlan Avenue Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lane. o Grantland Avenue / Dakota Avenue Modify the northbound right-turn lane to a through-right lane with a receiving lane north of Dakota Avenue; Add a second southbound through lane with a receiving lane south of Dakota Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Shields Avenue Add an eastbound left-turn lane; Modify the eastbound left-through-right lane to a through-right lane; Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through lane; Add a westbound right-turn lane; Add a northbound left-turn lane; Modify the northbound left-through-right lane to a through lane; Add a northbound through-right lane with a receiving lane north of Shields Avenue; Add a southbound left-turn lane; Modify the southbound left-through-right lane to a through lane; Add a southbound through-right lane with a receiving lane south of Shields Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that the following improvements be considered for implementation. o Shaw Avenue between Veterans Boulevard and Bryan Avenue Modify Shaw Avenue to accommodate two lanes in each direction o Shaw Avenue between Bryan Avenue and Hayes Avenue Modify Shaw Avenue to accommodate two lanes in each direction o Grantland Avenue between Veterans Boulevard and Gettysburg Avenue (WL) Modify Grantland Avenue to accommodate two lanes in each direction o Grantland Avenue between Gettysburg Avenue (WL) and Ashlan Avenue Modify Grantland Avenue to accommodate two lanes in each direction www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 84 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 o Grantland Avenue between Ashlan Avenue and Dakota Avenue Modify Grantland Avenue to accommodate two lanes in each direction o Grantland Avenue between Dakota Avenue and Shields Avenue Modify Grantland Avenue to accommodate two lanes in each direction Cumulative Year 2035 plus Project Traffic Conditions Under this scenario, the intersections of Grantland Avenue and Barstow Avenue, Grantland Avenue and Shaw Avenue, Veterans Boulevard and Shaw Avenue, Bryan Avenue and Shaw Avenue, Hayes Avenue and Shaw Avenue, Grantland Avenue and Gettysburg Avenue, Veterans Boulevard and Gettysburg Avenue, Bryan Avenue and Gettysburg Avenue, Grantland Avenue and Ashlan Avenue, Bryan Avenue and Ashlan Avenue, Polk Avenue and Ashlan Avenue, Grantland Avenue and Dakota Avenue and Grantland Avenue and Shields 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 Grantland Avenue / Barstow Avenue Add an eastbound left-turn lane; Modify the eastbound left-through-right lane to a through-right lane; Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through-right lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Shaw Avenue Modify the westbound through-right lane to a through lane; Add a westbound trap right-turn lane; Add a second southbound left-turn lane with a receiving lane east of Grantland Avenue; Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; Prohibit southbound to northbound U-turn movements; and Modify the traffic signal to accommodate the added lanes. o Veterans Boulevard / Shaw Avenue Modify the eastbound through-right lane to a through lane; Add a second eastbound through lane with a receiving lane east of Veterans Boulevard; Add an eastbound right-turn lane; Modify the westbound through-right lane to a through lane; Add a second westbound through lane with a receiving lane west of Veterans Boulevard; Add a westbound right-turn lane; Modify the northbound through-right lane to a through lane; Add a third northbound through lane with a receiving lane north of Shaw Avenue; Add a northbound right-turn lane; Add a second southbound left-turn lane; Add a third southbound through lane with a receiving lane south of Shaw Avenue; www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 85 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Modify the traffic signal to implement overlap phasing of the westbound right-turn with the southbound left-turn phase; Prohibit southbound to northbound U-turn movements; and Modify the traffic signal to accommodate the added lanes. o Bryan Avenue / Shaw Avenue Modify the eastbound through-right lane to a through lane; Add a second eastbound through lane with a receiving lane east of Bryan Avenue; Add an eastbound right-turn lane; Add a second westbound through lane with a receiving lane west of Bryan Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Hayes Avenue / Shaw Avenue Add a westbound left-turn lane; Modify the westbound left-through lane to a through lane; Modify the northbound left-right lane to a left-turn lane; Add a northbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Gettysburg Avenue Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through-right lane; Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; Add a southbound left-turn lane; Modify the southbound left-through-right lane to a through lane; Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Veterans Boulevard / Gettysburg Avenue Modify the eastbound through-right lane to a through lane; Add an eastbound right-turn lane; Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Add second and third northbound through lanes with receiving lanes north of Gettysburg Avenue; Add a second southbound through lane with a receiving lane south of Gettysburg Avenue; Implement overlap phasing of the westbound right-turn with the southbound left-turn phase; and Modify the traffic signal to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 86 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 o Bryan Avenue and Gettysburg Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Modify the southbound through-right lane to a through lane; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Ashlan Avenue Modify the northbound through-right lane to a right-turn lane; Modify the southbound right-turn lane to a through-right lane with a receiving lane south of Ashlan Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Bryan Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lane. o Polk Avenue / Ashlan Avenue Modify the westbound through-right lane to a through lane; Add a westbound right-turn lane; Modify the northbound through-right lane to a through lane; Add a northbound right-turn lane; Modify the southbound through-right lane to a through lane; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. o Grantland Avenue / Dakota Avenue Modify the northbound right-turn lane to a through-right lane with a receiving lane north of Dakota Avenue; Add a second southbound through lane with a receiving lane south of Dakota Avenue; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 87 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 o Grantland Avenue / Shields Avenue Add an eastbound left-turn lane; Modify the eastbound left-through-right lane to a through-right lane; Add a westbound left-turn lane; Modify the westbound left-through-right lane to a through lane; Add a westbound right-turn lane; Add a northbound left-turn lane; Modify the northbound left-through-right lane to a through lane; Add a northbound through-right lane with a receiving lane north of Shields Avenue; Add a southbound left-turn lane; Modify the southbound left-through-right lane to a through lane; Add a second southbound through lane with a receiving lane south of Shields Avenue; Add a southbound right-turn lane; Signalize the intersection with protective left-turn phasing on all approaches; and Modify the intersection to accommodate the added lanes. Under this scenario, the segments of Shaw Avenue between Veterans Boulevard and Hayes Avenue and the segments of Grantland Avenue between Veterans Boulevard and Shields Avenue are projected to operate at an unacceptable LOS. To improve the LOS of these segments, it is recommended that the following improvements be implemented. o Shaw Avenue between Veterans Boulevard and Bryan Avenue Modify Shaw Avenue to accommodate two lanes in each direction o Shaw Avenue between Bryan Avenue and Hayes Avenue Modify Shaw Avenue to accommodate two lanes in each direction o Grantland Avenue between Veterans Boulevard and Gettysburg Avenue (WL) Modify Grantland Avenue to accommodate two lanes in each direction o Grantland Avenue between Gettysburg Avenue (WL) and Ashlan Avenue Modify Grantland Avenue to accommodate two lanes in each direction o Grantland Avenue between Ashlan Avenue and Dakota Avenue Modify Grantland Avenue to accommodate two lanes in each direction o Grantland Avenue between Dakota Avenue and Shields Avenue Modify Grantland Avenue to accommodate two lanes in each direction 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 listed in Table XXIV for the future improvements necessary to maintain an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | 88 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Parc West - City of Fresno Draft Traffic Impact Analysis December 17, 2018 Study Participants JLB Traffic Engineering, Inc. Personnel: Jose Luis Benavides, PE, TE Project Manager Susana Maciel, EIT Engineer I/II Javier Rios Engineer I/II Jove Alcazar Engineer I/II Dennis Wynn Sr. Engineering Technician Persons Consulted: Jeff Roberts Assemi Group, Inc. Jill Gormley, PE City of Fresno Harpreet Kooner County of Fresno Tong Xiong County of Fresno David Padilla Caltrans Kai Han, TE Fresno COG Lang Yu Fresno COG References 1. City of Fresno, 2035 General Plan. 2. County of Fresno, 2000 General Plan. 3. Guide for the Preparation of Traffic Impact Studies, Caltrans, dated December 2002. 4. Trip Generation, 10th Edition, Washington D.C., Institute of Transportation Engineers, 2017. 5. 2014 California Manual on Uniform Traffic Control Devices, Caltrans, November 7, 2014. 6. City of Fresno, Active Transportation Plan, December 2016, adopted March 2, 2017. 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: Scope of Work 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 June 26, 2018 Mrs. Jill Gormley, P.E. Traffic Engineer City of Fresno 2600 Fresno Street Fresno, CA 93721-3616 Via Email Only: Jill.Gormley@fresno.gov Subject: Draft Scope of Work for the Preparation of a Traffic Impact Analysis Analysis for a General Plan Amendment in Support of the Parc West (Project) at the Northwest Corner of Ashlan Avenue and Grantland Avenue in the City of Fresno (JLB Project 004-067) Dear Mrs. Gormley, JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic Impact Analysis (TIA) for the Project described below. Parc West (Project) proposes to develop approximately 160 acres with residential uses. A portion of the Project site generally located at the northwest corner of Ashlan Avenue and Grantland Avenue will undergo a General Plan Amendment to change the existing Community Commercial zoning to Median Density Residential. Based on the latest information, the Project would include up to 844 single family residential units and a 1.819 acre park of which, Phase 1 will include 84 single family residential units. The purpose of this TIA is to evaluate the potential on- and off-site traffic impacts, identify short-term roadway and circulation needs, determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process. To evaluate the on- and off-site traffic impacts of the proposed Project, JLB proposes the following Draft Scope of Work. Scope of Work Request a Fresno Council of Governments (Fresno COG) traffic forecast model run for the project (Select Zone Analysis) which will include the project and the streets to be analyzed. The Fresno COG traffic forecasting model will be used to forecast traffic volumes for the Base Year and Cumulative Year 2035 plus Project scenarios. JLB will obtain recent or schedule and conduct new traffic counts at the study facility(ies) as necessary. JLB will perform a site visit to observe existing traffic conditions, especially during the AM and PM peak hours. Existing roadway conditions including intersection geometrics and traffic controls will be verified. JLB will conduct qualitative safe routes to school evaluation from the Project site to the K-12 school(s) which would most likely serve the Project on opening day. JLB will qualitatively analyze existing and planned transit routes in the vicinity of the Project. 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 Mrs. Gormley Parc West TIA - Draft Scope of Work June 26, 2018 JLB will qualitatively analyze existing and planned bikeways in the vicinity of the Project. JLB will forecast trip distribution based on turn count information, school boundaries and knowledge of the existing and planned circulation network in the vicinity of the Project. JLB will evaluate existing and forecasted levels of service (LOS) at the study intersection(s). JLB will use HCM 2010 methodologies within Synchro to perform this analysis for the AM and PM peak hours. JLB will identify the causes of poor LOS. JLB will evaluate on-site circulation and provide recommendations as necessary to improve circulation to and within the Project site. JLB will prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) 8-hour and 4- hour signal warrants for unsignalized study intersections under the Existing Conditions Scenario. JLB will prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) peak hour signal warrants for un-signalized study intersections under the Existing plus Project Phase 1, Near Term plus Project Buildout, Cumulative Year No Project and Cumulative Year plus Project Buildout scenarios. JLB will prepare a table with the Project’s pro-rata fair share allocation to improvement measures identified (if any) which are not currently funded by an existing funding source. Study Scenarios: 1. Existing traffic conditions; 2. Existing plus Project Phase 1 traffic conditions with proposed mitigation measures (if any); 3. Existing plus Project Buildout traffic conditions with proposed mitigation measures (if any); 4. Near Term plus Project Buildout traffic conditions with needed improvements (if any); 5. Cumulative Year 2035 No Project traffic conditions with proposed improvement measures (if any). 6. Cumulative Year 2035 plus Project Buildout conditions with proposed mitigation measures (if any). Weekday peak hours to be analyzed: 1. 7 - 9 AM peak hour 2. 4 - 6 PM peak hour Study Intersections: 1. Shaw Avenue / Grantland Avenue 2. Shaw Avenue / Veterans Boulevard (future) 3. Shaw Avenue / Bryan Avenue 4. Shaw Avenue / Hayes Avenue 5. Gettysburg Avenue / Veterans Boulevard (future) 6. Gettysburg Avenue / Grantland Avenue (future) 7. Ashlan Avenue / Park West Drive (future) 8. Ashlan Avenue / Grantland Avenue 9. Ashlan Avenue /Bryan Avenue 10. Ashlan Avenue / Hayes Avenue 11. Ashlan Avenue /Polk Avenue 12. Shields Avenue / Grantland Avenue 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 Mrs. Gormley Parc West TIA - Draft Scope of Work June 26, 2018 Queuing analysis is included in the proposed scope of work for the study intersection(s) listed above under all study scenarios. This analysis will be utilized to recommend minimum storage lengths for left- and right-turn lanes at all study intersections. Study Segments: 1. Shaw Avenue between Grantland Avenue and Veterans Boulevard 2. Shaw Avenue between Veterans Boulevard and Bryan Avenue 3. Shaw Avenue between Bryan Avenue and Hayes Avenue 4. Ashlan Avenue between Grantland Avenue and Bryan Avenue 5. Ashlan Avenue between Bryan Avenue and Hayes Avenue 6. Ashlan Avenue between Hayes Avenue and Polk Avenue 7. Grantland Avenue between Shaw Avenue and Veterans Boulevard 8. Grantland Avenue between Veterans Boulevard and west leg of Gettysburg Avenue 9. Grantland Avenue between west leg of Gettysburg Avenue and Ashlan Avenue 10. Grantland Avenue between Ashlan Avenue and Dakota Avenue 11. Grantland Avenue between Dakota Avenue and Shields Avenue Project Only Trip Assignment to State Facilities: 1. SR 99 / Shaw Avenue 2. SR 99 / Ashlan Avenue Project Only Trip Generation The trip generation rates for Phase 1 of the Proposed Project and Existing General Plan Land Use designations were obtained from the 10th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents Phase 1 Land Use Trip Generation. The Existing Land Use Trip Generation considers the construction of an 84-unit Single-Family Detached Housing on the General Plan Land Use zoning and density. Under Phase 1 the Project is estimated to generate a maximum of 793 daily trips, 62 AM peak hour trips and 83 PM peak hour trips. Table I: Proposed Project Phase 1 Land Use Trip Generation Note: d.u. = Dwelling Units Table II presents the Proposed Project Buildout Land Use Trip Generation. At Buildout, the Project will include the construction of up to 844-unit Single-Family Detached Housing and a 1.819 acre Public Park. The proposed Project at Buildout is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 84 d.u. 9.44 793 0.74 25 75 15 47 62 0.99 63 37 52 31 83 Total Project Trips 793 15 47 62 52 31 83 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 Mrs. Gormley Parc West TIA - Draft Scope of Work June 26, 2018 Table II: Proposed Project Buildout Land Use Trip Generation Note: d.u. = Dwelling Units Near Term Projects to be Included Based on our local knowledge of the study area, consultation with City of Fresno Planning & Development staff, JLB proposes to include projects in the vicinity of the proposed Project under the Near Term plus Project Analysis. The projects proposed to be included in the Near-Term Scenario are: Project Name General Location 1. TT 4983 NE Dakota Avenue and Cornelia Avenue 2. TT 5356 Ashlan Avenue between Polk Avenue and Cornelia Avenue 3. TT 5363 South of Veterans Boulevard and Barstow Avenue 4. TT 5443 Belmont Avenue between Cornelia Avenue and Hayes Avenue 5. TT 5444 Olive Avenue between Hayes Avenue and Cornelia Avenue 6. TT 5493 (portion of) SE Shaw Avenue and Bryan Avenue 7. TT 5537 SW Polk Avenue and Dayton Avenue 8. TT 5538 (portion of) SE Ashlan Avenue and Hayes Avenue 9. TT 5554 Olive Avenue between Hayes Avenue and Cornelia Avenue 10. TT 5586 Hayes Avenue between McKinley Avenue and Olive Avenue 11. TT 5597 (portion of) NE of Barstow Avenue and Garfield Avenue 12. TT 5599 (portion of) SE of Polk Avenue and Acacia Avenue 13. TT 5600 (portion of) SW Barstow Avenue and Grantland Avenue 14. TT 5604 NE Shields Avenue and Hayes Avenue 15. TT 5608 NE Santa Ana Avenue and Hayes Avenue 16. TT 5631 Polk Avenue between Ashlan Avenue and Gettysburg Avenue 17. TT 5652 (portion of) SE Bryan Avenue and Ashlan Avenue 18. Koligian Educational Center (portion of) NE Ashlan Avenue and Grantland Avenue 19. TT 5680 SW McKinley Avenue and Hayes Avenue 20. TT 5695 Milburn Avenue between Andrews Avenue and Dakota Avenue 21. TT 5725 Ashlan Avenue between Cornelia Avenue and Blythe Avenue 22. TT 5756 Ashlan Avenue between Polk Avenue and Hayes Avenue 23. TT 5766 Ashlan Avenue between Blythe Avenue and Cornelia Avenue 24. TT 5808 Shaw Avenue between Hayes Avenue and Bryan Avenue 25. TT 5891 (portion of) NW Ashlan Avenue and Hayes Avenue 26. TT 6056 SE Bryan Avenue and Gettysburg Avenue 27. TT 6090 Bullard Avenue between SR99 and Grantland Avenue 28. TT 6091 Cornelia Avenue between McKinley Avenue and Clinton Avenue 29. TT 6139 NE Olive Avenue and Polk Avenue 30. TT 6162 NE Hayes Avenue and Ashlan Avenue Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 844 d.u. 9.44 7,967 0.74 25 75 156 469 625 0.99 63 37 527 309 836 Public Park (411) 1.819 acre 0.78 1 0.02 59 41 0 0 0 0.11 55 45 0 0 0 Total Project Trips 7,968 156 469 625 527 309 836 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 Mrs. Gormley Parc West TIA - Draft Scope of Work June 26, 2018 31. TT 6198 NW of Shaw Avenue and Grantland Avenue 32. TT 6199 SE Ashlan Avenue and Grantland Avenue 33. El Paseo (portion of) SE Herndon Avenue and Golden State 34. Jack in the Box SW Shaw Avenue and Barcus Avenue 35. Johnny Quik Food Store Shaw Avenue and Hayes Avenue 36. Commercial Development SW Clinton Avenue and Blythe Avenue 37. Herndon and Van Buren Mixed-Use NW Herndon Avenue and Van Buren Avenue 38. Herndon and Riverside Commercial SE Herndon Avenue and Riverside Drive 39. Multi-Family Residential SE Herndon Avenue and Riverside Drive 40. Residential Development Clinton Avenue between Hayes Avenue and Polk Avenue 41. Residential Development SE Grantland Avenue and Dakota Avenue 42. Shaw and 99 Mixed-Use SE of Island Water Park 43. Westbridge Apartments SE Barstow Avenue and Grantland Avenue Other Near-Term Projects the City, County or Caltrans has knowledge and for which it is anticipated that said project(s) is/are projected to be whole or partially built by the Near Term Project Year 2020. City, County and Caltrans as appropriate would provide JLB with project details such as a project description, location, proposed land uses with breakdowns and type of residential units and amount of square footages for non-residential uses. The above scope of work is based on our understanding of this Project and our experience with similar Traffic Impact Analysis Projects. In the absence of comments by July 16, 2018, it will be assumed that the above scope of work is acceptable to the agency(ies) that have not submitted any comments to the proposed TIA Scope of Work. If you have any questions or require additional information, please contact me by phone at (559) 570- 8991 or by e-mail at amiao@JLBtraffic.com. Sincerely, Alan Miao, EIT Engineer I/II cc: Harpreet Kooner, County of Fresno Tong Xiong, County of Fresno David Padilla, Caltrans Jose Luis Benavides, JLB Traffic Engineering, Inc. Z:\01 Projects\004 Fresno\004-067 Parc West TIA\Draft Scope of Work\L06262018 Draft Scope of Work.docx 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 Mrs. Gormley Parc West TIA - Draft Scope of Work June 26, 2018 Exhibit A – Aerial This email has been flagged as containing one or more attachments from an outside source. Please check the senders email address carefully. If you were not expecting to receive an email with attachments, please DO NOT open the file. Forward the email to SPAM "SPAM@co.fresno.ca.us" and delete it. This email has been flagged as containing one or more attachments from an outside source. Please check the senders email address carefully. If you were not expecting to receive an email with attachments, please DO NOT open the file. Forward the email to SPAM "SPAM@co.fresno.ca.us" and delete it. David Padilla,Associate Transportation Planner Office of Planning &Local Assistance 1352 W.Olive Avenue Fresno,CA 93778 2616 Office:(559)444 2493,Fax:(559)445 5875 District 6 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 Counts Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 3 75 0 5 3 93 8 2 5 3 12 0 3 6 2 0 7:15 AM - 7:30 AM 5 105 3 3 2 71 5 0 11 1 6 1 4 4 3 2 7:30 AM - 7:45 AM 3 95 1 3 3 66 2 5 5 3 9 0 6 5 0 0 7:45 AM - 8:00 AM 4 62 4 5 2 59 6 2 7 2 3 2 10 5 2 1 8:00 AM - 8:15 AM 4 66 3 4 4 57 5 4 1 4 5 0 1 3 3 2 8:15 AM - 8:30 AM 2 81 0 3 5 58 11 6 6 2 11 1 3 1 3 1 8:30 AM - 8:45 AM 5 56 2 3 2 54 4 7 9 2 7 0 1 1 3 0 8:45 AM - 9:00 AM 0 37 0 1 0 34 5 2 2 3 1 0 1 2 2 0 TOTAL 26 577 13 27 21 492 46 28 46 20 54 4 29 27 18 6 Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 6 73 3 3 6 65 2 1 3 2 5 1 0 2 4 1 4:15 PM - 4:30 PM 6 78 7 1 5 63 3 0 5 3 3 1 4 0 3 2 4:30 PM - 4:45 PM 8 76 2 3 7 64 9 0 4 0 1 0 3 2 1 0 4:45 PM - 5:00 PM 8 63 4 2 2 74 11 4 3 1 3 0 1 4 5 0 5:00 PM - 5:15 PM 3 72 1 1 5 75 0 2 4 2 3 0 1 8 5 0 5:15 PM - 5:30 PM 6 52 5 1 4 71 7 2 1 1 4 0 3 7 0 0 5:30 PM - 5:45 PM 7 70 4 0 5 91 5 1 5 4 8 0 1 6 1 0 5:45 PM - 6:00 PM 8 84 4 1 3 72 8 2 8 4 5 0 4 7 5 0 TOTAL 52 568 30 12 37 575 45 12 33 17 32 2 17 36 24 3 PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 8:00 AM 15 337 8 16 10 289 21 9 28 9 30 3 23 20 7 3 PHF 0.75 0.80 0.50 0.83 0.78 0.66 0.64 0.75 0.63 0.58 0.83 0.58 5:00 PM - 6:00 PM 24 278 14 3 17 309 20 7 18 11 20 0 9 28 11 0 PHF 0.75 0.83 0.70 0.85 0.85 0.63 0.56 0.69 0.63 0.56 0.88 0.55 PHF Trucks PHF AM 0.906 3.9% PM 20 309 17 0.856 PM 0.895 1.3%AM 21 289 10 0.769 PHF 0.721 0.838 AM PM 18 28 7 11 11 9 20 28 20 30 23 9 PM AM PHF 0.735 0.75 PHF 0.796 15 337 8 AM 0.823 24 278 14 PM Turning Movement Report Southbound Barstow Ave @ Grantland Ave Fresno Tuesday, September 12, 2017 Clear Eastbound 36.8152 -119.9165 Page 1 of 3N Grantland Ave N Grantland Ave W Barstow AveW Barstow Ave Northbound Westbound Southbound Southbound Eastbound Northbound Westbound Eastbound WestboundNorthbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM - 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 TOTAL 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 1 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 4:15 PM - 4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 1 0 0 1 1 0 0 0 0 1 3 0 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bikes Peds Peds <> AM Peak Total 0 0 PM 0 0 0 0 PM Peak Total 0 0 AM 0 0 0 0 Peds <>0 0 AM PM 0 0 0 0 0 0 0 0 0 0 0 0 PM AM Peds <>0 0 Peds <>0 0 0 0 AM 0 0 0 0 PM Turning Movement Report Barstow Ave @ Grantland Ave 36.8152 Fresno -119.9165 Tuesday, September 12, 2017 Clear E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes Westbound Bikes W.Leg Peds N Grantland Ave W Barstow Ave W Barstow Ave N Grantland Ave Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPEN/A Turning Movement Report Barstow Ave @ Grantland Ave Fresno Tuesday, September 12, 2017 N Grantland Ave / N Grantland Ave W Barstow Ave / W Barstow Ave Clear Two Way Stop COMMENTS Page 3 of 3 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER APPROACH TOTALS TOTALS 78 104 20 11 213 AM 113 78 18 11 220 99 71 17 11 198 70 67 12 17 166 INTERSECTION TOTAL 797 PHF 0.91 APPROACH TOTALS TOTALS 76 80 9 14 179 PM 63 82 6 10 161 81 101 17 8 207 96 83 17 16 212 INTERSECTION TOTAL 759 PHF 0.90 Barstow Ave @ Grantland Ave 36.8152 Fresno -119.9165 Tuesday, September 12, 2017 Clear Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 0 2 1 1 8 2 40 0 16 70 1 7 0 95 5 5 7:15 AM - 7:30 AM 1 2 0 0 8 0 10 1 17 92 1 6 1 59 3 5 7:30 AM - 7:45 AM 1 1 0 0 2 1 18 0 8 53 0 4 0 52 9 2 7:45 AM - 8:00 AM 1 1 0 0 7 2 11 0 11 53 0 1 0 52 4 3 8:00 AM - 8:15 AM 0 1 0 0 7 0 5 0 10 64 0 2 0 34 1 1 8:15 AM - 8:30 AM 0 0 0 0 7 2 13 0 3 49 0 1 0 40 4 1 8:30 AM - 8:45 AM 0 0 0 0 5 1 6 1 3 56 0 4 0 43 1 2 8:45 AM - 9:00 AM 0 0 1 0 2 1 5 0 6 59 0 3 1 27 0 1 TOTAL 3 7 2 1 46 9 108 2 74 496 2 28 2 402 27 20 Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 2 2 8 1 10 54 0 2 0 50 5 3 4:15 PM - 4:30 PM 0 0 1 0 3 0 11 0 8 58 0 1 0 69 5 3 4:30 PM - 4:45 PM 0 0 0 0 1 1 6 0 8 73 0 3 1 50 1 1 4:45 PM - 5:00 PM 0 0 2 0 3 1 9 0 6 58 1 2 0 56 6 2 5:00 PM - 5:15 PM 0 0 0 0 0 1 6 0 10 62 0 2 3 58 2 2 5:15 PM - 5:30 PM 1 1 0 0 5 1 13 0 8 61 1 1 1 62 8 0 5:30 PM - 5:45 PM 0 0 0 0 5 3 6 1 8 55 0 3 0 62 5 3 5:45 PM - 6:00 PM 0 0 0 0 3 0 8 0 2 54 0 1 1 67 6 1 TOTAL 1 1 3 0 22 9 67 2 60 475 2 15 6 474 38 15 PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 8:00 AM 3 6 1 1 25 5 79 1 52 268 2 18 1 258 21 15 PHF 0.75 0.75 0.25 0.78 0.63 0.49 0.76 0.73 0.50 0.25 0.68 0.58 4:45 PM - 5:45 PM 1 1 2 0 13 6 34 1 32 236 2 8 4 238 21 7 PHF 0.25 0.25 0.25 0.65 0.50 0.65 0.80 0.95 0.50 0.33 0.96 0.66 PHF Trucks PHF AM 0.751 4.9%PM 34 6 13 0.697 PM 0.910 2.7% AM 79 5 25 0.545 PHF 0.938 0.732 AM PM 32 52 21 21 236 268 258 238 2 2 1 4 PM AM PHF 0.7 0.926 PHF 0.833 3 6 1 AM 0.5 1 1 2 PM Turning Movement Report Southbound Shaw Ave @ Garfield Ave Fresno Tuesday, September 12, 2017 Clear Eastbound 36.8078 -119.9255 Page 1 of 3N Garfield Ave N Garfield Ave W Shaw AveW Shaw Ave Northbound Westbound Southbound Southbound Eastbound Northbound Westbound Eastbound WestboundNorthbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bikes Peds Peds <> AM Peak Total 0 0 PM 0 0 0 0 PM Peak Total 0 0 AM 0 0 0 0 Peds <>0 0 AM PM 0 0 0 0 0 0 0 0 0 0 0 0 PM AM Peds <>0 0 Peds <>0 0 0 0 AM 0 0 0 0 PM Turning Movement Report Shaw Ave @ Garfield Ave 36.8078 Fresno -119.9255 Tuesday, September 12, 2017 Clear E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes Westbound Bikes W.Leg Peds N Garfield Ave W Shaw Ave W Shaw Ave N Garfield Ave Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPEN/A Turning Movement Report Shaw Ave @ Garfield Ave Fresno Tuesday, September 12, 2017 N Garfield Ave / N Garfield Ave W Shaw Ave / W Shaw Ave Clear Two Way Stop COMMENTS Page 3 of 3 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER APPROACH TOTALS TOTALS 3 50 87 100 240 AM 3 18 110 63 194 2 21 61 61 145 2 20 64 56 142 INTERSECTION TOTAL 721 PHF 0.75 APPROACH TOTALS TOTALS 2 13 65 62 142 PM 0 7 72 63 142 2 19 70 71 162 0 14 63 67 144 INTERSECTION TOTAL 590 PHF 0.91 Shaw Ave @ Garfield Ave 36.8078 Fresno -119.9255 Tuesday, September 12, 2017 Clear Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 7 32 8 3 39 46 40 4 15 52 6 4 3 57 16 4 7:15 AM - 7:30 AM 6 41 11 1 40 37 18 0 28 79 3 4 7 49 24 7 7:30 AM - 7:45 AM 5 39 10 3 19 47 21 5 23 44 2 3 5 40 27 4 7:45 AM - 8:00 AM 3 35 4 4 26 33 18 2 13 49 7 0 6 45 16 2 8:00 AM - 8:15 AM 5 17 3 2 38 18 10 3 8 68 6 3 5 27 27 2 8:15 AM - 8:30 AM 5 24 8 2 35 20 11 5 17 38 5 1 4 37 32 4 8:30 AM - 8:45 AM 3 23 6 3 27 26 16 7 13 50 1 2 5 32 17 4 8:45 AM - 9:00 AM 2 20 9 0 23 17 6 2 6 53 4 2 4 27 14 3 TOTAL 36 231 59 18 247 244 140 28 123 433 34 19 39 314 173 30 Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 6 29 8 2 26 21 9 6 23 44 1 3 6 45 34 3 4:15 PM - 4:30 PM 6 42 2 1 17 27 12 5 22 53 4 1 11 60 17 4 4:30 PM - 4:45 PM 6 42 5 3 27 22 11 4 27 54 4 2 2 44 24 0 4:45 PM - 5:00 PM 3 29 2 1 31 26 7 2 17 45 6 1 7 62 31 2 5:00 PM - 5:15 PM 1 35 7 1 22 38 12 2 19 40 2 2 5 56 29 1 5:15 PM - 5:30 PM 1 21 10 1 21 35 19 0 17 60 4 0 10 64 31 1 5:30 PM - 5:45 PM 2 38 17 0 29 37 17 1 18 49 3 3 8 54 24 2 5:45 PM - 6:00 PM 2 43 15 1 33 35 11 1 15 47 0 1 6 61 32 2 TOTAL 27 279 66 10 206 241 98 21 158 392 24 13 55 446 222 15 PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 8:00 AM 21 147 33 11 124 163 97 11 79 224 18 11 21 191 83 17 PHF 0.75 0.90 0.75 0.78 0.87 0.61 0.71 0.71 0.64 0.75 0.84 0.77 5:00 PM - 6:00 PM 6 137 49 3 105 145 59 4 69 196 9 6 29 235 116 6 PHF 0.75 0.80 0.72 0.80 0.95 0.78 0.91 0.82 0.56 0.73 0.92 0.91 PHF Trucks PHF AM 0.875 4.2%PM 59 145 105 0.931 PM 0.963 1.6% AM 97 163 124 0.768 PHF 0.846 0.73 AM PM 69 79 83 116 196 224 191 235 9 18 21 29 PM AM PHF 0.922 0.905 PHF 0.866 21 147 33 AM 0.8 6 137 49 PM Turning Movement Report Southbound Shaw Ave @ Grantland Ave Fresno Tuesday, September 12, 2017 Clear Eastbound 36.8079 -119.9165 Page 1 of 3N Garfield Ave N Grantland Ave W Shaw AveW Shaw Ave Northbound Westbound Southbound Southbound Eastbound Northbound Westbound Eastbound WestboundNorthbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Bikes Peds Peds <> AM Peak Total 0 0 PM 0 0 0 1 PM Peak Total 0 1 AM 0 0 0 0 Peds <>0 0 AM PM 0 0 0 0 0 0 0 0 0 0 0 0 PM AM Peds <>0 0 Peds <>0 0 0 0 AM 0 0 0 0 PM Turning Movement Report Shaw Ave @ Grantland Ave 36.8079 Fresno -119.9165 Tuesday, September 12, 2017 Clear E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes Westbound Bikes W.Leg Peds N Grantland Ave W Shaw Ave W Shaw Ave N Garfield Ave Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPE85 Seconds Turning Movement Report Shaw Ave @ Grantland Ave Fresno Tuesday, September 12, 2017 N Grantland Ave / N Garfield Ave W Shaw Ave / W Shaw Ave Clear Signal COMMENTS All approaches have protected left turns. Page 3 of 3 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER APPROACH TOTALS TOTALS 47 125 73 76 321 AM 58 95 110 80 343 54 87 69 72 282 42 77 69 67 255 INTERSECTION TOTAL 1201 PHF 0.88 APPROACH TOTALS TOTALS 43 72 61 90 266 PM 32 75 81 105 293 57 83 70 86 296 60 79 62 99 300 INTERSECTION TOTAL 1155 PHF 0.96 Shaw Ave @ Grantland Ave 36.8079 Fresno -119.9165 Tuesday, September 12, 2017 Clear Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 4 0 22 0 0 0 0 0 0 87 13 4 20 79 0 4 7:15 AM - 7:30 AM 6 0 28 0 0 0 0 0 0 110 15 3 35 73 0 10 7:30 AM - 7:45 AM 10 0 30 1 0 0 0 0 0 66 10 4 38 63 0 5 7:45 AM - 8:00 AM 4 0 13 0 0 0 0 0 0 65 13 3 19 62 0 2 8:00 AM - 8:15 AM 7 0 18 1 0 0 0 0 0 98 12 6 22 52 0 3 8:15 AM - 8:30 AM 12 0 24 2 0 0 0 0 0 78 7 3 22 62 0 4 8:30 AM - 8:45 AM 4 0 19 0 0 0 0 0 0 76 3 9 3 51 0 3 8:45 AM - 9:00 AM 3 0 8 0 0 0 0 0 0 93 3 5 6 39 0 4 TOTAL 50 0 162 4 0 0 0 0 0 673 76 37 165 481 0 35 Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 6 0 5 0 0 0 0 0 0 73 5 7 4 76 0 3 4:15 PM - 4:30 PM 7 0 8 0 0 0 0 0 0 71 2 3 17 93 0 4 4:30 PM - 4:45 PM 5 0 17 0 0 0 0 0 0 75 8 2 10 67 0 2 4:45 PM - 5:00 PM 5 0 5 1 0 0 0 0 0 66 10 3 15 90 0 2 5:00 PM - 5:15 PM 11 0 7 0 0 0 0 0 0 68 6 1 19 91 0 1 5:15 PM - 5:30 PM 6 0 11 0 0 0 0 0 0 79 11 1 26 90 0 2 5:30 PM - 5:45 PM 9 0 14 0 0 0 0 0 0 82 17 2 23 100 0 2 5:45 PM - 6:00 PM 11 0 12 0 0 0 0 0 0 87 9 1 15 84 0 2 TOTAL 60 0 79 1 0 0 0 0 0 601 68 20 129 691 0 18 PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 8:00 AM 24 0 93 1 0 0 0 0 0 328 51 14 112 277 0 21 PHF 0.60 0.78 0.75 0.85 0.74 0.88 5:00 PM - 6:00 PM 37 0 44 0 0 0 0 0 0 316 43 5 83 365 0 7 PHF 0.84 0.79 0.91 0.63 0.80 0.91 PHF Trucks PHF AM 0.829 4.1%PM 0 0 0 ##### PM 0.906 1.4% AM 0 0 0 ##### PHF 0.907 0.758 AM PM 0 0 0 0 316 328 277 365 43 51 112 83 PM AM PHF 0.9 0.911 PHF 0.731 24 0 93 AM 0.88 37 0 44 PM Southbound Southbound Eastbound Northbound Westbound Eastbound WestboundNorthbound Page 1 of 3N Bryan Ave W Shaw AveW Shaw Ave Northbound Westbound Turning Movement Report Southbound Shaw Ave @ Bryan Ave Fresno Tuesday, September 12, 2017 Clear Eastbound 36.8079 -119.9074 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 Bikes Peds Peds <> AM Peak Total 0 0 PM 0 0 0 0 PM Peak Total 2 0 AM 0 0 0 0 Peds <>0 0 AM PM 0 0 0 0 0 0 0 0 2 0 0 0 PM AM Peds <>0 0 Peds <>0 0 0 0 AM 0 0 0 0 PM Westbound Bikes W.Leg Peds 0 W Shaw Ave W Shaw Ave N Bryan Ave Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Turning Movement Report Shaw Ave @ Bryan Ave 36.8079 Fresno -119.9074 Tuesday, September 12, 2017 Clear Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Yamabe and Horn Engineering, Inc. 800-975-6938 Phone/Fax 2985 N. Burl, Suite 101 www.metrotrafficdata.com Fresno, CA 93727 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPE W Shaw Ave / W Shaw Ave Clear One Way Stop COMMENTS Page 3 of 3 N/A Turning Movement Report Shaw Ave @ Bryan Ave Fresno Tuesday, September 12, 2017 / N Bryan Ave LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER APPROACH TOTALS TOTALS 26 0 100 99 225 AM 34 0 125 108 267 40 0 76 101 217 17 0 78 81 176 INTERSECTION TOTAL 885 PHF 0.83 APPROACH TOTALS TOTALS 18 0 74 110 202 PM 17 0 90 116 223 23 0 99 123 245 23 0 96 99 218 INTERSECTION TOTAL 888 PHF 0.91 Shaw Ave @ Bryan Ave 36.8079 Fresno -119.9074 Tuesday, September 12, 2017 Clear Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound File Name : Shaw Hayes Site Code : 00000000 Start Date : 4/10/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 SHAW Westbound HAYES Northbound SHAW Eastbound Start Time Left Thru Peds App. Total Left Right Peds App. Total Thru Right Peds App. Total Int. Total 07:00 AM 13 75 0 88 8 30 0 38 96 22 0 118 244 07:15 AM 8 94 0 102 23 39 0 62 79 12 0 91 255 07:30 AM 7 81 0 88 19 27 0 46 107 14 0 121 255 07:45 AM 14 64 0 78 11 18 0 29 95 11 0 106 213 Total 42 314 0 356 61 114 0 175 377 59 0 436 967 08:00 AM 10 60 0 70 13 24 0 37 91 6 0 97 204 08:15 AM 4 62 0 66 9 12 0 21 104 14 3 121 208 08:30 AM 10 42 0 52 5 17 0 22 81 8 0 89 163 08:45 AM 9 60 0 69 5 15 0 20 75 5 0 80 169 Total 33 224 0 257 32 68 0 100 351 33 3 387 744 ****** 04:00 PM 21 77 0 98 4 17 0 21 68 8 0 76 195 04:15 PM 23 68 0 91 4 11 0 15 85 5 0 90 196 04:30 PM 17 85 0 102 9 16 0 25 91 8 0 99 226 04:45 PM 23 101 0 124 10 17 0 27 85 9 0 94 245 Total 84 331 0 415 27 61 0 88 329 30 0 359 862 05:00 PM 29 121 0 150 5 14 0 19 99 19 0 118 287 05:15 PM 29 105 0 134 12 15 0 27 84 17 0 101 262 05:30 PM 26 106 0 132 10 23 0 33 79 12 0 91 256 05:45 PM 21 86 0 107 8 15 0 23 85 13 0 98 228 Total 105 418 0 523 35 67 0 102 347 61 0 408 1033 Grand Total 264 1287 0 1551 155 310 0 465 1404 183 3 1590 3606 Apprch %17 83 0 33.3 66.7 0 88.3 11.5 0.2 Total %7.3 35.7 0 43 4.3 8.6 0 12.9 38.9 5.1 0.1 44.1 Unshifted 263 1287 0 1550 155 310 0 465 1403 183 3 1589 3604 % Unshifted 99.6 100 0 99.9 100 100 0 100 99.9 100 100 99.9 99.9 Bank 1 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 Bank 2 1 0 0 1 0 0 0 0 1 0 0 1 2 % Bank 2 0.4 0 0 0.1 0 0 0 0 0.1 0 0 0.1 0.1 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 Hayes Site Code : 00000000 Start Date : 4/10/2018 Page No : 2 SHAW Westbound HAYES Northbound SHAW 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 13 75 0 88 8 30 0 38 96 22 0 118 244 07:15 AM 8 94 0 102 23 39 0 62 79 12 0 91 255 07:30 AM 7 81 0 88 19 27 0 46 107 14 0 121 255 07:45 AM 14 64 0 78 11 18 0 29 95 11 0 106 213 Total Volume 42 314 0 356 61 114 0 175 377 59 0 436 967 % App. Total 11.8 88.2 0 34.9 65.1 0 86.5 13.5 0 PHF .750 .835 .000 .873 .663 .731 .000 .706 .881 .670 .000 .901 .948 HAYES SHAW SHAW HAYES InOut Total 0 0 0 Thru314 Left42 Peds0 OutTotalIn491 356 847 Left 61 Right 114 Peds 0 Out TotalIn 101 175 276 Thru377 Right59 Peds0 TotalOutIn375 436 811 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 Hayes Site Code : 00000000 Start Date : 4/10/2018 Page No : 3 SHAW Westbound HAYES Northbound SHAW 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 04:45 PM 04:45 PM 23 101 0 124 10 17 0 27 85 9 0 94 245 05:00 PM 29 121 0 150 5 14 0 19 99 19 0 118 287 05:15 PM 29 105 0 134 12 15 0 27 84 17 0 101 262 05:30 PM 26 106 0 132 10 23 0 33 79 12 0 91 256 Total Volume 107 433 0 540 37 69 0 106 347 57 0 404 1050 % App. Total 19.8 80.2 0 34.9 65.1 0 85.9 14.1 0 PHF .922 .895 .000 .900 .771 .750 .000 .803 .876 .750 .000 .856 .915 HAYES SHAW SHAW HAYES InOut Total 0 0 0 Thru433 Left107 Peds0 OutTotalIn416 540 956 Left 37 Right 69 Peds 0 Out TotalIn 164 106 270 Thru347 Right57 Peds0 TotalOutIn470 404 874 Peak Hour Begins at 04:45 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 : Grantland Avenue and Stadium Drive Site Code : 00000007 Start Date : 9/26/2018 Page No : 1 Groups Printed- Unshifted Grantland Ave Southbound Stadium Drive Westbound Grantland Ave Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right Peds App. Total Int. Total 07:00 AM 0 55 55 2 1 3 38 3 0 41 99 07:15 AM 2 48 50 1 2 3 66 4 0 70 123 07:30 AM 1 47 48 3 1 4 40 7 0 47 99 07:45 AM 3 42 45 2 3 5 39 2 0 41 91 Total 6 192 198 8 7 15 183 16 0 199 412 08:00 AM 1 36 37 3 1 4 40 6 0 46 87 08:15 AM 2 23 25 4 1 5 29 4 0 33 63 08:30 AM 3 25 28 4 3 7 18 12 0 30 65 08:45 AM 5 25 30 5 5 10 23 15 0 38 78 Total 11 109 120 16 10 26 110 37 0 147 293 ****** 04:00 PM 2 39 41 2 4 6 32 2 0 34 81 04:15 PM 3 37 40 9 4 13 22 7 0 29 82 04:30 PM 5 48 53 5 2 7 38 2 0 40 100 04:45 PM 3 45 48 6 2 8 53 2 0 55 111 Total 13 169 182 22 12 34 145 13 0 158 374 05:00 PM 1 38 39 1 5 6 39 3 0 42 87 05:15 PM 3 41 44 0 2 2 36 2 0 38 84 05:30 PM 0 47 47 4 4 8 33 10 0 43 98 05:45 PM 3 21 24 6 2 8 48 3 0 51 83 Total 7 147 154 11 13 24 156 18 0 174 352 Grand Total 37 617 654 57 42 99 594 84 0 678 1431 Apprch %5.7 94.3 57.6 42.4 87.6 12.4 0 Total %2.6 43.1 45.7 4 2.9 6.9 41.5 5.9 0 47.4 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 : Grantland Avenue and Stadium Drive Site Code : 00000007 Start Date : 9/26/2018 Page No : 2 Grantland Ave Southbound Stadium Drive Westbound Grantland Ave Northbound Start Time Left Thru 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 0 55 55 2 1 3 38 3 0 41 99 07:15 AM 2 48 50 1 2 3 66 4 0 70 123 07:30 AM 1 47 48 3 1 4 40 7 0 47 99 07:45 AM 3 42 45 2 3 5 39 2 0 41 91 Total Volume 6 192 198 8 7 15 183 16 0 199 412 % App. Total 3 97 53.3 46.7 92 8 0 PHF .500 .873 .900 .667 .583 .750 .693 .571 .000 .711 .837 Grantland Ave Stadium Drive Grantland Ave Thru 192 Left 6 InOut Total 190 198 388 Right7 Left8 OutTotalIn22 15 37 Thru 183 Right 16 Peds 0 Out TotalIn 200 199 399 TotalOutIn0 0 0 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 : Grantland Avenue and Stadium Drive Site Code : 00000007 Start Date : 9/26/2018 Page No : 3 Grantland Ave Southbound Stadium Drive Westbound Grantland Ave Northbound Start Time Left Thru 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 5 48 53 5 2 7 38 2 0 40 100 04:45 PM 3 45 48 6 2 8 53 2 0 55 111 05:00 PM 1 38 39 1 5 6 39 3 0 42 87 05:15 PM 3 41 44 0 2 2 36 2 0 38 84 Total Volume 12 172 184 12 11 23 166 9 0 175 382 % App. Total 6.5 93.5 52.2 47.8 94.9 5.1 0 PHF .600 .896 .868 .500 .550 .719 .783 .750 .000 .795 .860 Grantland Ave Stadium Drive Grantland Ave Thru 172 Left 12 InOut Total 177 184 361 Right11 Left12 OutTotalIn21 23 44 Thru 166 Right 9 Peds 0 Out TotalIn 184 175 359 TotalOutIn0 0 0 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 File Name : Gettysburg Bryan Site Code : 00000000 Start Date : 4/11/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 BRYAN Southbound BRYAN Northbound GETTYSBURG Eastbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total 07:00 AM 41 0 1 42 1 6 0 7 0 0 0 0 49 07:15 AM 48 2 4 54 5 18 0 23 0 0 0 0 77 07:30 AM 70 6 2 78 19 28 0 47 1 0 0 1 126 07:45 AM 16 11 8 35 22 20 0 42 0 1 0 1 78 Total 175 19 15 209 47 72 0 119 1 1 0 2 330 08:00 AM 31 15 5 51 34 28 0 62 3 2 0 5 118 08:15 AM 26 22 9 57 48 38 0 86 5 5 0 10 153 08:30 AM 10 7 1 18 7 14 0 21 8 8 0 16 55 08:45 AM 4 3 1 8 2 7 0 9 3 0 0 3 20 Total 71 47 16 134 91 87 0 178 19 15 0 34 346 ****** 04:00 PM 14 0 0 14 2 15 0 17 1 0 0 1 32 04:15 PM 13 4 0 17 6 18 0 24 0 0 1 1 42 04:30 PM 8 7 0 15 6 23 0 29 0 1 0 1 45 04:45 PM 10 5 0 15 10 22 0 32 0 2 0 2 49 Total 45 16 0 61 24 78 0 102 1 3 1 5 168 05:00 PM 5 1 0 6 7 21 0 28 1 0 0 1 35 05:15 PM 24 2 0 26 8 9 0 17 2 1 0 3 46 05:30 PM 19 5 0 24 9 20 0 29 0 0 0 0 53 05:45 PM 31 2 0 33 5 21 0 26 0 0 0 0 59 Total 79 10 0 89 29 71 0 100 3 1 0 4 193 Grand Total 370 92 31 493 191 308 0 499 24 20 1 45 1037 Apprch %75.1 18.7 6.3 38.3 61.7 0 53.3 44.4 2.2 Total %35.7 8.9 3 47.5 18.4 29.7 0 48.1 2.3 1.9 0.1 4.3 Unshifted 368 92 31 491 191 307 0 498 24 20 1 45 1034 % Unshifted 99.5 100 100 99.6 100 99.7 0 99.8 100 100 100 100 99.7 Bank 1 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 Bank 2 2 0 0 2 0 1 0 1 0 0 0 0 3 % Bank 2 0.5 0 0 0.4 0 0.3 0 0.2 0 0 0 0 0.3 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 : Gettysburg Bryan Site Code : 00000000 Start Date : 4/11/2018 Page No : 2 BRYAN Southbound BRYAN Northbound GETTYSBURG Eastbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left 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 07:30 AM 07:30 AM 70 6 2 78 19 28 0 47 1 0 0 1 126 07:45 AM 16 11 8 35 22 20 0 42 0 1 0 1 78 08:00 AM 31 15 5 51 34 28 0 62 3 2 0 5 118 08:15 AM 26 22 9 57 48 38 0 86 5 5 0 10 153 Total Volume 143 54 24 221 123 114 0 237 9 8 0 17 475 % App. Total 64.7 24.4 10.9 51.9 48.1 0 52.9 47.1 0 PHF .511 .614 .667 .708 .641 .750 .000 .689 .450 .400 .000 .425 .776 BRYAN GETTYSBURG GETTYSBURG BRYAN Right 54 Thru 143 Peds 24 InOut Total 123 221 344 OutTotalIn0 0 0 Left 123 Thru 114 Peds 0 Out TotalIn 151 237 388 Left9 Right8 Peds0 TotalOutIn177 17 194 Peak Hour Begins at 07:30 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 : Gettysburg Bryan Site Code : 00000000 Start Date : 4/11/2018 Page No : 3 BRYAN Southbound BRYAN Northbound GETTYSBURG Eastbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left 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 5 1 0 6 7 21 0 28 1 0 0 1 35 05:15 PM 24 2 0 26 8 9 0 17 2 1 0 3 46 05:30 PM 19 5 0 24 9 20 0 29 0 0 0 0 53 05:45 PM 31 2 0 33 5 21 0 26 0 0 0 0 59 Total Volume 79 10 0 89 29 71 0 100 3 1 0 4 193 % App. Total 88.8 11.2 0 29 71 0 75 25 0 PHF .637 .500 .000 .674 .806 .845 .000 .862 .375 .250 .000 .333 .818 BRYAN GETTYSBURG GETTYSBURG BRYAN Right 10 Thru 79 Peds 0 InOut Total 74 89 163 OutTotalIn0 0 0 Left 29 Thru 71 Peds 0 Out TotalIn 80 100 180 Left3 Right1 Peds0 TotalOutIn39 4 43 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 : 01 Grantland Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/6/2018 Page No : 1 Groups Printed- Unshifted GRANTLAND Southbound ASHLAN Westbound GRANTLAND Northbound Start Time Left Thru Peds App. Total Left Right Peds App. Total Thru Right Peds App. Total Int. Total 07:00 AM 51 19 0 70 14 10 0 24 20 7 0 27 121 07:15 AM 10 27 0 37 31 30 0 61 24 8 0 32 130 07:30 AM 5 36 0 41 29 17 0 46 24 12 0 36 123 07:45 AM 9 41 0 50 8 11 0 19 18 7 0 25 94 Total 75 123 0 198 82 68 0 150 86 34 0 120 468 08:00 AM 3 30 0 33 6 9 0 15 22 2 0 24 72 08:15 AM 3 21 0 24 6 7 0 13 17 2 0 19 56 08:30 AM 5 23 0 28 2 4 0 6 23 1 0 24 58 08:45 AM 5 18 0 23 7 3 0 10 22 3 0 25 58 Total 16 92 0 108 21 23 0 44 84 8 0 92 244 ****** 04:00 PM 12 22 0 34 9 15 0 24 28 5 0 33 91 04:15 PM 18 33 0 51 5 9 0 14 23 7 0 30 95 04:30 PM 17 36 0 53 7 21 0 28 32 9 0 41 122 04:45 PM 19 44 0 63 11 17 0 28 37 10 0 47 138 Total 66 135 0 201 32 62 0 94 120 31 0 151 446 05:00 PM 18 32 0 50 9 19 0 28 43 3 0 46 124 05:15 PM 29 41 0 70 3 18 0 21 29 10 2 41 132 05:30 PM 33 41 0 74 5 8 0 13 24 9 0 33 120 05:45 PM 20 36 0 56 8 13 0 21 19 3 2 24 101 Total 100 150 0 250 25 58 0 83 115 25 4 144 477 ****** Grand Total 257 500 0 757 160 211 0 371 405 98 4 507 1635 Apprch %33.9 66.1 0 43.1 56.9 0 79.9 19.3 0.8 Total %15.7 30.6 0 46.3 9.8 12.9 0 22.7 24.8 6 0.2 31 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 : 01 Grantland Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/6/2018 Page No : 2 GRANTLAND Southbound ASHLAN Westbound GRANTLAND Northbound 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 51 19 0 70 14 10 0 24 20 7 0 27 121 07:15 AM 10 27 0 37 31 30 0 61 24 8 0 32 130 07:30 AM 5 36 0 41 29 17 0 46 24 12 0 36 123 07:45 AM 9 41 0 50 8 11 0 19 18 7 0 25 94 Total Volume 75 123 0 198 82 68 0 150 86 34 0 120 468 % App. Total 37.9 62.1 0 54.7 45.3 0 71.7 28.3 0 PHF .368 .750 .000 .707 .661 .567 .000 .615 .896 .708 .000 .833 .900 GRANTLAND ASHLAN ASHLAN GRANTLAND Thru 123 Left 75 Peds 0 InOut Total 154 198 352 Right68 Left82 Peds0 OutTotalIn109 150 259 Thru 86 Right 34 Peds 0 Out TotalIn 205 120 325 TotalOutIn0 0 0 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 : 01 Grantland Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/6/2018 Page No : 3 GRANTLAND Southbound ASHLAN Westbound GRANTLAND Northbound 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 06:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 17 36 0 53 7 21 0 28 32 9 0 41 122 04:45 PM 19 44 0 63 11 17 0 28 37 10 0 47 138 05:00 PM 18 32 0 50 9 19 0 28 43 3 0 46 124 05:15 PM 29 41 0 70 3 18 0 21 29 10 2 41 132 Total Volume 83 153 0 236 30 75 0 105 141 32 2 175 516 % App. Total 35.2 64.8 0 28.6 71.4 0 80.6 18.3 1.1 PHF .716 .869 .000 .843 .682 .893 .000 .938 .820 .800 .250 .931 .935 GRANTLAND ASHLAN ASHLAN GRANTLAND Thru 153 Left 83 Peds 0 InOut Total 216 236 452 Right75 Left30 Peds0 OutTotalIn115 105 220 Thru 141 Right 32 Peds 2 Out TotalIn 183 175 358 TotalOutIn0 0 0 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 File Name : 02 Bryan Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/7/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 BRYAN Southbound ASHLAN Westbound BRYAN Northbound ASHLAN 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 9 2 8 0 19 2 50 6 0 58 7 3 1 0 11 5 72 4 0 81 169 07:15 AM 3 8 18 0 29 2 93 18 0 113 34 15 0 0 49 27 72 10 0 109 300 07:30 AM 29 28 25 1 83 1 73 14 0 88 49 25 0 0 74 28 82 16 0 126 371 07:45 AM 20 10 4 0 34 3 14 38 0 55 13 6 1 0 20 8 23 8 0 39 148 Total 61 48 55 1 165 8 230 76 0 314 103 49 2 0 154 68 249 38 0 355 988 08:00 AM 53 7 11 0 71 0 12 75 1 88 4 12 4 0 20 0 7 4 1 12 191 08:15 AM 66 23 5 0 94 1 10 71 0 82 2 19 1 0 22 6 9 1 0 16 214 08:30 AM 21 6 6 0 33 3 10 8 0 21 1 2 2 0 5 1 21 3 0 25 84 08:45 AM 4 2 1 0 7 3 14 7 0 24 0 7 4 0 11 2 11 1 0 14 56 Total 144 38 23 0 205 7 46 161 1 215 7 40 11 0 58 9 48 9 1 67 545 ****** 04:00 PM 19 7 5 0 31 2 15 10 0 27 1 6 2 0 9 6 14 4 1 25 92 04:15 PM 15 7 3 0 25 4 19 12 0 35 0 6 3 0 9 0 12 2 0 14 83 04:30 PM 8 10 4 0 22 2 15 9 0 26 1 3 1 0 5 6 17 1 0 24 77 04:45 PM 14 5 5 0 24 3 18 16 0 37 1 2 2 0 5 7 15 2 0 24 90 Total 56 29 17 0 102 11 67 47 0 125 3 17 8 0 28 19 58 9 1 87 342 05:00 PM 10 4 1 0 15 3 11 10 0 24 3 10 0 0 13 1 18 1 0 20 72 05:15 PM 7 7 2 2 18 1 20 11 0 32 1 5 4 0 10 4 18 5 2 29 89 05:30 PM 22 9 2 0 33 2 16 18 0 36 1 9 2 0 12 3 16 0 0 19 100 05:45 PM 23 8 1 2 34 2 21 11 0 34 1 9 3 0 13 5 12 1 0 18 99 Total 62 28 6 4 100 8 68 50 0 126 6 33 9 0 48 13 64 7 2 86 360 Grand Total 323 143 101 5 572 34 411 334 1 780 119 139 30 0 288 109 419 63 4 595 2235 Apprch %56.5 25 17.7 0.9 4.4 52.7 42.8 0.1 41.3 48.3 10.4 0 18.3 70.4 10.6 0.7 Total %14.5 6.4 4.5 0.2 25.6 1.5 18.4 14.9 0 34.9 5.3 6.2 1.3 0 12.9 4.9 18.7 2.8 0.2 26.6 Unshifted 323 143 101 5 572 31 411 334 1 777 119 139 30 0 288 82 419 63 4 568 2205 % Unshifted Bank 1 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 27 0 0 0 27 30 % Bank 1 0 0 0 0 0 8.8 0 0 0 0.4 0 0 0 0 0 24.8 0 0 0 4.5 1.3 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 : 02 Bryan Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/7/2018 Page No : 2 BRYAN Southbound ASHLAN Westbound BRYAN Northbound ASHLAN 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 07:15 AM 07:15 AM 3 8 18 0 29 2 93 18 0 113 34 15 0 0 49 27 72 10 0 109 300 07:30 AM 29 28 25 1 83 1 73 14 0 88 49 25 0 0 74 28 82 16 0 126 371 07:45 AM 20 10 4 0 34 3 14 38 0 55 13 6 1 0 20 8 23 8 0 39 148 08:00 AM 53 7 11 0 71 0 12 75 1 88 4 12 4 0 20 0 7 4 1 12 191 Total Volume 105 53 58 1 217 6 192 145 1 344 100 58 5 0 163 63 184 38 1 286 1010 % App. Total 48.4 24.4 26.7 0.5 1.7 55.8 42.2 0.3 61.3 35.6 3.1 0 22 64.3 13.3 0.3 PHF .495 .473 .580 .250 .654 .500 .516 .483 .250 .761 .510 .580 .313 .000 .551 .563 .561 .594 .250 .567 .681 BRYAN ASHLAN ASHLAN BRYAN Right 58 Thru 53 Left 105 Peds 1 InOut Total 266 217 483 Right145 Thru192 Left6 Peds1 OutTotalIn294 344 638 Left 100 Thru 58 Right 5 Peds 0 Out TotalIn 97 163 260 Left63 Thru184 Right38 Peds1 TotalOutIn350 286 636 Peak Hour Begins at 07:15 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 : 02 Bryan Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/7/2018 Page No : 3 BRYAN Southbound ASHLAN Westbound BRYAN Northbound ASHLAN 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 10 4 1 0 15 3 11 10 0 24 3 10 0 0 13 1 18 1 0 20 72 05:15 PM 7 7 2 2 18 1 20 11 0 32 1 5 4 0 10 4 18 5 2 29 89 05:30 PM 22 9 2 0 33 2 16 18 0 36 1 9 2 0 12 3 16 0 0 19 100 05:45 PM 23 8 1 2 34 2 21 11 0 34 1 9 3 0 13 5 12 1 0 18 99 Total Volume 62 28 6 4 100 8 68 50 0 126 6 33 9 0 48 13 64 7 2 86 360 % App. Total 62 28 6 4 6.3 54 39.7 0 12.5 68.8 18.8 0 15.1 74.4 8.1 2.3 PHF .674 .778 .750 .500 .735 .667 .810 .694 .000 .875 .500 .825 .563 .000 .923 .650 .889 .350 .250 .741 .900 BRYAN ASHLAN ASHLAN BRYAN Right 6 Thru 28 Left 62 Peds 4 InOut Total 96 100 196 Right50 Thru68 Left8 Peds0 OutTotalIn135 126 261 Left 6 Thru 33 Right 9 Peds 0 Out TotalIn 43 48 91 Left13 Thru64 Right7 Peds2 TotalOutIn80 86 166 Peak Hour Begins at 05:00 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 : 02 Bryan Avenue at Ashlan Avenue Site Code : 00000000 Start Date : 3/7/2018 Page No : 1 Groups Printed- Bank 1 BRYAN Southbound ASHLAN Westbound BRYAN Northbound ASHLAN 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 3 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 10 10 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 0 9 9 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 23 23 ****** 08:30 AM 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 1 0 0 0 1 3 ****** Total 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 1 0 0 0 1 3 ****** 04:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 2 ****** 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 ****** Total 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0 0 0 2 3 ****** 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Grand Total 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 27 0 0 0 27 30 Apprch %0 0 0 0 100 0 0 0 0 0 0 0 100 0 0 0 Total %0 0 0 0 0 10 0 0 0 10 0 0 0 0 0 90 0 0 0 90 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 Hayes Site Code : 00004518 Start Date : 4/5/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Hayes Southbound Ashlan Westbound Hayes Northbound Ashlan 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 11 12 0 1 24 1 11 1 0 13 2 8 3 0 13 2 5 1 0 8 58 07:15 AM 4 10 1 0 15 7 8 3 0 18 3 6 5 0 14 0 11 1 0 12 59 07:30 AM 5 15 0 0 20 7 12 0 0 19 0 7 6 0 13 0 10 4 0 14 66 07:45 AM 5 12 1 0 18 1 13 1 0 15 1 4 5 2 12 0 7 2 0 9 54 Total 25 49 2 1 77 16 44 5 0 65 6 25 19 2 52 2 33 8 0 43 237 08:00 AM 7 7 1 0 15 2 7 4 0 13 3 5 3 0 11 1 8 1 0 10 49 08:15 AM 4 5 1 0 10 4 9 1 1 15 2 4 5 1 12 1 8 2 0 11 48 08:30 AM 5 5 2 0 12 2 6 3 0 11 2 7 6 0 15 1 9 3 0 13 51 08:45 AM 2 5 1 0 8 0 15 0 2 17 3 6 6 1 16 0 9 3 0 12 53 Total 18 22 5 0 45 8 37 8 3 56 10 22 20 2 54 3 34 9 0 46 201 ****** 04:00 PM 2 16 0 1 19 10 17 5 0 32 0 14 7 0 21 2 8 3 0 13 85 04:15 PM 4 10 1 0 15 6 10 8 0 24 3 14 11 0 28 2 12 7 0 21 88 04:30 PM 4 18 4 0 26 4 18 8 0 30 2 12 7 0 21 3 13 2 3 21 98 04:45 PM 4 15 2 0 21 11 21 11 0 43 6 13 7 0 26 0 18 1 0 19 109 Total 14 59 7 1 81 31 66 32 0 129 11 53 32 0 96 7 51 13 3 74 380 05:00 PM 2 6 1 0 9 2 17 4 0 23 6 16 4 0 26 0 27 5 0 32 90 05:15 PM 2 20 3 0 25 4 23 6 0 33 11 13 2 1 27 3 23 2 0 28 113 05:30 PM 4 12 3 0 19 4 17 5 0 26 2 16 10 1 29 2 30 5 0 37 111 05:45 PM 8 9 4 0 21 10 25 3 0 38 6 23 8 0 37 3 19 3 0 25 121 Total 16 47 11 0 74 20 82 18 0 120 25 68 24 2 119 8 99 15 0 122 435 Grand Total 73 177 25 2 277 75 229 63 3 370 52 168 95 6 321 20 217 45 3 285 1253 Apprch %26.4 63.9 9 0.7 20.3 61.9 17 0.8 16.2 52.3 29.6 1.9 7 76.1 15.8 1.1 Total %5.8 14.1 2 0.2 22.1 6 18.3 5 0.2 29.5 4.2 13.4 7.6 0.5 25.6 1.6 17.3 3.6 0.2 22.7 Unshifted 73 177 25 2 277 74 229 63 3 369 52 168 95 6 321 20 217 45 3 285 1252 % Unshifted Bank 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Bank 1 0 0 0 0 0 1.3 0 0 0 0.3 0 0 0 0 0 0 0 0 0 0 0.1 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 Hayes Site Code : 00004518 Start Date : 4/5/2018 Page No : 2 Hayes Southbound Ashlan Westbound Hayes Northbound Ashlan 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 11 12 0 1 24 1 11 1 0 13 2 8 3 0 13 2 5 1 0 8 58 07:15 AM 4 10 1 0 15 7 8 3 0 18 3 6 5 0 14 0 11 1 0 12 59 07:30 AM 5 15 0 0 20 7 12 0 0 19 0 7 6 0 13 0 10 4 0 14 66 07:45 AM 5 12 1 0 18 1 13 1 0 15 1 4 5 2 12 0 7 2 0 9 54 Total Volume 25 49 2 1 77 16 44 5 0 65 6 25 19 2 52 2 33 8 0 43 237 % App. Total 32.5 63.6 2.6 1.3 24.6 67.7 7.7 0 11.5 48.1 36.5 3.8 4.7 76.7 18.6 0 PHF .568 .817 .500 .250 .802 .571 .846 .417 .000 .855 .500 .781 .792 .250 .929 .250 .750 .500 .000 .768 .898 Hayes Ashlan Ashlan Hayes Right 2 Thru 49 Left 25 Peds 1 InOut Total 32 77 109 Right5 Thru44 Left16 Peds0 OutTotalIn77 65 142 Left 6 Thru 25 Right 19 Peds 2 Out TotalIn 73 52 125 Left2 Thru33 Right8 Peds0 TotalOutIn52 43 95 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 Hayes Site Code : 00004518 Start Date : 4/5/2018 Page No : 3 Hayes Southbound Ashlan Westbound Hayes Northbound Ashlan 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 2 6 1 0 9 2 17 4 0 23 6 16 4 0 26 0 27 5 0 32 90 05:15 PM 2 20 3 0 25 4 23 6 0 33 11 13 2 1 27 3 23 2 0 28 113 05:30 PM 4 12 3 0 19 4 17 5 0 26 2 16 10 1 29 2 30 5 0 37 111 05:45 PM 8 9 4 0 21 10 25 3 0 38 6 23 8 0 37 3 19 3 0 25 121 Total Volume 16 47 11 0 74 20 82 18 0 120 25 68 24 2 119 8 99 15 0 122 435 % App. Total 21.6 63.5 14.9 0 16.7 68.3 15 0 21 57.1 20.2 1.7 6.6 81.1 12.3 0 PHF .500 .588 .688 .000 .740 .500 .820 .750 .000 .789 .568 .739 .600 .500 .804 .667 .825 .750 .000 .824 .899 Hayes Ashlan Ashlan Hayes Right 11 Thru 47 Left 16 Peds 0 InOut Total 94 74 168 Right18 Thru82 Left20 Peds0 OutTotalIn139 120 259 Left 25 Thru 68 Right 24 Peds 2 Out TotalIn 82 119 201 Left8 Thru99 Right15 Peds0 TotalOutIn118 122 240 Peak Hour Begins at 05:00 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 Polk Site Code : 00004518 Start Date : 4/5/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Polk Southbound Ashlan Westbound Polk Northbound Ashlan 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 36 14 0 0 50 10 14 9 0 33 0 17 22 0 39 0 20 0 0 20 142 07:15 AM 23 18 4 0 45 5 14 9 0 28 0 21 21 0 42 1 21 0 0 22 137 07:30 AM 25 21 4 0 50 8 13 3 0 24 1 21 13 0 35 1 18 0 0 19 128 07:45 AM 11 24 0 0 35 5 16 15 0 36 2 25 12 0 39 1 16 3 0 20 130 Total 95 77 8 0 180 28 57 36 0 121 3 84 68 0 155 3 75 3 0 81 537 08:00 AM 22 14 0 0 36 13 8 11 0 32 1 18 21 0 40 0 14 1 0 15 123 08:15 AM 10 13 0 0 23 11 16 15 0 42 0 8 16 0 24 1 19 0 0 20 109 08:30 AM 23 12 1 0 36 5 8 12 0 25 1 10 11 0 22 1 17 0 0 18 101 08:45 AM 22 17 1 0 40 6 18 13 0 37 0 17 16 0 33 1 17 0 0 18 128 Total 77 56 2 0 135 35 50 51 0 136 2 53 64 0 119 3 67 1 0 71 461 ****** 04:00 PM 27 24 1 0 52 30 30 32 0 92 1 22 18 0 41 0 15 2 0 17 202 04:15 PM 23 26 0 0 49 14 20 22 0 56 5 18 12 0 35 2 22 1 0 25 165 04:30 PM 25 51 4 0 80 18 29 24 0 71 1 27 12 0 40 3 23 4 0 30 221 04:45 PM 21 45 2 0 68 19 39 30 0 88 1 27 12 0 40 3 23 1 0 27 223 Total 96 146 7 0 249 81 118 108 0 307 8 94 54 0 156 8 83 8 0 99 811 05:00 PM 24 25 2 0 51 18 20 31 0 69 4 30 17 0 51 4 28 7 0 39 210 05:15 PM 21 27 3 0 51 19 29 37 0 85 1 31 18 0 50 0 28 2 0 30 216 05:30 PM 27 52 1 0 80 24 26 28 0 78 1 36 26 0 63 3 32 8 0 43 264 05:45 PM 25 26 2 0 53 21 34 36 0 91 3 39 11 0 53 2 33 1 0 36 233 Total 97 130 8 0 235 82 109 132 0 323 9 136 72 0 217 9 121 18 0 148 923 Grand Total 365 409 25 0 799 226 334 327 0 887 22 367 258 0 647 23 346 30 0 399 2732 Apprch %45.7 51.2 3.1 0 25.5 37.7 36.9 0 3.4 56.7 39.9 0 5.8 86.7 7.5 0 Total %13.4 15 0.9 0 29.2 8.3 12.2 12 0 32.5 0.8 13.4 9.4 0 23.7 0.8 12.7 1.1 0 14.6 Unshifted 363 409 25 0 797 225 334 327 0 886 22 367 258 0 647 23 346 30 0 399 2729 % Unshifted Bank 1 2 0 0 0 2 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 3 % Bank 1 0.5 0 0 0 0.3 0.4 0 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0.1 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 Polk Site Code : 00004518 Start Date : 4/5/2018 Page No : 2 Polk Southbound Ashlan Westbound Polk Northbound Ashlan 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 36 14 0 0 50 10 14 9 0 33 0 17 22 0 39 0 20 0 0 20 142 07:15 AM 23 18 4 0 45 5 14 9 0 28 0 21 21 0 42 1 21 0 0 22 137 07:30 AM 25 21 4 0 50 8 13 3 0 24 1 21 13 0 35 1 18 0 0 19 128 07:45 AM 11 24 0 0 35 5 16 15 0 36 2 25 12 0 39 1 16 3 0 20 130 Total Volume 95 77 8 0 180 28 57 36 0 121 3 84 68 0 155 3 75 3 0 81 537 % App. Total 52.8 42.8 4.4 0 23.1 47.1 29.8 0 1.9 54.2 43.9 0 3.7 92.6 3.7 0 PHF .660 .802 .500 .000 .900 .700 .891 .600 .000 .840 .375 .840 .773 .000 .923 .750 .893 .250 .000 .920 .945 Polk Ashlan Ashlan Polk Right 8 Thru 77 Left 95 Peds 0 InOut Total 123 180 303 Right36 Thru57 Left28 Peds0 OutTotalIn238 121 359 Left 3 Thru 84 Right 68 Peds 0 Out TotalIn 108 155 263 Left3 Thru75 Right3 Peds0 TotalOutIn68 81 149 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 Polk Site Code : 00004518 Start Date : 4/5/2018 Page No : 3 Polk Southbound Ashlan Westbound Polk Northbound Ashlan 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 24 25 2 0 51 18 20 31 0 69 4 30 17 0 51 4 28 7 0 39 210 05:15 PM 21 27 3 0 51 19 29 37 0 85 1 31 18 0 50 0 28 2 0 30 216 05:30 PM 27 52 1 0 80 24 26 28 0 78 1 36 26 0 63 3 32 8 0 43 264 05:45 PM 25 26 2 0 53 21 34 36 0 91 3 39 11 0 53 2 33 1 0 36 233 Total Volume 97 130 8 0 235 82 109 132 0 323 9 136 72 0 217 9 121 18 0 148 923 % App. Total 41.3 55.3 3.4 0 25.4 33.7 40.9 0 4.1 62.7 33.2 0 6.1 81.8 12.2 0 PHF .898 .625 .667 .000 .734 .854 .801 .892 .000 .887 .563 .872 .692 .000 .861 .563 .917 .563 .000 .860 .874 Polk Ashlan Ashlan Polk Right 8 Thru 130 Left 97 Peds 0 InOut Total 277 235 512 Right132 Thru109 Left82 Peds0 OutTotalIn290 323 613 Left 9 Thru 136 Right 72 Peds 0 Out TotalIn 230 217 447 Left9 Thru121 Right18 Peds0 TotalOutIn126 148 274 Peak Hour Begins at 05:00 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 Prepared by National Data & Surveying Services Peak Hour Turning Movement Count Cornelia ave & Ashlan Ave National Data & Surveying Services Intersection Turning Movement Count File Name : Grantland Avenue at Shields Avenue Site Code : 00003718 Start Date : 3/7/2018 Page No : 1 Groups Printed- Unshifted Grantland Ave Southbound Shields Ave Westbound Grantland Ave Northbound Shields Ave 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 3 17 13 0 33 4 55 3 0 62 3 21 5 0 29 5 18 2 0 25 149 07:15 AM 8 29 15 0 52 7 37 6 0 50 4 17 4 0 25 7 46 1 0 54 181 07:30 AM 11 37 14 0 62 1 29 1 0 31 2 17 3 0 22 6 23 0 1 30 145 07:45 AM 4 41 9 0 54 3 16 5 0 24 8 17 0 0 25 6 18 1 0 25 128 Total 26 124 51 0 201 15 137 15 0 167 17 72 12 0 101 24 105 4 1 134 603 08:00 AM 5 16 5 0 26 6 27 8 0 41 6 15 1 0 22 4 27 1 0 32 121 08:15 AM 5 15 8 0 28 4 44 2 0 50 4 10 1 0 15 9 39 1 0 49 142 08:30 AM 3 12 8 0 23 1 14 2 0 17 4 19 1 0 24 9 27 2 0 38 102 08:45 AM 4 8 5 0 17 2 19 5 0 26 0 13 0 0 13 9 14 0 0 23 79 Total 17 51 26 0 94 13 104 17 0 134 14 57 3 0 74 31 107 4 0 142 444 ****** 04:00 PM 7 11 5 0 23 1 12 7 0 20 7 12 2 0 21 12 34 3 0 49 113 04:15 PM 8 19 6 0 33 1 14 4 0 19 2 18 1 0 21 6 23 0 0 29 102 04:30 PM 10 17 5 0 32 2 6 4 0 12 1 27 2 0 30 5 19 0 0 24 98 04:45 PM 6 19 6 0 31 2 10 4 0 16 2 26 2 0 30 4 24 2 0 30 107 Total 31 66 22 0 119 6 42 19 0 67 12 83 7 0 102 27 100 5 0 132 420 05:00 PM 9 16 4 0 29 3 21 9 0 33 1 17 0 0 18 6 23 1 0 30 110 05:15 PM 8 17 3 0 28 1 13 3 0 17 4 17 3 0 24 4 22 3 0 29 98 05:30 PM 10 22 5 0 37 1 19 6 0 26 3 18 5 0 26 4 16 4 0 24 113 05:45 PM 9 27 10 0 46 0 8 5 0 13 3 12 6 0 21 5 15 1 0 21 101 Total 36 82 22 0 140 5 61 23 0 89 11 64 14 0 89 19 76 9 0 104 422 Grand Total 110 323 121 0 554 39 344 74 0 457 54 276 36 0 366 101 388 22 1 512 1889 Apprch %19.9 58.3 21.8 0 8.5 75.3 16.2 0 14.8 75.4 9.8 0 19.7 75.8 4.3 0.2 Total %5.8 17.1 6.4 0 29.3 2.1 18.2 3.9 0 24.2 2.9 14.6 1.9 0 19.4 5.3 20.5 1.2 0.1 27.1 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 : Grantland Avenue at Shields Avenue Site Code : 00003718 Start Date : 3/7/2018 Page No : 2 Grantland Ave Southbound Shields Ave Westbound Grantland Ave Northbound Shields Ave 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 3 17 13 0 33 4 55 3 0 62 3 21 5 0 29 5 18 2 0 25 149 07:15 AM 8 29 15 0 52 7 37 6 0 50 4 17 4 0 25 7 46 1 0 54 181 07:30 AM 11 37 14 0 62 1 29 1 0 31 2 17 3 0 22 6 23 0 1 30 145 07:45 AM 4 41 9 0 54 3 16 5 0 24 8 17 0 0 25 6 18 1 0 25 128 Total Volume 26 124 51 0 201 15 137 15 0 167 17 72 12 0 101 24 105 4 1 134 603 % App. Total 12.9 61.7 25.4 0 9 82 9 0 16.8 71.3 11.9 0 17.9 78.4 3 0.7 PHF .591 .756 .850 .000 .810 .536 .623 .625 .000 .673 .531 .857 .600 .000 .871 .857 .571 .500 .250 .620 .833 Grantland Ave Shields Ave Shields Ave Grantland Ave Right 51 Thru 124 Left 26 Peds 0 InOut Total 111 201 312 Right15 Thru137 Left15 Peds0 OutTotalIn143 167 310 Left 17 Thru 72 Right 12 Peds 0 Out TotalIn 143 101 244 Left24 Thru105 Right4 Peds1 TotalOutIn205 134 339 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 : Grantland Avenue at Shields Avenue Site Code : 00003718 Start Date : 3/7/2018 Page No : 3 Grantland Ave Southbound Shields Ave Westbound Grantland Ave Northbound Shields Ave 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 04:45 PM 04:45 PM 6 19 6 0 31 2 10 4 0 16 2 26 2 0 30 4 24 2 0 30 107 05:00 PM 9 16 4 0 29 3 21 9 0 33 1 17 0 0 18 6 23 1 0 30 110 05:15 PM 8 17 3 0 28 1 13 3 0 17 4 17 3 0 24 4 22 3 0 29 98 05:30 PM 10 22 5 0 37 1 19 6 0 26 3 18 5 0 26 4 16 4 0 24 113 Total Volume 33 74 18 0 125 7 63 22 0 92 10 78 10 0 98 18 85 10 0 113 428 % App. Total 26.4 59.2 14.4 0 7.6 68.5 23.9 0 10.2 79.6 10.2 0 15.9 75.2 8.8 0 PHF .825 .841 .750 .000 .845 .583 .750 .611 .000 .697 .625 .750 .500 .000 .817 .750 .885 .625 .000 .942 .947 Grantland Ave Shields Ave Shields Ave Grantland Ave Right 18 Thru 74 Left 33 Peds 0 InOut Total 118 125 243 Right22 Thru63 Left7 Peds0 OutTotalIn128 92 220 Left 10 Thru 78 Right 10 Peds 0 Out TotalIn 91 98 189 Left18 Thru85 Right10 Peds0 TotalOutIn91 113 204 Peak Hour Begins at 04:45 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 Page 1 Station ID: Mini-Tubes: 24-hour Grantland S/O Bullard Date Start: 24-May-18 Date End: 24-May-18 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 21-May-18 Tue Wed Thu Fri Sat Sun Week Average Time North Bou South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo 12:00 AM ******8 19 ******8 19 01:00 ******10 15 ******10 15 02:00 ******20 10 ******20 10 03:00 ******36 14 ******36 14 04:00 ******96 72 ******96 72 05:00 ******177 111 ******177 111 06:00 ******429 320 ******429 320 07:00 ******329 292 ******329 292 08:00 ******230 132 ******230 132 09:00 ******185 153 ******185 153 10:00 ******170 171 ******170 171 11:00 ******207 208 ******207 208 12:00 PM ******180 213 ******180 213 01:00 ******330 248 ******330 248 02:00 ******309 392 ******309 392 03:00 ******310 384 ******310 384 04:00 ******328 470 ******328 470 05:00 ******237 312 ******237 312 06:00 ******189 252 ******189 252 07:00 ******168 256 ******168 256 08:00 ******106 198 ******106 198 09:00 ******57 125 ******57 125 10:00 ******31 78 ******31 78 11:00 ******8 26 ******8 26 Lane 0 0 0 0 0 0 4150 4471 0 0 0 0 0 0 4150 4471 Day 0 0 0 8621 0 0 0 8621 AM Peak ------06:00 06:00 ------06:00 06:00 Vol.------429 320 ------429 320 PM Peak ------13:00 16:00 ------13:00 16:00 Vol.------330 470 ------330 470 Comb. Total 0 0 0 8621 0 0 0 8621 ADT ADT 8,621 AADT 8,621 Page 1 Site Code: UID#: CO12 Station ID: Tubes: 48hr Study Barstow E/O Garfield Date Start: 19-Sep-17 Date End: 21-Sep-17 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 18-Sep-17 Tue Wed Thu Fri Weekday Average Sat Sun Time East Bound West Bound East Bound West Bound East Bound West Bound East Bound West Bound East Bound West Bound East Bound West Bound East Bound West Bound East Bound West Bound 12:00 AM **3 4 1 3 0 0 **1 2 **** 01:00 **0 4 0 0 ****0 2 **** 02:00 **1 1 0 1 ****0 1 **** 03:00 **1 3 2 3 ****2 3 **** 04:00 **5 4 7 10 ****6 7 **** 05:00 **12 31 16 29 ****14 30 **** 06:00 **24 53 27 60 ****26 56 **** 07:00 **30 39 12 30 ****21 34 **** 08:00 **20 16 19 13 ****20 14 **** 09:00 **11 13 18 11 ****14 12 **** 10:00 **15 16 13 10 ****14 13 **** 11:00 **15 24 13 18 ****14 21 **** 12:00 PM **18 14 29 36 ****24 25 **** 01:00 **26 18 21 18 ****24 18 **** 02:00 **28 31 29 28 ****28 30 **** 03:00 **22 19 28 25 ****25 22 **** 04:00 **23 27 29 26 ****26 26 **** 05:00 **19 25 18 24 ****18 24 **** 06:00 **22 17 15 13 ****18 15 **** 07:00 **6 14 15 18 ****10 16 **** 08:00 **7 11 3 8 ****5 10 **** 09:00 **7 5 9 10 ****8 8 **** 10:00 **2 2 2 3 ****2 2 **** 11:00 **1 3 0 3 ****0 3 **** Total 0 0 318 394 326 400 0 0 0 0 320 394 0 0 0 0 Day 0 712 726 0 0 714 0 0 AM Peak --07:00 06:00 06:00 06:00 ----06:00 06:00 ---- Vol.--30 53 27 60 ----26 56 ---- PM Peak --14:00 14:00 12:00 12:00 ----14:00 14:00 ---- Vol.--28 31 29 36 ----28 30 ---- Comb. Total 0 712 726 0 0 714 0 0 ADT ADT 717 AADT 717 Page 1 Site Code: UID#: CO83 Station ID: Mini-Tubes: 48-hour Grantland N/O Shaw SIN#: 3528.5 Date Start: 09-May-18 Date End: 10-May-18 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 07-May-18 Tue Wed Thu Fri Sat Sun Week Average Time South Bou North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo 12:00 AM ****10 10 11 12 ******10 11 01:00 ****8 8 15 12 ******12 10 02:00 ****9 8 10 9 ******10 8 03:00 ****16 12 26 20 ******21 16 04:00 ****91 31 103 47 ******97 39 05:00 ****181 90 150 91 ******166 90 06:00 ****398 246 395 238 ******396 242 07:00 ****250 190 256 185 ******253 188 08:00 ****173 149 149 139 ******161 144 09:00 ****139 123 143 144 ******141 134 10:00 ****183 152 175 197 ******179 174 11:00 ****200 214 189 194 ******194 204 12:00 PM ****238 211 191 150 ******214 180 01:00 ****225 254 224 279 ******224 266 02:00 ****224 229 264 273 ******244 251 03:00 ****253 308 314 318 ******284 313 04:00 ****311 281 326 292 ******318 286 05:00 ****270 201 244 231 ******257 216 06:00 ****174 166 179 200 ******176 183 07:00 ****166 163 156 169 ******161 166 08:00 ****109 84 121 126 ******115 105 09:00 ****73 46 80 49 ******76 48 10:00 ****44 36 43 35 ******44 36 11:00 ****22 28 16 14 ******19 21 Lane 0 0 0 0 3767 3240 3780 3424 0 0 0 0 0 0 3772 3331 Day 0 0 7007 7204 0 0 0 7103 AM Peak ----06:00 06:00 06:00 06:00 ------06:00 06:00 Vol.----398 246 395 238 ------396 242 PM Peak ----16:00 15:00 16:00 15:00 ------16:00 15:00 Vol.----311 308 326 318 ------318 313 Comb. Total 0 0 7007 7204 0 0 0 7103 ADT ADT 7,106 AADT 7,106 Page 1 Site Code: UID#: CO83 Station ID: Mini-Tubes: 48-hour Shaw W/O Grantland SIN#: 7149 Date Start: 09-May-18 Date End: 10-May-18 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 07-May-18 Tue Wed Thu Fri Sat Sun Week Average Time East Boun West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo 12:00 AM ****5 16 9 20 ******7 18 01:00 ****8 9 12 13 ******10 11 02:00 ****11 21 11 18 ******11 20 03:00 ****38 30 42 31 ******40 30 04:00 ****95 122 101 131 ******98 126 05:00 ****121 156 134 154 ******128 155 06:00 ****257 275 277 302 ******267 288 07:00 ****257 194 239 211 ******248 202 08:00 ****211 161 234 158 ******222 160 09:00 ****202 135 198 205 ******200 170 10:00 ****206 173 263 179 ******234 176 11:00 ****199 219 228 220 ******214 220 12:00 PM ****220 276 198 238 ******209 257 01:00 ****260 244 241 257 ******250 250 02:00 ****246 276 260 265 ******253 270 03:00 ****281 289 321 280 ******301 284 04:00 ****269 289 277 288 ******273 288 05:00 ****222 298 263 285 ******242 292 06:00 ****146 218 171 196 ******158 207 07:00 ****141 189 99 188 ******120 188 08:00 ****89 151 88 163 ******88 157 09:00 ****44 100 44 115 ******44 108 10:00 ****22 47 28 55 ******25 51 11:00 ****26 32 21 35 ******24 34 Lane 0 0 0 0 3576 3920 3759 4007 0 0 0 0 0 0 3666 3962 Day 0 0 7496 7766 0 0 0 7628 AM Peak ----06:00 06:00 06:00 06:00 ------06:00 06:00 Vol.----257 275 277 302 ------267 288 PM Peak ----15:00 17:00 15:00 16:00 ------15:00 17:00 Vol.----281 298 321 288 ------301 292 Comb. Total 0 0 7496 7766 0 0 0 7628 ADT ADT 7,631 AADT 7,631 Page 1 Site Code: UID#: CO83 Station ID: Mini-Tubes: 48-hour Shaw E/O Grantland Date Start: 09-May-18 Date End: 10-May-18 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 07-May-18 Tue Wed Thu Fri Sat Sun Week Average Time West Boun East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou West Bo East Bou 12:00 AM ****22 9 28 15 ******25 12 01:00 ****13 14 18 20 ******16 17 02:00 ****27 17 18 13 ******22 15 03:00 ****29 52 37 63 ******33 58 04:00 ****128 118 140 119 ******134 118 05:00 ****155 192 156 190 ******156 191 06:00 ****255 367 306 396 ******280 382 07:00 ****227 343 238 328 ******232 336 08:00 ****186 268 193 282 ******190 275 09:00 ****180 255 246 232 ******213 244 10:00 ****243 265 263 314 ******253 290 11:00 ****294 264 289 279 ******292 272 12:00 PM ****346 293 285 250 ******316 272 01:00 ****315 322 301 300 ******308 311 02:00 ****341 293 343 332 ******342 312 03:00 ****364 313 370 394 ******367 354 04:00 ****351 334 352 348 ******352 341 05:00 ****352 300 335 298 ******344 299 06:00 ****280 220 270 219 ******275 220 07:00 ****242 168 228 146 ******235 157 08:00 ****180 122 215 115 ******198 118 09:00 ****103 66 118 66 ******110 66 10:00 ****59 44 68 43 ******64 44 11:00 ****45 35 37 20 ******41 28 Lane 0 0 0 0 4737 4674 4854 4782 0 0 0 0 0 0 4798 4732 Day 0 0 9411 9636 0 0 0 9530 AM Peak ----11:00 06:00 06:00 06:00 ------11:00 06:00 Vol.----294 367 306 396 ------292 382 PM Peak ----15:00 16:00 15:00 15:00 ------15:00 15:00 Vol.----364 334 370 394 ------367 354 Comb. Total 0 0 9411 9636 0 0 0 9530 ADT ADT 9,524 AADT 9,524 Page 1 Site Code: UID#: CO83 Station ID: Mini-Tubes: 48-hour Grantland S/O Shaw SIN#: 3527 Date Start: 09-May-18 Date End: 10-May-18 County of Fresno 2220 Tulare St. Fresno, CA 93721 Volume Report Start 07-May-18 Tue Wed Thu Fri Sat Sun Week Average Time North Bou South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo North Bo South Bo 12:00 AM ****5 9 4 6 ******4 8 01:00 ****5 4 2 1 ******4 2 02:00 ****4 2 2 5 ******3 4 03:00 ****8 3 11 1 ******10 2 04:00 ****19 38 25 51 ******22 44 05:00 ****71 77 77 61 ******74 69 06:00 ****189 206 175 192 ******182 199 07:00 ****112 115 108 114 ******110 114 08:00 ****93 85 85 72 ******89 78 09:00 ****74 78 95 89 ******84 84 10:00 ****76 98 103 101 ******90 100 11:00 ****132 114 108 104 ******120 109 12:00 PM ****123 126 88 103 ******106 114 01:00 ****168 119 196 131 ******182 125 02:00 ****116 136 168 144 ******142 140 03:00 ****183 158 221 192 ******202 175 04:00 ****160 172 177 191 ******168 182 05:00 ****108 133 101 137 ******104 135 06:00 ****84 91 107 96 ******96 94 07:00 ****70 101 96 83 ******83 92 08:00 ****36 54 52 62 ******44 58 09:00 ****29 38 19 34 ******24 36 10:00 ****18 17 14 23 ******16 20 11:00 ****10 9 8 14 ******9 12 Lane 0 0 0 0 1893 1983 2042 2007 0 0 0 0 0 0 1968 1996 Day 0 0 3876 4049 0 0 0 3964 AM Peak ----06:00 06:00 06:00 06:00 ------06:00 06:00 Vol.----189 206 175 192 ------182 199 PM Peak ----15:00 16:00 15:00 15:00 ------15:00 16:00 Vol.----183 172 221 192 ------202 182 Comb. Total 0 0 3876 4049 0 0 0 3964 ADT ADT 3,962 AADT 3,962 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: Traffic Modeling 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 June 25, 2018 Kai Han, TE Council of Fresno County Governments 2035 Tulare Street, Suite 201 Fresno, CA 93721 Via E-mail Only: khan@fresnocog.org Subject: Traffic Modeling Request for the Preparation of a Traffic Impact Analysis for General Plan Amendment in Support of the Parc West (Project at the Northwest Corner of Ashlan Avenue and Grantland Avenue in the City of Fresno (JLB Project 004-067) Dear Mr. Han, JLB Traffic Engineering, Inc. (JLB) hereby requests traffic modeling for the Project described below. Parc West (Project) proposes to develop approximately 160 acres with residential uses. A portion of the Project site generally located at the northwest corner of Ashlan Avenue and Grantland Avenue will undergo a General Plan Amendment to change the existing Community Commercial zoning to Median Density Residential. Based on the latest information, the Project would include up to 844 single family residential units. The purpose of this TIA is to evaluate the potential on- and off-site traffic impacts, identify short-term roadway and circulation needs, determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process. Scenarios: The following scenarios are requested: 1. Base Year 2018 (with Link and TAZ modifications) 2. Year 2020 plus Project Phase I Select Zone (with Link and TAZ modifications) 3. Cumulative Year 2035 plus Project Buildout Select Zone (with Link and TAZ modifications) 4. Differences between model runs 3 and 1 above Changes and/or additions to the Model Network or TAZ’s JLB reviewed the Fresno COG model network for the Base Year 2018, Year 2020, and Cumulative Year 2035. Based on this review, JLB requests the following link and TAZ Network modifications. Details on the requested Link and TAZ modifications for Base Year 2018, Year 2020, and Cumulative Year 2035 are illustrated in Exhibit C. 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 Mr. Han Fresno COG Modeling Request (Project 004-067) June 25, 2018 LINK and TAZ MODIFICATIONS (For Base Year 2018 and Year 2020 plus Project Phase I Scenario): 1. Modify Ashlan Avenue to increase westbound lanes between Grantland Avenue and Bryan Avenue to two lanes 2. Modify Grantland Avenue to decrease southbound lanes to one lane between Gettysburg Avenue alignment and Ashlan Avenue. 3. Modify Grantland Avenue to decrease northbound lanes between Node 5074 and Gettysburg Avenue to two lanes. 4. Eliminate Gettysburg Avenue between Grantland Avenue and Node 6730, and also between Bryan Avenue and Hayes Avenue. 5. Modify Gettysburg Avenue to decrease westbound lanes between Polk Avenue and Hayes Avenue and between Bryan Avenue and Node 6730 to one lane. 6. Modify Gettysburg Avenue to decrease eastbound lanes between Node 6728 and Polk Avenue to one lane. LINK and TAZ MODIFICATIONS (For Year 2020 plus Project Phase I Scenario): 1. Create TAZ A generally located at the northwest corner of Grantland Avenue and Ashlan Avenue. TAZ A covers 14.98 acres of TAZ 974. TAZ A shall have a TAZ Connector to Grantland Avenue. TAZ A Project Phase I Trip Generation (For Base Year 2020 plus Project Phase I Select Zone Scenario Only): Table I presents the trip generation for the proposed TAZ A (Phase I) pursuant to the 10th Edition of the Trip Generation Manual with trip generation rates for Single-Family Detached Housing. Phase I of the Project is estimated to generate a maximum of 793 daily trips, 62 AM peak hour trips and 83 PM peak hour trips. Table I: TAZ A Project Only Trip Generation Note: d.u. = Dwelling Units LINK and TAZ MODIFICATIONS (For Cumulative Year 2035 plus Project Select Zone Scenarios): 1. Create TAZ B out of TAZ 974 generally located at the northwest corner of Grantland Avenue and Ashlan Avenue. TAZ B shall have a TAZ Connector to Grantland Avenue. (By 2035, TAZ A will have expanded to form TAZ B). LINK and TAZ MODIFICATIONS (For Cumulative Year 2035 plus Project Select Zone Scenario Only): 1. Modify Grantland Avenue to reduce the lanes south of the east leg of Gettysburg Avenue to two lanes in each direction. 2. Modify Bryan Avenue to reduce the lanes south of Shaw Avenue to one lane in each direction. Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 84 d.u. 9.44 793 0.74 25 75 15 47 62 0.99 63 37 52 31 83 Total Project Trips 793 15 47 62 52 31 83 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 Mr. Han Fresno COG Modeling Request (Project 004-067) June 25, 2018 3. Modify Hayes Avenue to reduce the lanes south of Shaw Avenue to one lane in each direction. 4. Modify Shields Avenue to reduce the lanes east of Garfield Avenue to one lane in each direction. 5. Modify Gettysburg Avenue to reduce the lanes between Garfield Avenue and Hayes Avenue to one lane in each direction. TAZ B Project Only Trip Generation (For Cumulative Year 2035 plus Project Select Zone Scenario Only) Table I presents the trip generation for the proposed TAZ B Project pursuant to the 10th Edition of the Trip Generation Manual with trip generation rates for Single-Family Detached Housing and Public Park. At build-out, the Project is estimated to generate a maximum of 7,968 daily trips, 625 AM peak hour trips and 836 PM peak hour trips. Table II: TAZ B Project Only Trip Generation Note: d.u. = Dwelling Units Please invoice JLB Traffic Engineering, Inc. and reference JLB Project No. 004-067 on the invoice. If you have any questions or require additional information, please do not hesitate to contact me by phone at (559) 570-8991 or by e-mail at amiao@JLBtraffic.com. Sincerely, Alan Miao, EIT Engineer I/II cc: Lang Yu, Fresno COG Jose Benavides, JLB Traffic Engineering, Inc. Z:\01 Projects\004 Fresno\004-067 Parc West TIA\Modeling Request\L06202018 Model Request.docx Land Use (ITE Code) Size Unit Daily AM Peak Hour PM Peak Hour Rate Total Trip Rate In Out In Out Total Trip Rate In Out In Out Total % % Single-Family Detached Housing (210) 844 d.u. 9.44 7,967 0.74 25 75 156 469 625 0.99 63 37 527 309 836 Public Park (411) 1.819 acre 0.78 1 0.02 59 41 0 0 0 0.11 55 45 0 0 0 Total Project Trips 7,968 156 469 625 527 309 836 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 Mr. Han Fresno COG Modeling Request (Project 004-067) June 25, 2018 Exhibit A – Aerial 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 Mr. Han Fresno COG Modeling Request (Project 004-067) June 25, 2018 Exhibit B – Site Plan 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 Mr. Han Fresno COG Modeling Request (Project 004-067) June 25, 2018 Exhibit C – Model TAZ Modifications www.JLBtraffic.com 1300 E. 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Shaw/SR 99000823 824 864 868 869 1562 2016 2361 2370 2371 3327 3328 3329 3399 3670 3975 3977 3979 3982 3983 5066 5486 5593 5594 5595 5596 6043 6044 6072 6295 6622 6623 66986728 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 Project Only Trips Cumulative Year 2035 Select Zone033118180 0 0 0 0 0 1 1 1 1 9 9 0000000000001 0 1 1 4 3 00 10 75 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 000000 0 0 0 0 2 2 0 0 0 0 0 0 SR 99 23 62 729 GS/99 0 0 0 SR 99 23 61 720 11 7 13 20 152 152 Ashlan Ashlan 11 7 13 20 151 155 Par k wa y P a rk wa y 0 0 0 0 33 Ashlan Ashlan 11 7 13 21 152 161 Ashlan Ashlan 11 6 12 20 141 158Golden StateGolden State1000310BrawleyBrawley000021BrawleyBrawley021136Ashlan Ashlan 11 6 12 20 141 158 Ashlan Ashlan 11 6 12 20 141 158 AshlanAshlan 11 7 13 20 151 156 BrawleyBrawley000011BrawleyBrawley000033den State n State3 1 8 Golden State Golden State1 0 0 0 3 10 Weber Weber 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Select Zone033118180 0 0 0 0 0 1 1 1 1 9 9 0000001 0 1 1 4 3 00 00 00 0 0 0 0 2 SR 99 23 62 729 GS /99 0 0 0 11 7 13 20 152 152 Ashlan Ashlan 11 7 13 20 151 155 Par k wa y P a rk wa y 0 0 0 0 33 Ashlan Ashlan 11 7 13 21 152 161 Ashlan Ashlan 11 6 12 20 141 158Golden StateGolden State1000310BrawleyBrawley000021BrawleyBrawley021136A AAshlan Ashlan 11 6 12 20 141 158 BlytheBlythe111199AshlanAshlan 11 7 13 20 151 156 BrawleyBrawley000033G olden State Golden State3 0 1 3 8 15 Golden State Golden State1 0 0 0 3 10 BrawleyBrawley201163Weber Weber 0 0 0 0 2 1 Weber Weber 0 0 0 0 2 1SR 99 23 61 720 As hl an/99000A s hlan /99 0 0 3 SR 9910053833 SR 9910053833 Ashlan/9900 0 AshlanAshlan 11 7 13 20 152 152 Ashlan Ashlan 11 7 13 20 152 152 Ashlan/99 00 0 A s hla n/9 9 0 1 9 SR 9910053836 SR 99 23 62 729 Golden State Golden State1 0 0 0 3 10 GS/99000Golden State Golden State0 0 0 0 0 0 1 0 0 0 3 1 0 Gol den StateGolden State1000310Ashlan/99 0 1 9 Motel/990 00 SR 9910053833 SR 99 23 61 720 SR 99 23 61 720 Parkway Parkway 0 0 0 0 3 3 Parkway Parkway 0 0 0 0 3 3 Golden StateGolden State 0 0 0 0 0 0 G olden State 0 0 0 878 879 884 2017 2432 2433 3118 3119 3333 33393411 3483 3582 3583 3585 3985 3986 3987 3988 3989 4593 4634 4635 5084 5085 51095110 5422 5423 6045 6046 6047 6048 6050 6070 6071 12226 12228 12253 12254 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: 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 | E Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix E: Collision Data Major Rd Minor Rd Dist Collision Factor Collision Type Severity Involved w/Date Barstow Ave Grantland Ave 0 Improper Turning Hit Object Injury (Other)Fixed Object 2/12/2015 Shaw Ave Garfield Ave 0 DUI Broadside Complaint of Pain Other MV 8/29/2013 Shaw Ave Garfield Ave 300 Right of Way Broadside Injury (Other)Other MV 6/1/2015 Shaw Ave Garfield Ave 0 Right of Way Broadside Complaint of Pain Other MV 11/24/2017 Shaw Ave Grantland Ave 0 Right of Way Broadside Complaint of Pain Other MV 3/20/2013 Shaw Ave Grantland Ave 0 Right of Way Broadside PDO Other MV 4/6/2013 Shaw Ave Grantland Ave 0 Right of Way Broadside Complaint of Pain Other MV 5/4/2013 Shaw Ave Grantland Ave 0 Unsafe Speed Rear End Complaint of Pain Other MV 7/5/2013 Shaw Ave Grantland Ave 0 Stop Sign/Signals Head-On Injury (Severe)Other MV 7/26/2013 Shaw Ave Grantland Ave 2 Stop Sign/Signals Broadside Complaint of Pain Other MV 10/7/2013 Shaw Ave Grantland Ave 0 Improper Turn Hit Object PDO Fixed Object 10/11/2013 Shaw Ave Grantland Ave 0 Stop Sign/Signals Broadside PDO Other MV 10/14/2013 Shaw Ave Grantland Ave 0 Stop Sign/Signals Broadside Injury (Other)Other MV 10/27/2013 Shaw Ave Grantland Ave 0 Stop Sign/Signals Broadside PDO Other MV 12/12/2013 Shaw Ave Grantland Ave 0 Stop Sign/Signals Broadside Complaint of Pain Other MV 12/29/2013 Shaw Ave Grantland Ave 0 Improper Turning Hit Object Injury (Other)Fixed Object 1/30/2014 Shaw Ave Grantland Ave 0 Right of Way Broadside Injury (Other)Other MV 11/11/2015 Shaw Ave Grantland Ave 0 DUI Rear End Fatal Other MV 3/25/2016 Shaw Ave Grantland Ave 100 Other Hit Object PDO Fixed Object 5/28/2017 Shaw Ave Grantland Ave 0 DUI Hit Object PDO Fixed Object 7/7/2017 Shaw Ave Grantland Ave 0 Stop Sign/Signals Broadside PDO Other MV 10/25/2017 Shaw Ave Grantland Ave 0 Unsafe Speed Rear End Complaint of Pain Other MV 12/27/2017 Shaw Ave Bryan Ave 23 Unsafe Speed Hit Object PDO Fixed Object 11/8/2016 Shaw Ave Hayes Ave 0 Unsafe Speed Rear End Complaint of Pain Other MV 1/26/2013 Shaw Ave Hayes Ave 120 Improper Turn Hit Object PDO Fixed Object 9/2/2014 Shaw Ave Hayes Ave 0 Stop Sign/Signals Broadside Complaint of Pain Other MV 12/10/2015 Shaw Ave Hayes Ave 0 Improper Turning Head-On Complaint of Pain Other MV 1/30/2017 Shaw Ave Hayes Ave 0 DUI Hit Object Complaint of Pain Fixed Object 2/6/2017 Bryan Ave Gettysburg Ave 150 Stop Sign/Signals Broadside Complaint of Pain Other MV 3/23/2015 Ashlan Ave Grantland Ave 0 Right of Way Broadside PDO Other MV 3/27/2014 Ashlan Ave Grantland Ave 0 Right of Way Broadside Injury (Severe)Other MV 9/9/2015 Ashlan Ave Bryan Ave 0 Ped Violation Head-On Injury (Other)Pedestrian 2/13/2013 Ashlan Ave Hayes Ave 29 DUI Rear End Fatal Other MV 5/7/2015 Ashlan Ave Hayes Ave 29 Stop Sign/Signals Broadside Complaint of Pain Other MV 7/16/2015 Ashlan Ave Polk Ave 0 Unsafe Speed Rear End PDO Other MV 5/24/2014 Ashlan Ave Polk Ave 0 Stop Sign/Signals Sideswipe PDO Other MV 6/20/2015 Ashlan Ave Cornelia Ave 0 Right of Way Broadside Injury (Other)Other MV 1/2/2014 Ashlan Ave Cornelia Ave 0 Stop Sign/Signals Broadside Injury (Other)Other MV 3/9/2014 Ashlan Ave Cornelia Ave 0 Unsafe Speed Hit Object Complaint of Pain Fixed Object 3/17/2015 Ashlan Ave Cornelia Ave 0 Stop Sign/Signals Broadside Injury (Other)Other MV 9/7/2015 Shields Ave Grantland Ave 250 DUI Hit Object Injury (Other)Fixed Object 9/13/2014 Shields Ave Grantland Ave 0 Stop Sign/Signals Broadside Injury (Severe)Other MV 9/24/2014 Shields Ave Grantland Ave 300 Right of Way Broadside Injury (Other)Other MV 12/27/2014 Shaw Ave Grantland Ave 528 Unsafe Speed Rear End Injury (Other)Other MV 6/9/2013 Shaw Ave Grantland Ave 750 Right of Way Sideswipe Complaint of Pain Other MV 1/2/2014 Shaw Ave Hayes Ave 900 Improper Turn Hit Object PDO Fixed Object 5/21/2015 Shaw Ave Grantland Ave 1056 Unknown Hit Object Complaint of Pain Fixed Object 7/4/2014 01/01/2013 thru 12/31/2013 Report Run On: 08/25/2018 Total Count: 1466 Include State Highways cases Jurisdiction(s): ALL Primary Rd SAFFORD AV Distance (ft)150 Direction S Secondary Rd BELLAIRE WY NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 010 Type 3 CalTrans Badge 18860 Collision Date 20130118 Time 0527 Day FRI Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20140624 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithPKD MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 32 M W HNBD UNS TURN N A 0100 FORD 2007 -3 N -M G 2 PRKD 998 -PARKED -A 0100 NISSA 2006 --N --- 3 PRKD 998 -PARKED S A 0100 VOLKS 2012 --N --- Party Info Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info Primary Rd SHAW AV Distance (ft)1056 Direction E Secondary Rd GOLDENROD AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 010 Type 3 CalTrans Badge 017052 Collision Date 20131210 Time 1905 Day TUE Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20141224 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPKD MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 40 F H HNBD PROC ST E A 0100 DODGE 2003 -3 N -M G PASS 19 F 3 0 M G 2 PRKD 998 -PARKED E G 2531 ---N --- Party Info Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info Primary Rd SHAW AV Distance (ft)2 Direction W Secondary Rd GRANTLAND AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 010 Type 3 CalTrans Badge 018574 Collision Date 20131007 Time 1640 Day MON Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type HEAD-ON Severity INJURY #Killed 0 #Injured 2 Tow Away?Y Process Date 20140421 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 23 M H HNBD PROC ST W A 0100 HONDA 2003 -3 J -L G DRVR SEVERE 23 M 1 0 L G 2 DRVR 37 F W HNBD STOPPED E A 0700 KIA 2013 -3 N -L G DRVR COMP PN 37 F 1 0 L G Party Info Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info Primary Rd SHAW AV Distance (ft)1056 Direction W Secondary Rd ROLINDA AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 010 Type 3 CalTrans Badge 18934 Collision Date 20130804 Time 1840 Day SUN Primary Collision Factor NOT STATED Violation Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20140324 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run FELONY Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 25 M H HBD-UI PROC ST E D 2200 CADIL 2002 -3 N -M G 2 DRVR 35 M H HNBD BACKING E -- 00 FORD 2007 -3 N -M G DRVR OTH VIS 35 M 1 0 M G PASS 18 M 3 0 L G Party Info Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info Primary Rd SHAW AV Distance (ft)0 Direction Secondary Rd RT 99 NCIC 1005 State Hwy?Y Route 99 Postmile Prefix -Postmile 28.318 Side of Hwy N City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans 6 Badge 00001 Collision Date 20130406 Time 0040 Day SAT Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150115 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type R Ramp/Int 4 1F DRVR 35 M W HBD-UI LFT TURN E A 0700 KIA 2008 -3 A 21801 -M G 2 DRVR 19 M H HNBD PROC ST W A 0100 PONTI 2001 -3 N -M G Party Info Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info Page 297 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete. Report Run On: 08/24/2018Total Count: 5386Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/24/2018Total Count: 5386Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/24/2018Total Count: 5386Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/24/2018Total Count: 5386Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/24/2018Total Count: 5386Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed ActionCntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3317Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy Surface Rdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl Dev Loc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3317Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1 Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed ActionCntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved With LightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeat TypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1 Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3317Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7529Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision Type Severity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7529Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1 Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7529Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7529Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1 Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3270Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeat TypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3270Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist Beat TypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeat TypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?RoutePostmile PrefixPostmileSide of HwyCityCountyPopulationRpt Dist BeatTypeCalTransBadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc TypeRamp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3270Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/25/2018Total Count: 3270Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy Surface Rdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl Dev Loc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy Surface Rdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeat TypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away? Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy Surface Rdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl Dev Loc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed ActionCntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7162Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info Report Run On: 08/27/2018Total Count: 7162Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info INTERSECTION ID PRIMARY_RD SECONDARY_RD CASE_ID ACCIDENT_YEAPROC_DATE COLLISION_DATE COLLISION_DAY_OF_WEEK DISTANCE DIRECTION COLLISION_SEVERITY PCF_VIOL_CATEGORTYPE_OF_COLLISION MVIW 6 SHAW AVE HAYES AVE 5913268 2013 1/18/2014 1/26/2013 641 6 0 Injury (Other Visible)Improper Turning Hit Object Fixed Object 12 ASHLAN AVE BRYAN AVE 6007929 2013 9/16/2014 2/13/2013 850 3 0 Injury (Complaint of Pain)DUI Broadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6052697 2013 2/13/2014 5/4/2013 2354 6 0 Injury (Other Visible)Right of Way Broadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6141697 2013 3/11/2014 7/5/2013 1310 5 0 Injury (Complaint of Pain)Right of Way Broadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6162372 2013 3/20/2014 7/26/2013 1133 5 0 Injury (Complaint of Pain)Right of Way Broadside Other Motor Vehicle 2 SHAW AVE GARFIELD AVE 6191292 2013 4/2/2014 8/29/2013 1725 4 0 Injury (Complaint of Pain)Unsafe Speed Rear End Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6251904 2013 4/21/2014 10/7/2013 1640 1 2 W Injury (Severe)Traffic Signals and SiHead-On Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6268554 2013 4/30/2014 10/27/2013 1500 7 0 Injury (Complaint of Pain)Traffic Signals and SiBroadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6331264 2013 5/19/2014 12/29/2013 1832 7 0 Injury (Other Visible)Traffic Signals and SiBroadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 6365769 2014 6/11/2014 1/30/2014 1024 4 0 Injury (Complaint of Pain)Traffic Signals and SiBroadside Other Motor Vehicle 17 SHIELDS AVE GRANTLAND AVE 6646493 2014 10/15/2014 9/13/2014 2500 6 250 S Injury (Other Visible)Improper Turning Hit Object Fixed Object 17 SHIELDS AVE GRANTLAND AVE 6656978 2014 1/15/2016 9/24/2014 715 3 0 Injury (Other Visible)Right of Way Broadside Other Motor Vehicle 13 ASHLAN AVE HAYES AVE 6678075 2015 2/11/2016 7/16/2015 1645 4 29 E Fatal DUI Rear End Other Motor Vehicle 17 SHIELDS AVE GRANTLAND AVE 6735396 2014 2/6/2015 12/27/2014 2140 6 300 W Injury (Complaint of Pain)Unsafe Speed Rear End Other Motor Vehicle 2 SHAW AVE GARFIELD AVE 6967604 2015 7/6/2015 6/1/2015 1200 1 300 W Injury (Complaint of Pain)Unsafe Speed Rear End Other Motor Vehicle 15 ASHLAN AVE CORNELIA AVE 7142969 2014 1/19/2016 1/2/2014 1225 4 0 Injury (Complaint of Pain)Traffic Signals and SiBroadside Other Motor Vehicle 15 ASHLAN AVE CORNELIA AVE 7155900 2014 1/21/2016 3/9/2014 925 7 0 Injury (Complaint of Pain)Improper Turning Head-On Other Motor Vehicle 1 BARSTOW AVE GRANTLAND AVE 7161840 2015 1/25/2016 2/12/2015 1202 4 0 Injury (Complaint of Pain)Traffic Signals and SiBroadside Other Motor Vehicle 11 ASHLAN AVE GRANTLAND AVE 7168627 2015 1/26/2016 9/9/2015 2232 3 0 Injury (Severe)Right of Way Broadside Other Motor Vehicle 15 ASHLAN AVE CORNELIA AVE 7168708 2015 1/25/2016 9/7/2015 2048 1 0 Injury (Other Visible)Pedestrian ViolationHead-On Pedestrian 15 ASHLAN AVE CORNELIA AVE 7168721 2015 1/26/2016 3/17/2015 1423 2 0 Injury (Complaint of Pain)Traffic Signals and SiBroadside Other Motor Vehicle 9 BRYAN AVE GETTYSBURG AVE 8014210 2015 4/12/2016 3/23/2015 1812 1 150 S Injury (Other Visible)Right of Way Broadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 90056316 2015 11/20/2015 11/11/2015 1444 3 0 Injury (Other Visible)Traffic Signals and SiBroadside Other Motor Vehicle 6 SHAW AVE HAYES AVE 90093079 2015 1/12/2016 12/10/2015 540 4 0 Injury (Complaint of Pain)Unsafe Speed Hit Object Fixed Object 3 SHAW AVE GRANTLAND AVE 90147153 2016 3/29/2016 3/25/2016 1105 5 0 Injury (Other Visible)Traffic Signals and SiBroadside Other Motor Vehicle 6 SHAW AVE HAYES AVE 90386207 2017 2/6/2017 1/30/2017 540 1 0 Injury (Other Visible)DUI Hit Object Fixed Object 2 SHAW AVE GARFIELD AVE 90609000 2017 12/4/2017 11/24/2017 1530 5 0 Injury (Severe)Traffic Signals and SiBroadside Other Motor Vehicle 3 SHAW AVE GRANTLAND AVE 90631260 2017 1/2/2018 12/27/2017 1250 3 0 Injury (Other Visible)Right of Way Broadside Other Motor Vehicle SEGMENT ID INTERSECTION ID PRIMARY_RD SECONDARY_RD CASE_ID ACCIDENTPROC_DATE COLLISION_DATE COLLISION_TIME DAY_OF_WEEK DISTANCE DIRECTIONINTERSECTWEATHERTOW AWACOLLISION SEVER NUMBER NUMBER PARTY_COUNT PCF_VIOL_CATEGORY TYPE_OF_COLLISION MVIW PED_ACTION PEDESTRIAN_ACCIDENT BICYCLE_ACCIDENT MOTORCYCLE_ACCIDENT TRUCK_ACCIDENT ALCOHOL_INVOLVED LATITUDE LONGITUDE COUNTY CITY13SHAW AVE GRANTLAND AVE 6052697 2013 2/13/2014 5/4/2013 2354 6 0 Y B Y 3 0 2 2 Broadside C A 36.808 -119.91678 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 6129851 2013 3/6/2014 6/9/2013 1730 7 528 E N A Y 3 0 4 2 Unsafe Speed Rear End C A 36.80787 -119.91383 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 6141697 2013 3/11/2014 7/5/2013 1310 5 0 Y A Y 4 0 1 2 Broadside C A 36.80791 -119.91647 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 6162372 2013 3/20/2014 7/26/2013 1133 5 0 Y A Y 4 0 1 2 Broadside C A 36.80784 -119.91611 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 6251904 2013 4/21/2014 10/7/2013 1640 1 2 W N A Y 2 0 2 2 Head-On C A 36.80736 -119.91701 FRESNO FRESNO13SHAW AVE GRANTLAND AVE 6268554 2013 4/30/2014 10/27/2013 1500 7 0 Y A Y 4 0 1 3 Broadside C A 36.8088 -119.91691 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 6331264 2013 5/19/2014 12/29/2013 1832 7 0 Y A Y 3 0 2 2 Broadside C A 36.80788 -119.91665 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 7142952 2014 1/19/2016 1/2/2014 2208 4 750 E N A N 4 0 1 2 Right of Way Sideswipe C A FRESNO FRESNO13SHAW AVE GRANTLAND AVE 6365769 2014 6/11/2014 1/30/2014 1024 4 0 Y B Y 4 0 3 2 Broadside C A 36.8079 -119.9165 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 9E+07 2015 11/20/2015 11/11/2015 1444 3 0 Y A Y 3 0 2 2 Broadside C A 36.80821 -119.91629 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 9E+07 2016 3/29/2016 3/25/2016 1105 5 0 Y A Y 3 0 2 2 Broadside C A Y 36.80789 -119.9163 FRESNO UNINCORPORATED13SHAW AVE GRANTLAND AVE 9.1E+07 2017 1/2/2018 12/27/2017 1250 3 0 Y A Y 3 0 3 2 Broadside C A 36.80792 -119.91689 FRESNO UNINCORPORATED36SHAW AVE HAYES AVE 5913268 2013 1/18/2014 1/26/2013 641 6 0 Y B N 3 0 1 2 Hit Object I A FRESNO UNINCORPORATED36SHAW AVE HAYES AVE 9E+07 2015 1/12/2016 12/10/2015 540 4 0 Y A Y 4 0 1 1 Hit Object I A 36.80793 -119.89844 FRESNO UNINCORPORATED36SHAW AVE HAYES AVE 9E+07 2017 2/6/2017 1/30/2017 540 1 0 Y A Y 3 0 1 1 Hit Object I A Y 36.80784 -119.89868 FRESNO UNINCORPORATED411ASHLAN AVE GRANTLAND AVE 7168627 2015 1/26/2016 9/9/2015 2232 3 0 N A Y 2 0 1 2 Broadside C A FRESNO FRESNO412ASHLAN AVE BRYAN AVE 6007929 2013 9/16/2014 2/13/2013 850 3 0 Y A Y 4 0 1 2 Broadside C A Y 36.79341 -119.90747 FRESNO UNINCORPORATED613ASHLAN AVE HAYES AVE 6678075 2015 2/11/2016 7/16/2015 1645 4 29 E N A Y 1 1 1 2 Rear End C A Y FRESNO FRESNO1117SHIELDS AVE GRANTLAND AVE 6646493 2014 10/15/2014 9/13/2014 2500 6 250 S N A N 3 0 2 1 Hit Object I A 36.77812 -119.91624 FRESNO UNINCORPORATED1117SHIELDS AVE GRANTLAND AVE 6656978 2014 1/15/2016 9/24/2014 715 3 0 Y A N 3 0 1 3 Broadside C A FRESNO UNINCORPORATED1117SHIELDS AVE GRANTLAND AVE 6735396 2014 2/6/2015 12/27/2014 2140 6 300 W N A N 4 0 2 2 Rear End C A 36.77896 -119.91407 FRESNO UNINCORPORATED122SHAW AVE GARFIELD AVE 6191292 2013 4/2/2014 8/29/2013 1725 4 0 Y A Y 4 0 1 2 Rear End C A 36.80771 -119.92558 FRESNO UNINCORPORATED 12 2 SHAW AVE GARFIELD AVE 6967604 2015 7/6/2015 6/1/2015 1200 1 300 W N A N 4 0 1 2 Rear End C A 36.80778 -119.92633 FRESNO UNINCORPORATED122SHAW AVE GARFIELD AVE 9.1E+07 2017 12/4/2017 11/24/2017 1530 5 0 Y A Y 2 0 5 2 Broadside C A 36.80784 -119.92551 FRESNO UNINCORPORATED 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: Existing Traffic Conditions HCM 2010 TWSC Existing AM Peak 1: Grantland Avenue & Barstow Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 9 30 23 20 7 15 337 8 10 289 21 Future Vol, veh/h 28 9 30 23 20 7 15 337 8 10 289 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 31 10 33 25 22 8 16 370 9 11 318 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 774 763 330 780 770 375 341 0 0 379 0 0 Stage 1 352 352 - 407 407 ------- Stage 2 422 411 - 373 363 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 314 333 709 311 330 669 1213 - - 1174 - - Stage 1 663 630 - 619 596 ------- Stage 2 607 593 - 646 623 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 289 326 709 285 323 669 1213 - - 1174 - - Mov Cap-2 Maneuver 289 326 - 285 323 ------- Stage 1 654 624 - 611 588 ------- Stage 2 570 585 - 601 617 ------- Approach EB WB NB SB HCM Control Delay, s 16 18.2 0.3 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1213 - - 402 327 1174 - - HCM Lane V/C Ratio 0.014 - - 0.183 0.168 0.009 - - HCM Control Delay (s) 8 - - 16 18.2 8.1 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.6 0 - - HCM 2010 TWSC Existing AM Peak 2: Garfield Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 268 2 1 258 21 3 6 1 25 5 79 Future Vol, veh/h 52 268 2 1 258 21 3 6 1 25 5 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 3 33333333333 Mvmt Flow 69 357 3 1 344 28 4 8 1 33 7 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 372 0 0 360 0 0 913 871 359 861 858 358 Stage 1 ------497497-360360- Stage 2 ------416374-501498- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1181 - - 1193 - - 253 288 683 275 293 684 Stage 1 ------553543-656625- Stage 2 ------612616-550543- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1181 - - 1193 - - 198 267 683 253 271 684 Mov Cap-2 Maneuver ------198267-253271- Stage 1 ------513503-608624- Stage 2 ------512615-501503- Approach EB WB NB SB HCM Control Delay, s 1.3 0 19.8 16.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 256 1181 - - 1193 - - 468 HCM Lane V/C Ratio 0.052 0.059 - - 0.001 - - 0.311 HCM Control Delay (s) 19.8 8.2 0 - 8 0 - 16.1 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1.3 HCM 2010 Signalized Intersection Summary Existing AM Peak 3: Grantland Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 224 18 21 191 83 21 147 33 124 163 97 Future Volume (veh/h) 79 224 18 21 191 83 21 147 33 124 163 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 90 255 20 24 217 94 24 167 38 141 185 110 Adj No. of Lanes 110110110110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 106 411 32 45 255 111 45 618 141 106 499 296 Arrive On Green 0.06 0.24 0.24 0.03 0.21 0.21 0.03 0.42 0.42 0.06 0.46 0.46 Sat Flow, veh/h 1757 1689 132 1757 1222 529 1757 1455 331 1757 1085 645 Grp Volume(v), veh/h 90 0 275 24 0 311 24 0 205 141 0 295 Grp Sat Flow(s),veh/h/ln 1757 0 1821 1757 0 1751 1757 0 1786 1757 0 1731 Q Serve(g_s), s 4.2 0.0 11.2 1.1 0.0 14.2 1.1 0.0 6.2 5.0 0.0 9.2 Cycle Q Clear(g_c), s 4.2 0.0 11.2 1.1 0.0 14.2 1.1 0.0 6.2 5.0 0.0 9.2 Prop In Lane 1.00 0.07 1.00 0.30 1.00 0.19 1.00 0.37 Lane Grp Cap(c), veh/h 106 0 444 45 0 366 45 0 759 106 0 795 V/C Ratio(X) 0.85 0.00 0.62 0.53 0.00 0.85 0.53 0.00 0.27 1.33 0.00 0.37 Avail Cap(c_a), veh/h 106 0 599 106 0 570 106 0 759 106 0 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.6 0.0 28.0 39.9 0.0 31.6 39.9 0.0 15.5 39.0 0.0 14.6 Incr Delay (d2), s/veh 44.5 0.0 1.4 9.5 0.0 7.2 9.5 0.0 0.9 200.4 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 5.8 0.7 0.0 7.6 0.7 0.0 3.2 8.3 0.0 4.6 LnGrp Delay(d),s/veh 83.2 0.0 29.4 49.4 0.0 38.8 49.4 0.0 16.4 239.4 0.0 16.0 LnGrp LOS F C D D D B F B Approach Vol, veh/h 365 335 229 436 Approach Delay, s/veh 42.6 39.6 19.9 88.2 Approach LOS D D B F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 41.3 6.3 26.2 6.3 44.1 9.2 23.3 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 5 24.1 * 5 27.3 * 5 * 26 * 5 * 27 Max Q Clear Time (g_c+I1), s 7.0 8.2 3.1 13.2 3.1 11.2 6.2 16.2 Green Ext Time (p_c), s 0.0 0.8 0.0 1.1 0.0 1.4 0.0 1.2 Intersection Summary HCM 2010 Ctrl Delay 52.6 HCM 2010 LOS D Notes HCM 2010 TWSC Existing AM Peak 5: Bryan Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 328 51 112 277 24 93 Future Vol, veh/h 328 51 112 277 24 93 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 3 33333 Mvmt Flow 395 61 135 334 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 456 0 1030 426 Stage 1 - - - - 426 - Stage 2 - - - - 604 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1100 - 258 626 Stage 1 - - - - 657 - Stage 2 - - - - 544 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1100 - 226 626 Mov Cap-2 Maneuver - - - - 226 - Stage 1 - - - - 576 - Stage 2 - - - - 544 - Approach EB WB NB HCM Control Delay, s 0 2.5 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 226 626 - - 1100 - HCM Lane V/C Ratio 0.128 0.179 - - 0.123 - HCM Control Delay (s) 23.3 12 - - 8.7 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.4 0.6 - - 0.4 - HCM 2010 TWSC Existing AM Peak 6: Hayes Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 3.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 377 59 42 314 61 114 Future Vol, veh/h 377 59 42 314 61 114 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 397 62 44 331 64 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 459 0 847 428 Stage 1 - - - - 428 - Stage 2 - - - - 419 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1097 - 331 625 Stage 1 - - - - 655 - Stage 2 - - - - 661 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 315 625 Mov Cap-2 Maneuver - - - - 315 - Stage 1 - - - - 623 - Stage 2 - - - - 661 - Approach EB WB NB HCM Control Delay, s 0 1 17.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 465 - - 1097 - HCM Lane V/C Ratio 0.396 - - 0.04 - HCM Control Delay (s) 17.7 - - 8.4 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.9 - - 0.1 - HCM 2010 TWSC Existing AM Peak 7: Grantland Avenue & Stadium Drive 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 8 7 183 16 6 192 Future Vol, veh/h 8 7 183 16 6 192 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 530 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 33333 Mvmt Flow 10 8 218 19 7 229 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 461 218 0 0 237 0 Stage 1 218 ----- Stage 2 243 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 557 819 - - 1324 - Stage 1 816 ----- Stage 2 795 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 554 819 - - 1324 - Mov Cap-2 Maneuver 554 ----- Stage 1 811 ----- Stage 2 795 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 0.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 653 1324 - HCM Lane V/C Ratio - - 0.027 0.005 - HCM Control Delay (s) - - 10.7 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Existing AM Peak 9: Bryan Avenue & Gettysburg Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 123 114 143 54 Future Vol, veh/h 9 8 123 114 143 54 Conflicting Peds, #/hr 0 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 78 78 78 78 Heavy Vehicles, % 3 33333 Mvmt Flow 12 10 158 146 183 69 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 704 242 276 0 - 0 Stage 1 242 ----- Stage 2 462 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 402 794 1281 - - - Stage 1 796 ----- Stage 2 632 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 335 776 1252 - - - Mov Cap-2 Maneuver 335 ----- Stage 1 680 ----- Stage 2 617 ----- Approach EB NB SB HCM Control Delay, s 13.1 4.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1252 - 335 776 - - HCM Lane V/C Ratio 0.126 - 0.034 0.013 - - HCM Control Delay (s) 8.3 - 16.1 9.7 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - HCM 2010 TWSC Existing AM Peak 11: Grantland Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 5.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 82 68 86 34 75 123 Future Vol, veh/h 82 68 86 34 75 123 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 33333 Mvmt Flow 91 76 96 38 83 137 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 418 67 0 0 134 0 Stage 1 115 ----- Stage 2 303 ----- Critical Hdwy 6.095 7.145 - - 5.345 - Critical Hdwy Stg 1 6.645 ----- Critical Hdwy Stg 2 5.445 ----- Follow-up Hdwy 3.67853.9285 - -3.1285 - Pot Cap-1 Maneuver 593 832 - - 999 - Stage 1 839 ----- Stage 2 720 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 544 832 - - 999 - Mov Cap-2 Maneuver 557 ----- Stage 1 769 ----- Stage 2 720 ----- Approach WB NB SB HCM Control Delay, s 11.4 0 3.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 557 832 999 - HCM Lane V/C Ratio - - 0.164 0.091 0.083 - HCM Control Delay (s) - - 12.7 9.8 8.9 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.6 0.3 0.3 - HCM 2010 AWSC Existing AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh 38.3 Intersection LOS E Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 43 184 38 6 192 145 100 58 5 105 53 Future Vol, veh/h 20 43 184 38 6 192 145 100 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 63 271 56 9 282 213 147 85 7 154 78 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 24.4 73.7 16 17.2 HCM LOS C F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 80% 0% Vol Thru, % 0% 92% 0% 83% 0% 57% 20% 31% Vol Right, % 0% 8% 0% 17% 0% 43% 0% 69% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 63 63 222 6 337 132 85 LT Vol 100 0 63 0 6 0 105 0 Through Vol 0 58 0 184 0 192 27 27 RT Vol 0 5 0 38 0 145 0 58 Lane Flow Rate 147 93 93 326 9 496 193 124 Geometry Grp 77777777 Degree of Util (X) 0.37 0.218 0.217 0.707 0.02 1.026 0.47 0.274 Departure Headway (Hd) 9.313 8.735 8.54 7.899 8.178 7.453 8.988 8.074 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 388 413 423 460 436 491 404 447 Service Time 7.013 6.435 6.24 5.599 5.955 5.13 6.688 5.774 HCM Lane V/C Ratio 0.379 0.225 0.22 0.709 0.021 1.01 0.478 0.277 HCM Control Delay 17.4 13.9 13.6 27.5 11.1 74.8 19.4 13.8 HCM Lane LOS C B B D B F C B HCM 95th-tile Q 1.7 0.8 0.8 5.5 0.1 14.5 2.4 1.1 HCM 2010 AWSC Existing AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 58 Future Vol, veh/h 58 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 85 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing AM Peak 13: Hayes Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 33 8 16 44 5 6 25 19 25 49 2 Future Vol, veh/h 2 33 8 16 44 5 6 25 19 25 49 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 2 37 9 18 49 6 7 28 21 28 54 2 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 7.7 7.4 7.8 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 12% 5% 25% 33% Vol Thru, % 50% 77% 68% 64% Vol Right, % 38% 19% 8% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 43 65 76 LT Vol 6 2 16 25 Through Vol 25 33 44 49 RT Vol 19 8 5 2 Lane Flow Rate 56 48 72 84 Geometry Grp 1111 Degree of Util (X) 0.062 0.055 0.085 0.1 Departure Headway (Hd) 4.019 4.146 4.232 4.25 Convergence, Y/N Yes Yes Yes Yes Cap 877 850 835 833 Service Time 2.107 2.239 2.317 2.328 HCM Lane V/C Ratio 0.064 0.056 0.086 0.101 HCM Control Delay 7.4 7.5 7.7 7.8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.2 0.3 0.3 HCM 2010 AWSC Existing AM Peak 14: Polk Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 75 3 28 57 36 3 84 68 95 77 8 Future Vol, veh/h 3 75 3 28 57 36 3 84 68 95 77 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 79 3 29 60 38 3 88 72 100 81 8 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.1 8.9 9.2 9.2 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 55% 0% 96% 0% 61% 0% 91% Vol Right, % 0% 45% 0% 4% 0% 39% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 152 3 78 28 93 95 85 LT Vol 3030280950 Through Vol 0 84 0 75 0 57 0 77 RT Vol 0 68 0 3 0 36 0 8 Lane Flow Rate 3 160 3 82 29 98 100 89 Geometry Grp 77777777 Degree of Util (X) 0.005 0.223 0.005 0.127 0.05 0.143 0.161 0.129 Departure Headway (Hd) 5.829 5.011 6.1 5.569 6.049 5.272 5.779 5.21 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 612 714 584 640 590 676 619 685 Service Time 3.582 2.763 3.861 3.33 3.807 3.03 3.531 2.962 HCM Lane V/C Ratio 0.005 0.224 0.005 0.128 0.049 0.145 0.162 0.13 HCM Control Delay 8.6 9.2 8.9 9.1 9.1 8.9 9.6 8.7 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.9 0 0.4 0.2 0.5 0.6 0.4 HCM Signalized Intersection Capacity Analysis Existing AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 23 440 89 1 271 235 80 65 96 330 193 172 Future Volume (vph) 23 440 89 1 271 235 80 65 96 330 193 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3400 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3400 Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 31 587 119 1 361 313 107 87 128 440 257 229 RTOR Reduction (vph) 0 19 00006300154027 Lane Group Flow (vph) 31 687 0 0 362 313 44 87 128 286 257 259 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 4.0 25.3 18.8 40.1 40.1 8.8 23.2 23.2 10.8 25.2 Effective Green, g (s) 4.0 25.3 18.8 40.1 40.1 8.8 23.2 23.2 10.8 25.2 Actuated g/C Ratio 0.04 0.26 0.19 0.41 0.41 0.09 0.24 0.24 0.11 0.26 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 72 893 661 765 650 159 840 376 195 886 v/s Ratio Prot 0.02 c0.20 c0.11 0.17 0.05 0.04 c0.15 0.08 v/s Ratio Perm 0.03 c0.18 v/c Ratio 0.43 0.77 0.55 0.41 0.07 0.55 0.15 0.76 1.32 0.29 Uniform Delay, d1 45.2 33.0 35.1 19.9 17.0 42.0 29.0 34.2 43.0 28.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.1 6.3 0.9 1.6 0.2 3.8 0.1 8.6 174.5 0.2 Delay (s) 49.3 39.3 36.0 21.6 17.2 45.9 29.1 42.7 217.4 28.8 Level of Service D D D C B D C D F C Approach Delay (s) 39.7 27.7 40.5 118.1 Approach LOS D C D F Intersection Summary HCM 2000 Control Delay 52.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 96.7 Sum of lost time (s) 18.6 Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement SBR Lane Configurations Traffic Volume (vph) 43 Future Volume (vph) 43 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.75 Adj. Flow (vph) 57 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing AM Peak 17: Grantland Avenue & Shields Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 105 4 15 137 15 17 72 12 26 124 51 Future Vol, veh/h 24 105 4 15 137 15 17 72 12 26 124 51 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33333333333 Mvmt Flow 29 127 5 18 165 18 20 87 14 31 149 61 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.8 10.1 9.3 10.4 HCM LOS A B A B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 17% 18% 9% 13% Vol Thru, % 71% 79% 82% 62% Vol Right, % 12% 3% 9% 25% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 101 133 167 201 LT Vol 17 24 15 26 Through Vol 72 105 137 124 RT Vol 12 4 15 51 Lane Flow Rate 122 160 201 242 Geometry Grp 1111 Degree of Util (X) 0.174 0.228 0.281 0.329 Departure Headway (Hd) 5.137 5.132 5.024 4.887 Convergence, Y/N Yes Yes Yes Yes Cap 690 691 706 729 Service Time 3.234 3.227 3.114 2.971 HCM Lane V/C Ratio 0.177 0.232 0.285 0.332 HCM Control Delay 9.3 9.8 10.1 10.4 HCM Lane LOS AABB HCM 95th-tile Q 0.6 0.9 1.2 1.4 HCM 2010 TWSC Existing PM Peak 1: Grantland Avenue & Barstow Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 11 20 9 28 11 24 278 14 17 309 20 Future Vol, veh/h 18 11 20 9 28 11 24 278 14 17 309 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 12 22 10 31 12 27 309 16 19 343 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 785 771 354 780 774 317 365 0 0 325 0 0 Stage 1 392 392 - 371 371 ------- Stage 2 393 379 - 409 403 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 309 330 688 311 328 721 1188 - - 1229 - - Stage 1 631 605 - 647 618 ------- Stage 2 630 613 - 617 598 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 273 317 688 284 316 721 1188 - - 1229 - - Mov Cap-2 Maneuver 273 317 - 284 316 ------- Stage 1 616 596 - 632 604 ------- Stage 2 574 599 - 576 589 ------- Approach EB WB NB SB HCM Control Delay, s 16.1 17 0.6 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1188 - - 378 354 1229 - - HCM Lane V/C Ratio 0.022 - - 0.144 0.151 0.015 - - HCM Control Delay (s) 8.1 - - 16.1 17 8 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.5 0 - - HCM 2010 TWSC Existing PM Peak 2: Garfield Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 236 2 4 238 21 1 1 2 13 6 34 Future Vol, veh/h 32 236 2 4 238 21 1 1 2 13 6 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 35 259 2 4 262 23 1 1 2 14 7 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 285 0 0 261 0 0 634 623 260 614 613 274 Stage 1 ------330330-282282- Stage 2 ------304293-332331- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1271 - - 1298 - - 390 401 776 403 406 762 Stage 1 ------681644-723676- Stage 2 ------703668-679643- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1271 - - 1298 - - 356 387 776 390 391 762 Mov Cap-2 Maneuver ------356387-390391- Stage 1 ------659623-700673- Stage 2 ------659665-654622- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 12.2 12.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 502 1271 - - 1298 - - 568 HCM Lane V/C Ratio 0.009 0.028 - - 0.003 - - 0.103 HCM Control Delay (s) 12.2 7.9 0 - 7.8 0 - 12.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.3 HCM 2010 Signalized Intersection Summary Existing PM Peak 3: Grantland Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 196 9 29 235 116 6 137 49 105 145 59 Future Volume (veh/h) 69 196 9 29 235 116 6 137 49 105 145 59 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 72 204 9 30 245 121 6 143 51 109 151 61 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 113 528 23 60 316 156 14 210 75 140 292 118 Arrive On Green 0.06 0.30 0.30 0.03 0.27 0.27 0.01 0.16 0.16 0.08 0.23 0.23 Sat Flow, veh/h 1757 1754 77 1757 1167 576 1757 1299 463 1757 1250 505 Grp Volume(v), veh/h 72 0 213 30 0 366 6 0 194 109 0 212 Grp Sat Flow(s),veh/h/ln 1757 0 1831 1757 0 1743 1757 0 1763 1757 0 1756 Q Serve(g_s), s 1.9 0.0 4.4 0.8 0.0 9.3 0.2 0.0 5.0 2.9 0.0 5.1 Cycle Q Clear(g_c), s 1.9 0.0 4.4 0.8 0.0 9.3 0.2 0.0 5.0 2.9 0.0 5.1 Prop In Lane 1.00 0.04 1.00 0.33 1.00 0.26 1.00 0.29 Lane Grp Cap(c), veh/h 113 0 551 60 0 472 14 0 285 140 0 410 V/C Ratio(X) 0.64 0.00 0.39 0.50 0.00 0.77 0.43 0.00 0.68 0.78 0.00 0.52 Avail Cap(c_a), veh/h 211 0 1045 182 0 977 182 0 926 248 0 1027 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 13.3 22.9 0.0 16.2 23.8 0.0 19.0 21.8 0.0 16.1 Incr Delay (d2), s/veh 5.9 0.0 0.4 6.2 0.0 2.8 19.1 0.0 2.8 9.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 2.3 0.5 0.0 4.8 0.2 0.0 2.7 1.8 0.0 2.5 LnGrp Delay(d),s/veh 27.9 0.0 13.8 29.1 0.0 19.0 42.9 0.0 21.9 30.7 0.0 17.1 LnGrp LOS C B C B D C C B Approach Vol, veh/h 285 396 200 321 Approach Delay, s/veh 17.3 19.7 22.5 21.7 Approach LOS B B C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 13.8 5.9 20.5 4.6 17.2 7.3 19.1 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 6.8 25.3 * 5 27.5 * 5 * 28 * 5.8 * 27 Max Q Clear Time (g_c+I1), s 4.9 7.0 2.8 6.4 2.2 7.1 3.9 11.3 Green Ext Time (p_c), s 0.0 0.8 0.0 0.9 0.0 1.1 0.0 1.7 Intersection Summary HCM 2010 Ctrl Delay 20.2 HCM 2010 LOS C Notes HCM 2010 TWSC Existing PM Peak 5: Bryan Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 316 43 83 365 37 44 Future Vol, veh/h 316 43 83 365 37 44 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 347 47 91 401 41 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 956 373 Stage 1 - - - - 373 - Stage 2 - - - - 583 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1157 - 285 671 Stage 1 - - - - 694 - Stage 2 - - - - 556 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1155 - 262 670 Mov Cap-2 Maneuver - - - - 262 - Stage 1 - - - - 638 - Stage 2 - - - - 556 - Approach EB WB NB HCM Control Delay, s 0 1.6 15.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 262 670 - - 1155 - HCM Lane V/C Ratio 0.155 0.072 - - 0.079 - HCM Control Delay (s) 21.2 10.8 - - 8.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.5 0.2 - - 0.3 - HCM 2010 TWSC Existing PM Peak 6: Hayes Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 347 57 107 433 37 69 Future Vol, veh/h 347 57 107 433 37 69 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 377 62 116 471 40 75 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 439 0 1111 408 Stage 1 - - - - 408 - Stage 2 - - - - 703 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1116 - 230 641 Stage 1 - - - - 669 - Stage 2 - - - - 489 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1116 - 198 641 Mov Cap-2 Maneuver - - - - 198 - Stage 1 - - - - 575 - Stage 2 - - - - 489 - Approach EB WB NB HCM Control Delay, s 0 1.7 19.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 360 - - 1116 - HCM Lane V/C Ratio 0.32 - - 0.104 - HCM Control Delay (s) 19.6 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.3 - HCM 2010 TWSC Existing PM Peak 7: Grantland Avenue & Stadium Drive 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 11 166 9 12 172 Future Vol, veh/h 12 11 166 9 12 172 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 530 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 14 13 193 10 14 200 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 421 193 0 0 203 0 Stage 1 193 ----- Stage 2 228 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 587 846 - - 1363 - Stage 1 837 ----- Stage 2 808 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 580 846 - - 1363 - Mov Cap-2 Maneuver 580 ----- Stage 1 827 ----- Stage 2 808 ----- Approach WB NB SB HCM Control Delay, s 10.5 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 683 1363 - HCM Lane V/C Ratio - - 0.039 0.01 - HCM Control Delay (s) - - 10.5 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Existing PM Peak 9: Bryan Avenue & Gettysburg Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 1 29 71 79 10 Future Vol, veh/h 3 1 29 71 79 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 3 33333 Mvmt Flow 4 1 35 87 96 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 259 102 108 0 - 0 Stage 1 102 ----- Stage 2 157 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 728 950 1476 - - - Stage 1 920 ----- Stage 2 869 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 711 950 1476 - - - Mov Cap-2 Maneuver 711 ----- Stage 1 898 ----- Stage 2 869 ----- Approach EB NB SB HCM Control Delay, s 9.8 2.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1476 - 711 950 - - HCM Lane V/C Ratio 0.024 - 0.005 0.001 - - HCM Control Delay (s) 7.5 - 10.1 8.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 TWSC Existing PM Peak 11: Grantland Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 3.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 30 75 141 32 83 153 Future Vol, veh/h 30 75 141 32 83 153 Conflicting Peds, #/hr 0 00220 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 33333 Mvmt Flow 32 80 150 34 88 163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 508 94 0 0 186 0 Stage 1 169 ----- Stage 2 339 ----- Critical Hdwy 6.095 7.145 - - 5.345 - Critical Hdwy Stg 1 6.645 ----- Critical Hdwy Stg 2 5.445 ----- Follow-up Hdwy 3.67853.9285 - -3.1285 - Pot Cap-1 Maneuver 531 800 - - 945 - Stage 1 780 ----- Stage 2 693 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 481 798 - - 943 - Mov Cap-2 Maneuver 512 ----- Stage 1 706 ----- Stage 2 693 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 3.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 512 798 943 - HCM Lane V/C Ratio - - 0.062 0.1 0.094 - HCM Control Delay (s) - - 12.5 10 9.2 - HCM Lane LOS - - B B A - HCM 95th %tile Q(veh) - - 0.2 0.3 0.3 - HCM 2010 AWSC Existing PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 12 64 7 8 68 50 6 33 9 62 28 Future Vol, veh/h 1 12 64 7 8 68 50 6 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 13 71 8 9 76 56 7 37 10 69 31 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 8.4 8.5 8.2 8.9 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 82% 0% Vol Thru, % 0% 79% 0% 90% 0% 58% 18% 70% Vol Right, % 0% 21% 0% 10% 0% 42% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 6 42 13 71 8 118 76 20 LT Vol 6 0 13 0 8 0 62 0 Through Vol 0 33 0 64 0 68 14 14 RT Vol 090705006 Lane Flow Rate 7 47 14 79 9 131 84 22 Geometry Grp 77777777 Degree of Util (X) 0.011 0.066 0.022 0.11 0.014 0.174 0.131 0.031 Departure Headway (Hd) 5.746 5.093 5.606 5.035 5.57 4.771 5.59 4.97 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 624 704 639 712 644 753 643 721 Service Time 3.474 2.821 3.334 2.762 3.294 2.494 3.316 2.695 HCM Lane V/C Ratio 0.011 0.067 0.022 0.111 0.014 0.174 0.131 0.031 HCM Control Delay 8.5 8.2 8.5 8.4 8.4 8.5 9.2 7.9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.2 0.1 0.4 0 0.6 0.4 0.1 HCM 2010 AWSC Existing PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 6 Future Vol, veh/h 6 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 7 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing PM Peak 13: Hayes Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 99 15 20 82 18 25 68 24 16 47 11 Future Vol, veh/h 8 99 15 20 82 18 25 68 24 16 47 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 9 110 17 22 91 20 28 76 27 18 52 12 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.5 8.5 8.5 8.3 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 21% 7% 17% 22% Vol Thru, % 58% 81% 68% 64% Vol Right, % 21% 12% 15% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 117 122 120 74 LT Vol 25 8 20 16 Through Vol 68 99 82 47 RT Vol 24 15 18 11 Lane Flow Rate 130 136 133 82 Geometry Grp 1111 Degree of Util (X) 0.166 0.171 0.169 0.107 Departure Headway (Hd) 4.593 4.546 4.552 4.685 Convergence, Y/N Yes Yes Yes Yes Cap 780 789 788 764 Service Time 2.625 2.577 2.583 2.719 HCM Lane V/C Ratio 0.167 0.172 0.169 0.107 HCM Control Delay 8.5 8.5 8.5 8.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.6 0.6 0.4 HCM 2010 AWSC Existing PM Peak 14: Polk Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 13 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 121 18 82 109 132 9 136 72 97 130 8 Future Vol, veh/h 9 121 18 82 109 132 9 136 72 97 130 8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333 Mvmt Flow 10 139 21 94 125 152 10 156 83 111 149 9 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 12.3 13.5 13.8 12.1 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 65% 0% 87% 0% 45% 0% 94% Vol Right, % 0% 35% 0% 13% 0% 55% 0% 6% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 9 208 9 139 82 241 97 138 LT Vol 9090820970 Through Vol 0 136 0 121 0 109 0 130 RT Vol 0 72 0 18 0 132 0 8 Lane Flow Rate 10 239 10 160 94 277 111 159 Geometry Grp 77777777 Degree of Util (X) 0.021 0.427 0.021 0.298 0.183 0.469 0.221 0.29 Departure Headway (Hd) 7.181 6.425 7.322 6.719 6.987 6.089 7.14 6.59 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 496 557 486 530 511 587 499 542 Service Time 4.964 4.207 5.114 4.51 4.764 3.866 4.925 4.374 HCM Lane V/C Ratio 0.02 0.429 0.021 0.302 0.184 0.472 0.222 0.293 HCM Control Delay 10.1 14 10.3 12.4 11.3 14.2 12 12.1 HCM Lane LOS BBBBBBBB HCM 95th-tile Q 0.1 2.1 0.1 1.2 0.7 2.5 0.8 1.2 HCM Signalized Intersection Capacity Analysis Existing PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 13 237 66 7 268 343 183 52 124 221 121 73 Future Volume (vph) 13 237 66 7 268 343 183 52 124 221 121 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3390 3400 1845 1568 1752 3505 1568 1752 3415 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3390 3400 1845 1568 1752 3505 1568 1752 3415 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 14 255 71 8 288 369 197 56 133 238 130 78 RTOR Reduction (vph) 0 27 000012300187012 Lane Group Flow (vph) 14 299 0 0 296 369 74 56 133 51 130 82 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 0.6 16.4 7.5 23.3 23.3 3.5 13.2 13.2 6.4 16.1 Effective Green, g (s) 0.6 16.4 7.5 23.3 23.3 3.5 13.2 13.2 6.4 16.1 Actuated g/C Ratio 0.01 0.26 0.12 0.38 0.38 0.06 0.21 0.21 0.10 0.26 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 16 895 410 692 588 98 745 333 180 885 v/s Ratio Prot 0.01 0.09 c0.09 c0.20 0.03 c0.04 c0.07 c0.02 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.88 0.33 0.72 0.53 0.13 0.57 0.18 0.15 0.72 0.09 Uniform Delay, d1 30.7 18.4 26.3 15.2 12.7 28.6 20.0 19.9 27.0 17.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 161.3 0.2 6.2 0.8 0.1 7.8 0.1 0.2 13.3 0.0 Delay (s) 192.0 18.7 32.5 15.9 12.8 36.4 20.1 20.1 40.3 17.5 Level of Service F B C B B DCCDB Approach Delay (s) 25.8 20.9 22.2 30.8 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 62.1 Sum of lost time (s) 18.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement SBR Lane Configurations Traffic Volume (vph) 15 Future Volume (vph) 15 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 16 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing PM Peak 17: Grantland Avenue & Shields Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 85 10 7 63 22 10 78 10 33 74 18 Future Vol, veh/h 18 85 10 7 63 22 10 78 10 33 74 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 19 89 11 7 66 23 11 82 11 35 78 19 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.4 8.2 8.3 8.5 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 10% 16% 8% 26% Vol Thru, % 80% 75% 68% 59% Vol Right, % 10% 9% 24% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 98 113 92 125 LT Vol 10 18 7 33 Through Vol 78 85 63 74 RT Vol 10 10 22 18 Lane Flow Rate 103 119 97 132 Geometry Grp 1111 Degree of Util (X) 0.131 0.152 0.121 0.166 Departure Headway (Hd) 4.566 4.59 4.511 4.541 Convergence, Y/N Yes Yes Yes Yes Cap 785 781 794 791 Service Time 2.594 2.616 2.539 2.567 HCM Lane V/C Ratio 0.131 0.152 0.122 0.167 HCM Control Delay 8.3 8.4 8.2 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.5 0.4 0.6 HCM 2010 AWSC Existing AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 24 Intersection LOS C Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 43 184 38 6 192 145 100 58 5 105 53 Future Vol, veh/h 20 43 184 38 6 192 145 100 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 63 271 56 9 282 213 147 85 7 154 78 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 31.9 23.4 17.7 19.3 HCM LOS D C C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 100% 0% 100% 0% 0% 80% 0% Vol Thru, %0% 92% 0% 83% 0% 100% 0% 20% 31% Vol Right, %0% 8% 0% 17% 0% 0% 100% 0% 69% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 63 63 222 6 192 145 132 85 LT Vol 10006306001050 Through Vol 0 58 0 184 0 192 0 27 27 RT Vol 0 5 0 38 0 0 145 0 58 Lane Flow Rate 147 93 93 326 9 282 213 193 124 Geometry Grp 888888888 Degree of Util (X) 0.405 0.241 0.239 0.785 0.023 0.68 0.471 0.513 0.299 Departure Headway (Hd)9.922 9.348 9.294 8.653 9.185 8.669 7.946 9.556 8.648 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 362 384 386 418 389 418 452 377 415 Service Time 7.696 7.121 7.058 6.416 6.948 6.431 5.708 7.322 6.415 HCM Lane V/C Ratio 0.406 0.242 0.241 0.78 0.023 0.675 0.471 0.512 0.299 HCM Control Delay 19.3 15.1 15 36.7 12.2 28.1 17.6 22 15.1 HCM Lane LOS C C B E B DCCC HCM 95th-tile Q 1.9 0.9 0.9 6.8 0.1 4.9 2.5 2.8 1.2 HCM 2010 AWSC Existing AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Synchro 10 Reportd JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 58 Future Vol, veh/h 58 Peak Hour Factor 0.68 Heavy Vehicles, %3 Mvmt Flow 85 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Synchro 10 Reportd JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 12 64 7 8 68 50 6 33 9 62 28 Future Vol, veh/h 1 12 64 7 8 68 50 6 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 13 71 8 9 76 56 7 37 10 69 31 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 8.7 8.2 8.4 9 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 100% 0% 100% 0% 0% 82% 0% Vol Thru, %0% 79% 0% 90% 0% 100% 0% 18% 70% Vol Right, %0% 21% 0% 10% 0% 0% 100% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 6 42 13 71 8 68 50 76 20 LT Vol 60130800620 Through Vol 0 33 0 64 0 68 0 14 14 RT Vol 0907005006 Lane Flow Rate 7 47 14 79 9 76 56 84 22 Geometry Grp 888888888 Degree of Util (X) 0.011 0.068 0.023 0.115 0.014 0.11 0.07 0.134 0.031 Departure Headway (Hd)5.918 5.267 5.812 5.24 5.734 5.232 4.53 5.698 5.079 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 604 679 615 683 624 685 789 628 704 Service Time 3.662 3.01 3.551 2.979 3.47 2.967 2.265 3.438 2.819 HCM Lane V/C Ratio 0.012 0.069 0.023 0.116 0.014 0.111 0.071 0.134 0.031 HCM Control Delay 8.7 8.4 8.7 8.7 8.6 8.6 7.6 9.3 8 HCM Lane LOS AAAAAAAAA HCM 95th-tile Q 0 0.2 0.1 0.4 0 0.4 0.2 0.5 0.1 HCM 2010 AWSC Existing PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Synchro 10 Reported JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 6 Future Vol, veh/h 6 Peak Hour Factor 0.90 Heavy Vehicles, %3 Mvmt Flow 7 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Existing AM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)98 52 29 28 Average Queue (ft)30 26 2 4 95th Queue (ft)60 47 13 19 Link Distance (ft)652 2486 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft)74 31 76 Average Queue (ft)19 6 35 95th Queue (ft)57 26 58 Link Distance (ft)2578 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 141 184 53 264 53 180 221 159 Average Queue (ft) 64 93 19 138 18 83 91 81 95th Queue (ft)120 166 51 231 50 142 156 140 Link Distance (ft)2615 2590 3444 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%)0 1 0 Queuing Penalty (veh)0 2 0 Existing AM PeakQueuing and Blocking Report d 10/02/2018 SimTraffic Reportd JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft)72 52 54 Average Queue (ft)22 17 27 95th Queue (ft)59 46 40 Link Distance (ft)2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft)74 118 Average Queue (ft)20 52 95th Queue (ft)61 96 Link Distance (ft)1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Stadium Drive Movement WB Directions Served LR Maximum Queue (ft)25 Average Queue (ft)8 95th Queue (ft)26 Link Distance (ft)1258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Existing AM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB Directions Served L R L Maximum Queue (ft)25 23 49 Average Queue (ft)3 5 20 95th Queue (ft)16 20 43 Link Distance (ft)1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB NB SB Directions Served L R TR L Maximum Queue (ft)74 74 22 30 Average Queue (ft)26 24 1 5 95th Queue (ft)49 48 7 22 Link Distance (ft)2589 2589 362 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft)47 77 30 78 73 52 73 72 70 Average Queue (ft)25 44 7 43 39 31 29 37 20 95th Queue (ft)45 66 27 69 60 48 49 57 47 Link Distance (ft)2589 407 1002 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Existing AM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reportd JLB Traffic Engineering, Inc.Page 4 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)32 49 48 54 Average Queue (ft)20 27 24 29 95th Queue (ft)41 41 44 51 Link Distance (ft)1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft)29 51 30 54 23 55 54 77 Average Queue (ft)3 27 14 32 1 36 33 37 95th Queue (ft)15 44 38 49 8 51 51 61 Link Distance (ft)2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%)0 Queuing Penalty (veh)0 Existing AM PeakQueuing and Blocking Report d 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft)97 188 191 376 360 272 42 99 75 71 167 201 Average Queue (ft)25 128 110 145 64 76 14 52 38 29 79 104 95th Queue (ft)63 178 166 261 195 163 30 95 67 62 136 176 Link Distance (ft)352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%)4 0 0 1 0 9 4 Queuing Penalty (veh)9 1 0 1 0 4 4 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 179 86 Average Queue (ft) 98 27 95th Queue (ft)166 67 Link Distance (ft)2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 3 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)55 74 67 77 Average Queue (ft)35 36 32 47 95th Queue (ft)51 54 49 71 Link Distance (ft)2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 23 Existing PM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)55 52 28 46 Average Queue (ft)28 24 4 3 95th Queue (ft)53 45 19 21 Link Distance (ft)652 2486 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft)26 31 31 Average Queue (ft)5 2 19 95th Queue (ft)21 14 39 Link Distance (ft)2578 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 114 140 74 158 31 135 148 174 Average Queue (ft) 42 59 24 102 8 67 60 64 95th Queue (ft)86 108 52 155 28 112 120 122 Link Distance (ft)2615 2590 3445 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%)0 Queuing Penalty (veh)0 Existing PM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft)54 53 43 Average Queue (ft)18 20 20 95th Queue (ft)43 44 39 Link Distance (ft)2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB NB Directions Served TR LT LR Maximum Queue (ft)20 117 77 Average Queue (ft)1 28 42 95th Queue (ft)6 77 72 Link Distance (ft) 2549 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Stadium Drive Movement WB SB Directions Served LR LT Maximum Queue (ft)46 26 Average Queue (ft)11 2 95th Queue (ft)33 15 Link Distance (ft)1259 3445 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Existing PM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB Directions Served L R L Maximum Queue (ft)18 22 24 Average Queue (ft)2 1 1 95th Queue (ft)9 10 8 Link Distance (ft) 1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB SB Directions Served L R L Maximum Queue (ft)50 74 53 Average Queue (ft)17 28 6 95th Queue (ft)41 44 29 Link Distance (ft)2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft)31 54 30 78 54 24 31 53 23 Average Queue (ft)8 30 7 32 23 6 20 30 5 95th Queue (ft)29 43 26 47 44 22 40 44 20 Link Distance (ft)2589 403 1003 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Existing PM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 4 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)54 79 78 54 Average Queue (ft)33 35 37 29 95th Queue (ft)46 55 60 49 Link Distance (ft)1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft)30 69 68 100 30 96 63 72 Average Queue (ft)5 35 32 52 5 49 31 39 95th Queue (ft)23 55 51 82 22 78 53 63 Link Distance (ft)2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%)0 Queuing Penalty (veh)0 Existing PM PeakQueuing and Blocking Report ed 10/02/2018 SimTraffic Reported JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft)52 95 89 385 495 820 124 73 75 55 96 191 Average Queue (ft)17 46 57 281 235 165 32 37 39 26 52 79 95th Queue (ft)43 80 86 450 541 523 72 64 71 58 80 148 Link Distance (ft)352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%)56 9 1 4 Queuing Penalty (veh)193 31 1 1 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 168 18 Average Queue (ft) 41 6 95th Queue (ft)92 18 Link Distance (ft)2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)54 77 54 56 Average Queue (ft)31 33 31 37 95th Queue (ft)42 50 48 53 Link Distance (ft)2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 226 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: Existing plus Project (Phase I) Traffic Conditions HCM 2010 TWSC Existing + Project (Phase I) AM Peak 1: Grantland Avenue & Barstow Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 9 30 23 20 7 15 344 8 10 291 21 Future Vol, veh/h 28 9 30 23 20 7 15 344 8 10 291 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 31 10 33 25 22 8 16 378 9 11 320 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 784 773 332 790 780 383 343 0 0 387 0 0 Stage 1 354 354 - 415 415 ------- Stage 2 430 419 - 375 365 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 310 329 707 307 326 662 1210 - - 1166 - - Stage 1 661 629 - 613 591 ------- Stage 2 601 588 - 644 622 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 285 322 707 281 319 662 1210 - - 1166 - - Mov Cap-2 Maneuver 285 322 - 281 319 ------- Stage 1 652 623 - 605 583 ------- Stage 2 564 580 - 599 616 ------- Approach EB WB NB SB HCM Control Delay, s 16.1 18.5 0.3 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1210 - - 397 322 1166 - - HCM Lane V/C Ratio 0.014 - - 0.185 0.171 0.009 - - HCM Control Delay (s) 8 - - 16.1 18.5 8.1 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.6 0 - - HCM 2010 TWSC Existing + Project (Phase I) AM Peak 2: Garfield Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 268 2 1 258 21 3 6 1 25 5 79 Future Vol, veh/h 52 268 2 1 258 21 3 6 1 25 5 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 3 33333333333 Mvmt Flow 69 357 3 1 344 28 4 8 1 33 7 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 372 0 0 360 0 0 913 871 359 861 858 358 Stage 1 ------497497-360360- Stage 2 ------416374-501498- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1181 - - 1193 - - 253 288 683 275 293 684 Stage 1 ------553543-656625- Stage 2 ------612616-550543- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1181 - - 1193 - - 198 267 683 253 271 684 Mov Cap-2 Maneuver ------198267-253271- Stage 1 ------513503-608624- Stage 2 ------512615-501503- Approach EB WB NB SB HCM Control Delay, s 1.3 0 19.8 16.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 256 1181 - - 1193 - - 468 HCM Lane V/C Ratio 0.052 0.059 - - 0.001 - - 0.311 HCM Control Delay (s) 19.8 8.2 0 - 8 0 - 16.1 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1.3 HCM 2010 Signalized Intersection Summary Existing + Project (Phase I) AM Peak 3: Grantland Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 224 18 22 191 83 22 155 40 124 166 97 Future Volume (veh/h) 79 224 18 22 191 83 22 155 40 124 166 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 90 255 20 25 217 94 25 176 45 141 189 110 Adj No. of Lanes 110110110110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 126 469 37 52 287 125 52 249 64 180 273 159 Arrive On Green 0.07 0.28 0.28 0.03 0.24 0.24 0.03 0.18 0.18 0.10 0.25 0.25 Sat Flow, veh/h 1757 1689 132 1757 1222 529 1757 1418 363 1757 1095 637 Grp Volume(v), veh/h 90 0 275 25 0 311 25 0 221 141 0 299 Grp Sat Flow(s),veh/h/ln 1757 0 1821 1757 0 1751 1757 0 1781 1757 0 1732 Q Serve(g_s), s 2.5 0.0 6.3 0.7 0.0 8.1 0.7 0.0 5.7 3.9 0.0 7.7 Cycle Q Clear(g_c), s 2.5 0.0 6.3 0.7 0.0 8.1 0.7 0.0 5.7 3.9 0.0 7.7 Prop In Lane 1.00 0.07 1.00 0.30 1.00 0.20 1.00 0.37 Lane Grp Cap(c), veh/h 126 0 506 52 0 412 52 0 313 180 0 431 V/C Ratio(X) 0.71 0.00 0.54 0.48 0.00 0.75 0.48 0.00 0.71 0.78 0.00 0.69 Avail Cap(c_a), veh/h 193 0 1010 178 0 968 196 0 886 278 0 982 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.3 0.0 15.1 23.5 0.0 17.5 23.5 0.0 19.1 21.5 0.0 16.8 Incr Delay (d2), s/veh 7.2 0.0 0.9 6.9 0.0 2.8 6.9 0.0 2.9 7.5 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 3.3 0.4 0.0 4.2 0.4 0.0 3.1 2.2 0.0 3.9 LnGrp Delay(d),s/veh 29.6 0.0 16.0 30.4 0.0 20.3 30.4 0.0 22.0 29.1 0.0 18.8 LnGrp LOS C B C C C C C B Approach Vol, veh/h 365 336 246 440 Approach Delay, s/veh 19.4 21.1 22.9 22.1 Approach LOS B C C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 14.7 5.6 19.7 5.6 18.3 7.7 17.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 7.8 24.5 * 5 27.3 * 5.5 * 28 * 5.4 * 27 Max Q Clear Time (g_c+I1), s 5.9 7.7 2.7 8.3 2.7 9.7 4.5 10.1 Green Ext Time (p_c), s 0.1 0.9 0.0 1.2 0.0 1.5 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 21.3 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project (Phase I) AM Peak 5: Bryan Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 334 51 112 278 24 93 Future Vol, veh/h 334 51 112 278 24 93 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 3 33333 Mvmt Flow 402 61 135 335 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 463 0 1038 433 Stage 1 - - - - 433 - Stage 2 - - - - 605 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1093 - 255 621 Stage 1 - - - - 652 - Stage 2 - - - - 543 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1093 - 223 621 Mov Cap-2 Maneuver - - - - 223 - Stage 1 - - - - 571 - Stage 2 - - - - 543 - Approach EB WB NB HCM Control Delay, s 0 2.5 14.4 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 223 621 - - 1093 - HCM Lane V/C Ratio 0.13 0.18 - - 0.123 - HCM Control Delay (s) 23.5 12.1 - - 8.8 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.4 0.7 - - 0.4 - HCM 2010 TWSC Existing + Project (Phase I) AM Peak 6: Hayes Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 3.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 382 59 42 315 61 114 Future Vol, veh/h 382 59 42 315 61 114 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 402 62 44 332 64 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 464 0 853 433 Stage 1 - - - - 433 - Stage 2 - - - - 420 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1092 - 328 621 Stage 1 - - - - 652 - Stage 2 - - - - 661 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1092 - 312 621 Mov Cap-2 Maneuver - - - - 312 - Stage 1 - - - - 620 - Stage 2 - - - - 661 - Approach EB WB NB HCM Control Delay, s 0 1 17.9 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 462 - - 1092 - HCM Lane V/C Ratio 0.399 - - 0.04 - HCM Control Delay (s) 17.9 - - 8.4 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.9 - - 0.1 - HCM 2010 TWSC Existing + Project (Phase I) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 0 31 8 0 7 10 183 16 6 192 5 Future Vol, veh/h 16 0 31 8 0 7 10 183 16 6 192 5 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 33333333333 Mvmt Flow 19 0 37 10 0 8 12 218 19 7 229 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 502 507 232 507 491 218 235 0 0 237 0 0 Stage 1 246 246 - 242 242 ------- Stage 2 256 261 - 265 249 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 478 467 805 474 477 819 1326 - - 1324 - - Stage 1 756 701 - 759 704 ------- Stage 2 746 690 - 738 699 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 468 460 805 447 470 819 1326 - - 1324 - - Mov Cap-2 Maneuver 468 460 - 447 470 ------- Stage 1 749 697 - 752 698 ------- Stage 2 732 684 - 700 695 ------- Approach EB WB NB SB HCM Control Delay, s 10.8 11.6 0.4 0.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1326 - - 468 805 567 1324 - - HCM Lane V/C Ratio 0.009 - - 0.041 0.046 0.031 0.005 - - HCM Control Delay (s) 7.7 - - 13 9.7 11.6 7.7 0 - HCM Lane LOS A - -BABAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.1 0 - - HCM 2010 TWSC Existing + Project (Phase I) AM Peak 9: Bryan Avenue & Gettysburg Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 123 114 143 54 Future Vol, veh/h 9 8 123 114 143 54 Conflicting Peds, #/hr 0 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 78 78 78 78 Heavy Vehicles, % 3 33333 Mvmt Flow 12 10 158 146 183 69 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 704 242 276 0 - 0 Stage 1 242 ----- Stage 2 462 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 402 794 1281 - - - Stage 1 796 ----- Stage 2 632 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 335 776 1252 - - - Mov Cap-2 Maneuver 335 ----- Stage 1 680 ----- Stage 2 617 ----- Approach EB NB SB HCM Control Delay, s 13.1 4.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1252 - 335 776 - - HCM Lane V/C Ratio 0.126 - 0.034 0.013 - - HCM Control Delay (s) 8.3 - 16.1 9.7 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - HCM 2010 TWSC Existing + Project (Phase I) AM Peak 11: Grantland Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 5.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 82 76 88 34 97 132 Future Vol, veh/h 82 76 88 34 97 132 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 33333 Mvmt Flow 91 84 98 38 108 147 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 480 68 0 0 136 0 Stage 1 117 ----- Stage 2 363 ----- Critical Hdwy 6.095 7.145 - - 5.345 - Critical Hdwy Stg 1 6.645 ----- Critical Hdwy Stg 2 5.445 ----- Follow-up Hdwy 3.67853.9285 - -3.1285 - Pot Cap-1 Maneuver 549 831 - - 997 - Stage 1 837 ----- Stage 2 676 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 490 831 - - 997 - Mov Cap-2 Maneuver 502 ----- Stage 1 747 ----- Stage 2 676 ----- Approach WB NB SB HCM Control Delay, s 11.9 0 3.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 502 831 997 - HCM Lane V/C Ratio - - 0.181 0.102 0.108 - HCM Control Delay (s) - - 13.8 9.8 9 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.7 0.3 0.4 - HCM 2010 AWSC Existing + Project (Phase I) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh 41.9 Intersection LOS E Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 44 203 40 6 198 145 101 58 5 105 53 Future Vol, veh/h 20 44 203 40 6 198 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 65 299 59 9 291 213 149 85 7 154 78 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 28.4 80.9 16.3 17.4 HCM LOS D F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 80% 0% Vol Thru, % 0% 92% 0% 84% 0% 58% 20% 31% Vol Right, % 0% 8% 0% 16% 0% 42% 0% 69% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 64 243 6 343 132 85 LT Vol 101 0 64 0 6 0 105 0 Through Vol 0 58 0 203 0 198 27 27 RT Vol 0 5 0 40 0 145 0 58 Lane Flow Rate 149 93 94 357 9 504 193 124 Geometry Grp 77777777 Degree of Util (X) 0.373 0.218 0.216 0.767 0.02 1.05 0.47 0.274 Departure Headway (Hd) 9.444 8.865 8.578 7.941 8.312 7.491 9.117 8.202 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 383 408 421 457 432 489 398 441 Service Time 7.144 6.565 6.278 5.641 6.03 5.209 6.817 5.902 HCM Lane V/C Ratio 0.389 0.228 0.223 0.781 0.021 1.031 0.485 0.281 HCM Control Delay 17.7 14 13.6 32.3 11.2 82.1 19.6 14 HCM Lane LOS C B B D B F C B HCM 95th-tile Q 1.7 0.8 0.8 6.6 0.1 15.3 2.4 1.1 HCM 2010 AWSC Existing + Project (Phase I) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 58 Future Vol, veh/h 58 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 85 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I) AM Peak 13: Hayes Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 50 9 16 49 5 6 25 19 25 49 3 Future Vol, veh/h 3 50 9 16 49 5 6 25 19 25 49 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 56 10 18 54 6 7 28 21 28 54 3 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 7.8 7.5 7.9 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 12% 5% 23% 32% Vol Thru, % 50% 81% 70% 64% Vol Right, % 38% 15% 7% 4% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 62 70 77 LT Vol 6 3 16 25 Through Vol 25 50 49 49 RT Vol 19 9 5 3 Lane Flow Rate 56 69 78 86 Geometry Grp 1111 Degree of Util (X) 0.064 0.082 0.092 0.102 Departure Headway (Hd) 4.172 4.278 4.251 4.288 Convergence, Y/N Yes Yes Yes Yes Cap 863 843 829 822 Service Time 2.176 2.278 2.35 2.387 HCM Lane V/C Ratio 0.065 0.082 0.094 0.105 HCM Control Delay 7.5 7.7 7.8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.3 0.3 0.3 HCM 2010 AWSC Existing + Project (Phase I) AM Peak 14: Polk Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 91 3 28 61 36 3 84 68 95 77 8 Future Vol, veh/h 3 91 3 28 61 36 3 84 68 95 77 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 96 3 29 64 38 3 88 72 100 81 8 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.4 9 9.3 9.3 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 55% 0% 97% 0% 63% 0% 91% Vol Right, % 0% 45% 0% 3% 0% 37% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 152 3 94 28 97 95 85 LT Vol 3030280950 Through Vol 0 84 0 91 0 61 0 77 RT Vol 0 68 0 3 0 36 0 8 Lane Flow Rate 3 160 3 99 29 102 100 89 Geometry Grp 77777777 Degree of Util (X) 0.005 0.226 0.005 0.154 0.05 0.151 0.162 0.131 Departure Headway (Hd) 5.893 5.074 6.112 5.586 6.078 5.312 5.842 5.273 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 605 704 583 638 587 671 611 676 Service Time 3.654 2.835 3.88 3.353 3.842 3.076 3.603 3.033 HCM Lane V/C Ratio 0.005 0.227 0.005 0.155 0.049 0.152 0.164 0.132 HCM Control Delay 8.7 9.3 8.9 9.4 9.2 9 9.7 8.8 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.9 0 0.5 0.2 0.5 0.6 0.4 HCM Signalized Intersection Capacity Analysis Existing + Project (Phase I) AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 23 455 89 1 271 239 80 65 96 330 193 172 Future Volume (vph) 23 455 89 1 271 239 80 65 96 330 193 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3419 3400 1845 1568 1752 3505 1568 1752 3400 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3419 3400 1845 1568 1752 3505 1568 1752 3400 Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 31 607 119 1 361 319 107 87 128 440 257 229 RTOR Reduction (vph) 0 15 00006900141021 Lane Group Flow (vph) 31 711 0 0 362 319 38 87 128 299 257 265 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.3 25.8 10.1 32.6 32.6 7.9 23.1 23.1 13.2 28.4 Effective Green, g (s) 3.3 25.8 10.1 32.6 32.6 7.9 23.1 23.1 13.2 28.4 Actuated g/C Ratio 0.04 0.28 0.11 0.36 0.36 0.09 0.25 0.25 0.15 0.31 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 63 971 378 662 562 152 891 398 254 1063 v/s Ratio Prot 0.02 c0.21 c0.11 0.17 0.05 0.04 c0.15 0.08 v/s Ratio Perm 0.02 c0.19 v/c Ratio 0.49 0.73 0.96 0.48 0.07 0.57 0.14 0.75 1.01 0.25 Uniform Delay, d1 42.9 29.4 40.1 22.6 19.1 39.8 26.2 31.2 38.8 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 2.9 35.0 0.6 0.1 5.1 0.1 7.8 59.5 0.1 Delay (s) 48.9 32.3 75.1 23.1 19.2 45.0 26.3 39.0 98.3 23.4 Level of Service D C E C B D C D F C Approach Delay (s) 32.9 46.5 37.3 58.9 Approach LOS C D D E Intersection Summary HCM 2000 Control Delay 43.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 90.8 Sum of lost time (s) 18.6 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing + Project (Phase I) AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement SBR Lane Configurations Traffic Volume (vph) 43 Future Volume (vph) 43 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.75 Adj. Flow (vph) 57 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Phase I) AM Peak 17: Grantland Avenue & Shields Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 105 4 15 137 16 17 72 12 27 130 53 Future Vol, veh/h 24 105 4 15 137 16 17 72 12 27 130 53 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33333333333 Mvmt Flow 29 127 5 18 165 19 20 87 14 33 157 64 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 10.2 9.4 10.6 HCM LOS A B A B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 17% 18% 9% 13% Vol Thru, % 71% 79% 82% 62% Vol Right, % 12% 3% 10% 25% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 101 133 168 210 LT Vol 17 24 15 27 Through Vol 72 105 137 130 RT Vol 12 4 16 53 Lane Flow Rate 122 160 202 253 Geometry Grp 1111 Degree of Util (X) 0.178 0.235 0.29 0.344 Departure Headway (Hd) 5.261 5.269 5.15 5.007 Convergence, Y/N Yes Yes Yes Yes Cap 683 684 700 724 Service Time 3.283 3.275 3.156 3.007 HCM Lane V/C Ratio 0.179 0.234 0.289 0.349 HCM Control Delay 9.4 9.9 10.2 10.6 HCM Lane LOS AABB HCM 95th-tile Q 0.6 0.9 1.2 1.5 HCM 2010 TWSC Existing + Project (Phase I) PM Peak 1: Grantland Avenue & Barstow Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 11 20 9 28 11 24 283 14 17 317 20 Future Vol, veh/h 18 11 20 9 28 11 24 283 14 17 317 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 12 22 10 31 12 27 314 16 19 352 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 799 785 363 794 788 322 374 0 0 330 0 0 Stage 1 401 401 - 376 376 ------- Stage 2 398 384 - 418 412 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 302 323 680 305 322 717 1179 - - 1224 - - Stage 1 624 599 - 643 615 ------- Stage 2 626 610 - 610 593 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 266 310 680 278 309 717 1179 - - 1224 - - Mov Cap-2 Maneuver 266 310 - 278 309 ------- Stage 1 610 589 - 628 601 ------- Stage 2 570 596 - 569 584 ------- Approach EB WB NB SB HCM Control Delay, s 16.4 17.3 0.6 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1179 - - 370 347 1224 - - HCM Lane V/C Ratio 0.023 - - 0.147 0.154 0.015 - - HCM Control Delay (s) 8.1 - - 16.4 17.3 8 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.5 0 - - HCM 2010 TWSC Existing + Project (Phase I) PM Peak 2: Garfield Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 236 2 4 238 21 1 1 2 13 6 34 Future Vol, veh/h 32 236 2 4 238 21 1 1 2 13 6 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 35 259 2 4 262 23 1 1 2 14 7 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 285 0 0 261 0 0 634 623 260 614 613 274 Stage 1 ------330330-282282- Stage 2 ------304293-332331- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1271 - - 1298 - - 390 401 776 403 406 762 Stage 1 ------681644-723676- Stage 2 ------703668-679643- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1271 - - 1298 - - 356 387 776 390 391 762 Mov Cap-2 Maneuver ------356387-390391- Stage 1 ------659623-700673- Stage 2 ------659665-654622- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 12.2 12.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 502 1271 - - 1298 - - 568 HCM Lane V/C Ratio 0.009 0.028 - - 0.003 - - 0.103 HCM Control Delay (s) 12.2 7.9 0 - 7.8 0 - 12.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.3 HCM 2010 Signalized Intersection Summary Existing + Project (Phase I) PM Peak 3: Grantland Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 196 10 34 235 116 6 143 52 105 153 59 Future Volume (veh/h) 69 196 10 34 235 116 6 143 52 105 153 59 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 72 204 10 35 245 121 6 149 54 109 159 61 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 112 516 25 68 315 156 14 216 78 139 303 116 Arrive On Green 0.06 0.30 0.30 0.04 0.27 0.27 0.01 0.17 0.17 0.08 0.24 0.24 Sat Flow, veh/h 1757 1744 85 1757 1167 576 1757 1293 469 1757 1271 488 Grp Volume(v), veh/h 72 0 214 35 0 366 6 0 203 109 0 220 Grp Sat Flow(s),veh/h/ln 1757 0 1830 1757 0 1743 1757 0 1762 1757 0 1759 Q Serve(g_s), s 1.9 0.0 4.5 1.0 0.0 9.4 0.2 0.0 5.3 3.0 0.0 5.3 Cycle Q Clear(g_c), s 1.9 0.0 4.5 1.0 0.0 9.4 0.2 0.0 5.3 3.0 0.0 5.3 Prop In Lane 1.00 0.05 1.00 0.33 1.00 0.27 1.00 0.28 Lane Grp Cap(c), veh/h 112 0 541 68 0 471 14 0 294 139 0 419 V/C Ratio(X) 0.64 0.00 0.40 0.51 0.00 0.78 0.43 0.00 0.69 0.78 0.00 0.53 Avail Cap(c_a), veh/h 210 0 1035 181 0 968 181 0 917 246 0 1020 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.2 0.0 13.7 22.9 0.0 16.4 24.0 0.0 19.1 22.0 0.0 16.1 Incr Delay (d2), s/veh 6.0 0.0 0.5 5.9 0.0 2.8 19.2 0.0 2.9 9.2 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 2.3 0.6 0.0 4.8 0.2 0.0 2.8 1.8 0.0 2.7 LnGrp Delay(d),s/veh 28.2 0.0 14.1 28.8 0.0 19.2 43.2 0.0 22.0 31.2 0.0 17.2 LnGrp LOS C B C B D C C B Approach Vol, veh/h 286 401 209 329 Approach Delay, s/veh 17.7 20.0 22.6 21.8 Approach LOS B C C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 14.1 6.1 20.4 4.6 17.6 7.3 19.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 6.8 25.3 * 5 27.5 * 5 * 28 * 5.8 * 27 Max Q Clear Time (g_c+I1), s 5.0 7.3 3.0 6.5 2.2 7.3 3.9 11.4 Green Ext Time (p_c), s 0.0 0.8 0.0 0.9 0.0 1.1 0.0 1.7 Intersection Summary HCM 2010 Ctrl Delay 20.4 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project (Phase I) PM Peak 5: Bryan Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 318 43 83 369 37 44 Future Vol, veh/h 318 43 83 369 37 44 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 349 47 91 405 41 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 398 0 962 375 Stage 1 - - - - 375 - Stage 2 - - - - 587 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1155 - 283 669 Stage 1 - - - - 693 - Stage 2 - - - - 554 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1153 - 260 668 Mov Cap-2 Maneuver - - - - 260 - Stage 1 - - - - 637 - Stage 2 - - - - 554 - Approach EB WB NB HCM Control Delay, s 0 1.5 15.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 260 668 - - 1153 - HCM Lane V/C Ratio 0.156 0.072 - - 0.079 - HCM Control Delay (s) 21.4 10.8 - - 8.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.5 0.2 - - 0.3 - HCM 2010 TWSC Existing + Project (Phase I) PM Peak 6: Hayes Avenue & Shaw Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 349 57 107 436 37 69 Future Vol, veh/h 349 57 107 436 37 69 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 379 62 116 474 40 75 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 441 0 1116 410 Stage 1 - - - - 410 - Stage 2 - - - - 706 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1114 - 229 639 Stage 1 - - - - 668 - Stage 2 - - - - 488 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - 197 639 Mov Cap-2 Maneuver - - - - 197 - Stage 1 - - - - 574 - Stage 2 - - - - 488 - Approach EB WB NB HCM Control Delay, s 0 1.7 19.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 358 - - 1114 - HCM Lane V/C Ratio 0.322 - - 0.104 - HCM Control Delay (s) 19.8 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.3 - HCM 2010 TWSC Existing + Project (Phase I) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 21 12 0 11 37 166 9 12 172 15 Future Vol, veh/h 10 0 21 12 0 11 37 166 9 12 172 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 12 0 24 14 0 13 43 193 10 14 200 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 528 526 209 528 524 193 217 0 0 203 0 0 Stage 1 237 237 - 279 279 ------- Stage 2 291 289 - 249 245 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 459 455 829 459 457 846 1347 - - 1363 - - Stage 1 764 707 - 725 678 ------- Stage 2 715 671 - 753 702 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 437 435 829 431 437 846 1347 - - 1363 - - Mov Cap-2 Maneuver 437 435 - 431 437 ------- Stage 1 740 699 - 702 656 ------- Stage 2 682 650 - 722 694 ------- Approach EB WB NB SB HCM Control Delay, s 10.8 11.7 1.4 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1347 - - 437 829 563 1363 - - HCM Lane V/C Ratio 0.032 - - 0.027 0.029 0.048 0.01 - - HCM Control Delay (s) 7.8 - - 13.5 9.5 11.7 7.7 0 - HCM Lane LOS A - -BABAA - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 0 - - HCM 2010 TWSC Existing + Project (Phase I) PM Peak 9: Bryan Avenue & Gettysburg Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 1 29 71 79 10 Future Vol, veh/h 3 1 29 71 79 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 3 33333 Mvmt Flow 4 1 35 87 96 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 259 102 108 0 - 0 Stage 1 102 ----- Stage 2 157 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 728 950 1476 - - - Stage 1 920 ----- Stage 2 869 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 711 950 1476 - - - Mov Cap-2 Maneuver 711 ----- Stage 1 898 ----- Stage 2 869 ----- Approach EB NB SB HCM Control Delay, s 9.8 2.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1476 - 711 950 - - HCM Lane V/C Ratio 0.024 - 0.005 0.001 - - HCM Control Delay (s) 7.5 - 10.1 8.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 TWSC Existing + Project (Phase I) PM Peak 11: Grantland Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 30 96 157 32 100 157 Future Vol, veh/h 30 96 157 32 100 157 Conflicting Peds, #/hr 0 00220 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 33333 Mvmt Flow 32 102 167 34 106 167 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 565 103 0 0 203 0 Stage 1 186 ----- Stage 2 379 ----- Critical Hdwy 6.095 7.145 - - 5.345 - Critical Hdwy Stg 1 6.645 ----- Critical Hdwy Stg 2 5.445 ----- Follow-up Hdwy 3.67853.9285 - -3.1285 - Pot Cap-1 Maneuver 495 790 - - 929 - Stage 1 762 ----- Stage 2 665 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 438 788 - - 927 - Mov Cap-2 Maneuver 473 ----- Stage 1 674 ----- Stage 2 665 ----- Approach WB NB SB HCM Control Delay, s 10.9 0 3.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 473 788 927 - HCM Lane V/C Ratio - - 0.067 0.13 0.115 - HCM Control Delay (s) - - 13.2 10.2 9.4 - HCM Lane LOS - - B B A - HCM 95th %tile Q(veh) - - 0.2 0.4 0.4 - HCM 2010 AWSC Existing + Project (Phase I) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 13 78 9 8 83 50 10 33 9 62 28 Future Vol, veh/h 1 13 78 9 8 83 50 10 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 14 87 10 9 92 56 11 37 10 69 31 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 8.6 8.8 8.4 9 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 82% 0% Vol Thru, % 0% 79% 0% 90% 0% 62% 18% 67% Vol Right, % 0% 21% 0% 10% 0% 38% 0% 33% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 42 14 87 8 133 76 21 LT Vol 10 0 14 0 8 0 62 0 Through Vol 0 33 0 78 0 83 14 14 RT Vol 090905007 Lane Flow Rate 11 47 16 97 9 148 84 23 Geometry Grp 77777777 Degree of Util (X) 0.018 0.067 0.024 0.136 0.014 0.199 0.133 0.033 Departure Headway (Hd) 5.841 5.188 5.646 5.071 5.61 4.844 5.686 5.042 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 613 690 635 708 639 742 631 710 Service Time 3.579 2.925 3.374 2.799 3.337 2.57 3.421 2.776 HCM Lane V/C Ratio 0.018 0.068 0.025 0.137 0.014 0.199 0.133 0.032 HCM Control Delay 8.7 8.3 8.5 8.6 8.4 8.8 9.3 7.9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.2 0.1 0.5 0 0.7 0.5 0.1 HCM 2010 AWSC Existing + Project (Phase I) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 7 Future Vol, veh/h 7 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 8 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I) PM Peak 13: Hayes Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 111 16 20 95 18 26 68 24 16 47 12 Future Vol, veh/h 9 111 16 20 95 18 26 68 24 16 47 12 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 10 123 18 22 106 20 29 76 27 18 52 13 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.7 8.7 8.7 8.4 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 22% 7% 15% 21% Vol Thru, % 58% 82% 71% 63% Vol Right, % 20% 12% 14% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 118 136 133 75 LT Vol 26 9 20 16 Through Vol 68 111 95 47 RT Vol 24 16 18 12 Lane Flow Rate 131 151 148 83 Geometry Grp 1111 Degree of Util (X) 0.17 0.192 0.188 0.11 Departure Headway (Hd) 4.671 4.579 4.589 4.754 Convergence, Y/N Yes Yes Yes Yes Cap 767 783 780 753 Service Time 2.706 2.612 2.623 2.793 HCM Lane V/C Ratio 0.171 0.193 0.19 0.11 HCM Control Delay 8.7 8.7 8.7 8.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.7 0.7 0.4 HCM 2010 AWSC Existing + Project (Phase I) PM Peak 14: Polk Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh13.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 132 18 82 121 132 9 136 72 97 130 8 Future Vol, veh/h 9 132 18 82 121 132 9 136 72 97 130 8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333 Mvmt Flow 10 152 21 94 139 152 10 156 83 111 149 9 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 12.8 14.1 14.2 12.3 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 65% 0% 88% 0% 48% 0% 94% Vol Right, % 0% 35% 0% 12% 0% 52% 0% 6% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 9 208 9 150 82 253 97 138 LT Vol 9090820970 Through Vol 0 136 0 132 0 121 0 130 RT Vol 0 72 0 18 0 132 0 8 Lane Flow Rate 10 239 10 172 94 291 111 159 Geometry Grp 77777777 Degree of Util (X) 0.021 0.44 0.021 0.329 0.184 0.497 0.227 0.299 Departure Headway (Hd) 7.38 6.623 7.47 6.874 7.149 6.268 7.341 6.79 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 487 547 480 524 505 579 492 531 Service Time 5.087 4.33 5.196 4.599 4.849 3.968 5.05 4.498 HCM Lane V/C Ratio 0.021 0.437 0.021 0.328 0.186 0.503 0.226 0.299 HCM Control Delay 10.2 14.4 10.4 12.9 11.5 15 12.2 12.4 HCM Lane LOS BBBBBBBB HCM 95th-tile Q 0.1 2.2 0.1 1.4 0.7 2.8 0.9 1.2 HCM Signalized Intersection Capacity Analysis Existing + Project (Phase I) PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 13 248 66 7 268 355 183 52 124 221 121 73 Future Volume (vph) 13 248 66 7 268 355 183 52 124 221 121 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3394 3400 1845 1568 1752 3505 1568 1752 3415 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3394 3400 1845 1568 1752 3505 1568 1752 3415 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 14 267 71 8 288 382 197 56 133 238 130 78 RTOR Reduction (vph) 0 26 000012300188012 Lane Group Flow (vph) 14 312 0 0 296 382 74 56 133 50 130 82 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 0.6 16.7 7.4 23.5 23.5 3.5 13.2 13.2 6.4 16.1 Effective Green, g (s) 0.6 16.7 7.4 23.5 23.5 3.5 13.2 13.2 6.4 16.1 Actuated g/C Ratio 0.01 0.27 0.12 0.38 0.38 0.06 0.21 0.21 0.10 0.26 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 16 909 403 695 591 98 742 332 179 882 v/s Ratio Prot 0.01 0.09 c0.09 c0.21 0.03 c0.04 c0.07 c0.02 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.88 0.34 0.73 0.55 0.13 0.57 0.18 0.15 0.73 0.09 Uniform Delay, d1 30.8 18.4 26.5 15.2 12.7 28.7 20.1 20.0 27.1 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 161.3 0.2 6.8 0.9 0.1 7.8 0.1 0.2 13.6 0.0 Delay (s) 192.1 18.6 33.3 16.1 12.8 36.5 20.2 20.2 40.7 17.6 Level of Service F B C B B DCCDB Approach Delay (s) 25.5 21.2 22.3 31.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 62.3 Sum of lost time (s) 18.6 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing + Project (Phase I) PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement SBR Lane Configurations Traffic Volume (vph) 15 Future Volume (vph) 15 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 16 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Phase I) PM Peak 17: Grantland Avenue & Shields Avenue 10/02/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 85 10 7 63 22 10 91 10 35 75 19 Future Vol, veh/h 20 85 10 7 63 22 10 91 10 35 75 19 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 21 89 11 7 66 23 11 96 11 37 79 20 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.5 8.2 8.4 8.5 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 9% 17% 8% 27% Vol Thru, % 82% 74% 68% 58% Vol Right, % 9% 9% 24% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 111 115 92 129 LT Vol 10 20 7 35 Through Vol 91 85 63 75 RT Vol 10 10 22 19 Lane Flow Rate 117 121 97 136 Geometry Grp 1111 Degree of Util (X) 0.149 0.156 0.123 0.172 Departure Headway (Hd) 4.586 4.637 4.558 4.566 Convergence, Y/N Yes Yes Yes Yes Cap 782 774 786 785 Service Time 2.616 2.668 2.589 2.596 HCM Lane V/C Ratio 0.15 0.156 0.123 0.173 HCM Control Delay 8.4 8.5 8.2 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.6 0.4 0.6 HCM 2010 AWSC Existing + Project (Phase I) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 28 Intersection LOS D Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 44 203 40 6 198 145 101 58 5 105 53 Future Vol, veh/h 20 44 203 40 6 198 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 65 299 59 9 291 213 149 85 7 154 78 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 41.3 25.6 18.4 20.1 HCM LOS E D C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 80% 0% Vol Thru, % 0% 92% 0% 84% 0% 100% 0% 20% 31% Vol Right, % 0% 8% 0% 16% 0% 0% 100% 0% 69% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 64 243 6 198 145 132 85 LT Vol 10106406001050 Through Vol 0 58 0 203 0 198 0 27 27 RT Vol 0 5 0 40 0 0 145 0 58 Lane Flow Rate 149 93 94 357 9 291 213 193 124 Geometry Grp 888888888 Degree of Util (X) 0.42 0.247 0.246 0.871 0.023 0.717 0.482 0.526 0.307 Departure Headway (Hd) 10.171 9.595 9.417 8.779 9.386 8.869 8.145 9.796 8.887 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 354 373 381 411 381 408 441 367 404 Service Time 7.95 7.373 7.189 6.55 7.158 6.64 5.916 7.572 6.662 HCM Lane V/C Ratio 0.421 0.249 0.247 0.869 0.024 0.713 0.483 0.526 0.307 HCM Control Delay 20.2 15.5 15.3 48.2 12.4 31.3 18.3 23 15.6 HCM Lane LOS C C C E B DCCC HCM 95th-tile Q 2 1 1 8.7 0.1 5.5 2.6 2.9 1.3 HCM 2010 AWSC Existing + Project (Phase I) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 58 Future Vol, veh/h 58 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 85 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 13 78 9 8 83 50 10 33 9 62 28 Future Vol, veh/h 1 13 78 9 8 83 50 10 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 14 87 10 9 92 56 11 37 10 69 31 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 8.9 8.5 8.6 9.2 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 82% 0% Vol Thru, % 0% 79% 0% 90% 0% 100% 0% 18% 67% Vol Right, % 0% 21% 0% 10% 0% 0% 100% 0% 33% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 42 14 87 8 83 50 76 21 LT Vol 100140800620 Through Vol 0 33 0 78 0 83 0 14 14 RT Vol 0909005007 Lane Flow Rate 11 47 16 97 9 92 56 84 23 Geometry Grp 888888888 Degree of Util (X) 0.019 0.07 0.025 0.142 0.014 0.136 0.071 0.136 0.033 Departure Headway (Hd) 6.022 5.37 5.871 5.295 5.799 5.297 4.594 5.81 5.167 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 593 665 609 676 616 676 777 616 690 Service Time 3.776 3.124 3.618 3.043 3.542 3.039 2.336 3.561 2.918 HCM Lane V/C Ratio 0.019 0.071 0.026 0.143 0.015 0.136 0.072 0.136 0.033 HCM Control Delay 8.9 8.5 8.8 8.9 8.6 8.9 7.7 9.5 8.1 HCM Lane LOS AAAAAAAAA HCM 95th-tile Q 0.1 0.2 0.1 0.5 0 0.5 0.2 0.5 0.1 HCM 2010 AWSC Existing + Project (Phase I) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/02/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 7 Future Vol, veh/h 7 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 8 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Queuing and Blocking Report Existing + Project (Phase I) AM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 63 65 29 29 Average Queue (ft) 31 26 3 5 95th Queue (ft) 48 53 18 22 Link Distance (ft) 652 2486 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 73 53 51 62 Average Queue (ft) 9 2 8 31 95th Queue (ft) 39 17 32 45 Link Distance (ft) 2578 2615 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 96 225 53 164 134 199 175 184 Average Queue (ft) 48 72 13 93 21 73 73 76 95th Queue (ft) 89 145 43 149 71 137 137 147 Link Distance (ft) 2615 2590 3433 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 1 Queuing and Blocking Report Existing + Project (Phase I) AM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 69 31 89 Average Queue (ft) 19 11 34 95th Queue (ft) 45 33 63 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 74 91 Average Queue (ft) 17 44 95th Queue (ft) 52 76 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB Directions Served L TR LTR Maximum Queue (ft) 25 24 23 Average Queue (ft) 11 16 12 95th Queue (ft) 30 33 31 Link Distance (ft) 1471 1258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I) AM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB Directions Served L R L Maximum Queue (ft) 19 23 44 Average Queue (ft) 5 6 14 95th Queue (ft) 19 21 37 Link Distance (ft) 1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB SB Directions Served L R L Maximum Queue (ft) 54 44 48 Average Queue (ft) 29 26 7 95th Queue (ft) 52 37 28 Link Distance (ft) 2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 53 117 52 78 71 53 55 54 47 Average Queue (ft) 28 50 12 43 39 29 31 36 25 95th Queue (ft) 49 87 40 68 61 43 51 54 39 Link Distance (ft) 2589 407 1002 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I) AM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 52 32 53 73 Average Queue (ft) 26 29 26 27 95th Queue (ft) 43 38 48 51 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 27 54 51 66 29 78 54 72 Average Queue (ft) 4 30 18 37 2 39 30 31 95th Queue (ft) 18 41 43 55 13 64 56 53 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report Existing + Project (Phase I) AM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 72 202 191 385 495 921 42 90 93 154 165 210 Average Queue (ft) 23 116 107 354 413 566 13 41 37 34 76 94 95th Queue (ft) 60 175 175 458 656 1039 32 78 72 95 133 172 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 82 17 2 00073 Queuing Penalty (veh) 197 41 6 00042 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 144 154 Average Queue (ft) 69 27 95th Queue (ft) 128 82 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 79 79 79 102 Average Queue (ft) 36 38 35 48 95th Queue (ft) 59 60 54 74 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 251 Queuing and Blocking Report Existing + Project (Phase I) PM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 64 54 31 28 Average Queue (ft) 23 34 5 1 95th Queue (ft) 49 49 23 9 Link Distance (ft) 652 2486 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 76 25 31 60 Average Queue (ft) 10 1 3 21 95th Queue (ft) 37 8 16 42 Link Distance (ft) 2578 2615 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 73 161 93 244 31 159 118 160 Average Queue (ft) 43 73 30 113 6 79 63 66 95th Queue (ft) 77 132 69 194 25 133 103 122 Link Distance (ft) 2615 2590 3432 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing + Project (Phase I) PM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 52 72 43 Average Queue (ft) 21 26 20 95th Queue (ft) 45 51 40 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 152 115 Average Queue (ft) 41 38 95th Queue (ft) 110 79 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB NB SB Directions Served L TR LTR L LTR Maximum Queue (ft) 28 61 47 22 28 Average Queue (ft) 7 16 13 3 2 95th Queue (ft) 25 43 36 16 15 Link Distance (ft) 1471 1259 3432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I) PM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB Directions Served L R L Maximum Queue (ft) 18 21 50 Average Queue (ft) 2 1 3 95th Queue (ft) 10 7 21 Link Distance (ft) 1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB SB Directions Served L R L Maximum Queue (ft) 44 48 62 Average Queue (ft) 18 30 17 95th Queue (ft) 40 39 47 Link Distance (ft) 2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 30 65 31 54 62 25 46 51 28 Average Queue (ft) 10 33 3 28 26 5 21 28 5 95th Queue (ft) 32 49 18 43 48 20 41 37 21 Link Distance (ft) 2589 403 1003 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I) PM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 65 74 52 54 Average Queue (ft) 34 33 30 27 95th Queue (ft) 48 53 48 50 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 30 91 76 153 30 114 72 66 Average Queue (ft) 7 39 40 64 8 50 34 37 95th Queue (ft) 26 66 69 109 29 79 58 56 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 1 1 Queuing Penalty (veh) 0 0 0 Queuing and Blocking Report Existing + Project (Phase I) PM Peak Mitigated 10/02/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 31 100 118 385 495 1490 86 90 73 72 74 178 Average Queue (ft) 10 58 59 309 301 442 31 37 36 31 44 68 95th Queue (ft) 33 92 100 476 584 1292 65 79 65 67 69 133 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 67 18 0 0 0 0 3 Queuing Penalty (veh) 237 64 1 0 0 0 1 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 190 43 Average Queue (ft) 39 7 95th Queue (ft) 103 26 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 55 68 73 73 Average Queue (ft) 33 33 35 37 95th Queue (ft) 51 54 52 58 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 304 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | H Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix H: Existing plus Project (Phase I & Phase II) Traffic Conditions HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 1: Grantland Avenue & Barstow Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 9 30 25 20 7 15 392 10 10 304 21 Future Vol, veh/h 28 9 30 25 20 7 15 392 10 10 304 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 31 10 33 27 22 8 16 431 11 11 334 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 852 842 346 858 848 437 357 0 0 442 0 0 Stage 1 368 368 - 469 469 ------- Stage 2 484 474 - 389 379 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 278 300 695 276 297 617 1196 - - 1113 - - Stage 1 650 620 - 573 559 ------- Stage 2 562 556 - 633 613 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 254 293 695 252 290 617 1196 - - 1113 - - Mov Cap-2 Maneuver 254 293 - 252 290 ------- Stage 1 642 614 - 566 552 ------- Stage 2 526 549 - 587 607 ------- Approach EB WB NB SB HCM Control Delay, s 17.4 20.4 0.3 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1196 - - 364 290 1113 - - HCM Lane V/C Ratio 0.014 - - 0.202 0.197 0.01 - - HCM Control Delay (s) 8.1 - - 17.4 20.4 8.3 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.7 0 - - HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 2: Garfield Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 296 2 1 260 24 3 6 1 27 5 79 Future Vol, veh/h 52 296 2 1 260 24 3 6 1 27 5 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 3 33333333333 Mvmt Flow 69 395 3 1 347 32 4 8 1 36 7 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 379 0 0 398 0 0 956 916 397 904 901 363 Stage 1 ------535535-365365- Stage 2 ------421381-539536- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1174 - - 1155 - - 237 271 650 257 277 680 Stage 1 ------527522-652622- Stage 2 ------608612-525522- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1174 - - 1155 - - 185 250 650 236 256 680 Mov Cap-2 Maneuver ------185250-236256- Stage 1 ------487483-603621- Stage 2 ------508611-477483- Approach EB WB NB SB HCM Control Delay, s 1.2 0 21 17.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 239 1174 - - 1155 - - 444 HCM Lane V/C Ratio 0.056 0.059 - - 0.001 - - 0.333 HCM Control Delay (s) 21 8.3 0 - 8.1 0 - 17.1 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1.4 HCM 2010 Signalized Intersection Summary Existing + Project (Phase I & Phase II) AM Peak 3: Grantland Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 224 21 43 191 83 27 205 120 124 181 97 Future Volume (veh/h) 79 224 21 43 191 83 27 205 120 124 181 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 90 255 24 49 217 94 31 233 136 141 206 110 Adj No. of Lanes 110110110110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 115 405 38 82 275 119 59 283 165 179 370 198 Arrive On Green 0.07 0.24 0.24 0.05 0.23 0.23 0.03 0.26 0.26 0.10 0.33 0.33 Sat Flow, veh/h 1757 1661 156 1757 1222 529 1757 1094 638 1757 1133 605 Grp Volume(v), veh/h 90 0 279 49 0 311 31 0 369 141 0 316 Grp Sat Flow(s),veh/h/ln 1757 0 1817 1757 0 1751 1757 0 1732 1757 0 1738 Q Serve(g_s), s 3.0 0.0 8.0 1.6 0.0 9.8 1.0 0.0 11.7 4.6 0.0 8.8 Cycle Q Clear(g_c), s 3.0 0.0 8.0 1.6 0.0 9.8 1.0 0.0 11.7 4.6 0.0 8.8 Prop In Lane 1.00 0.09 1.00 0.30 1.00 0.37 1.00 0.35 Lane Grp Cap(c), veh/h 115 0 443 82 0 395 59 0 448 179 0 568 V/C Ratio(X) 0.78 0.00 0.63 0.59 0.00 0.79 0.52 0.00 0.82 0.79 0.00 0.56 Avail Cap(c_a), veh/h 162 0 847 150 0 813 174 0 725 234 0 819 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 19.8 27.4 0.0 21.4 27.8 0.0 20.4 25.7 0.0 16.2 Incr Delay (d2), s/veh 14.7 0.0 1.5 6.7 0.0 3.5 6.9 0.0 4.1 12.5 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.2 0.9 0.0 5.1 0.6 0.0 6.0 2.9 0.0 4.3 LnGrp Delay(d),s/veh 41.6 0.0 21.2 34.0 0.0 24.9 34.7 0.0 24.5 38.2 0.0 17.1 LnGrp LOS D C C C C C D B Approach Vol, veh/h 369 360 400 457 Approach Delay, s/veh 26.2 26.2 25.3 23.6 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.2 21.2 6.9 20.3 6.2 25.1 8.0 19.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 7.8 24.5 * 5 27.3 * 5.8 * 28 * 5.4 * 27 Max Q Clear Time (g_c+I1), s 6.6 13.7 3.6 10.0 3.0 10.8 5.0 11.8 Green Ext Time (p_c), s 0.0 1.4 0.0 1.2 0.0 1.6 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 25.2 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 5: Bryan Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 410 51 112 298 24 93 Future Vol, veh/h 410 51 112 298 24 93 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 3 33333 Mvmt Flow 494 61 135 359 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 555 0 1154 525 Stage 1 - - - - 525 - Stage 2 - - - - 629 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1010 - 217 551 Stage 1 - - - - 591 - Stage 2 - - - - 529 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1010 - 188 551 Mov Cap-2 Maneuver - - - - 188 - Stage 1 - - - - 512 - Stage 2 - - - - 529 - Approach EB WB NB HCM Control Delay, s 0 2.5 16.2 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 188 551 - - 1010 - HCM Lane V/C Ratio 0.154 0.203 - - 0.134 - HCM Control Delay (s) 27.6 13.2 - - 9.1 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 0.5 0.8 - - 0.5 - HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 6: Hayes Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 455 59 42 333 61 114 Future Vol, veh/h 455 59 42 333 61 114 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 479 62 44 351 64 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 541 0 949 510 Stage 1 - - - - 510 - Stage 2 - - - - 439 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1023 - 288 561 Stage 1 - - - - 601 - Stage 2 - - - - 648 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1023 - 273 561 Mov Cap-2 Maneuver - - - - 273 - Stage 1 - - - - 569 - Stage 2 - - - - 648 - Approach EB WB NB HCM Control Delay, s 0 1 20.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 410 - - 1023 - HCM Lane V/C Ratio 0.449 - - 0.043 - HCM Control Delay (s) 20.7 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2.3 - - 0.1 - HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 97 2 59 8 1 7 21 237 16 6 208 28 Future Vol, veh/h 97 2 59 8 1 7 21 237 16 6 208 28 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 33333333333 Mvmt Flow 115 2 70 10 1 8 25 282 19 7 248 33 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 625 630 265 647 627 282 281 0 0 301 0 0 Stage 1 279 279 - 332 332 ------- Stage 2 346 351 - 315 295 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 396 397 771 383 399 755 1276 - - 1254 - - Stage 1 725 678 - 679 643 ------- Stage 2 668 630 - 694 667 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 383 386 771 339 388 755 1276 - - 1254 - - Mov Cap-2 Maneuver 383 386 - 339 388 ------- Stage 1 711 673 - 665 630 ------- Stage 2 646 617 - 624 662 ------- Approach EB WB NB SB HCM Control Delay, s 15.3 13.3 0.6 0.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1276 - - 383 747 451 1254 - - HCM Lane V/C Ratio 0.02 - - 0.302 0.097 0.042 0.006 - - HCM Control Delay (s) 7.9 - - 18.4 10.3 13.3 7.9 0 - HCM Lane LOS A - - C BBAA - HCM 95th %tile Q(veh) 0.1 - - 1.2 0.3 0.1 0 - - HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 123 114 143 54 Future Vol, veh/h 9 8 123 114 143 54 Conflicting Peds, #/hr 0 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 78 78 78 78 Heavy Vehicles, % 3 33333 Mvmt Flow 12 10 158 146 183 69 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 704 242 276 0 - 0 Stage 1 242 ----- Stage 2 462 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 402 794 1281 - - - Stage 1 796 ----- Stage 2 632 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 335 776 1252 - - - Mov Cap-2 Maneuver 335 ----- Stage 1 680 ----- Stage 2 617 ----- Approach EB NB SB HCM Control Delay, s 13.1 4.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1252 - 335 776 - - HCM Lane V/C Ratio 0.126 - 0.034 0.013 - - HCM Control Delay (s) 8.3 - 16.1 9.7 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - HCM 2010 Roundabout Existing + Project (Phase I & Phase II) AM Peak 10: Ashlan Avenue & Project Driveway 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 4.0 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 39 109 Demand Flow Rate, veh/h 0 40 112 Vehicles Circulating, veh/h 112 0 0 Vehicles Exiting, veh/h 0 112 40 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 3.6 4.1 Approach LOS - A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 40 112 Cap Entry Lane, veh/h 1010 1130 1130 Entry HV Adj Factor 1.000 0.975 0.973 Flow Entry, veh/h 0 39 109 Cap Entry, veh/h 1010 1102 1100 V/C Ratio 0.000 0.035 0.099 Control Delay, s/veh 3.6 3.6 4.1 LOS A A A 95th %tile Queue, veh 0 0 0 HCM 2010 TWSC Existing + Project (Phase I & Phase II) AM Peak 11: Grantland Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 54 17 29 82 10 81 10 94 34 106 151 16 Future Vol, veh/h 54 17 29 82 10 81 10 94 34 106 151 16 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 - - 230 - 0 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 60 19 32 91 11 90 11 104 38 118 168 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 473 568 168 584 567 71 186 0 0 142 0 0 Stage 1 404 404 - 145 145 ------- Stage 2 69 164 - 439 422 ------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 ------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 ------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.92852.2285 - -3.1285 - - Pot Cap-1 Maneuver 505 430 873 432 431 827 1381 - - 991 - - Stage 1 599 596 - 783 774 ------- Stage 2 891 760 - 574 585 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 397 376 873 362 377 827 1381 - - 991 - - Mov Cap-2 Maneuver 397 376 - 362 377 ------- Stage 1 594 525 - 777 768 ------- Stage 2 776 754 - 469 515 ------- Approach EB WB NB SB HCM Control Delay, s 13.9 14.2 0.6 3.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1381 - - 397 586 362 377 827 991 - - HCM Lane V/C Ratio 0.008 - - 0.151 0.087 0.252 0.029 0.109 0.119 - - HCM Control Delay (s) 7.6 - - 15.7 11.7 18.3 14.8 9.9 9.1 - - HCM Lane LOS A - - C B C B A A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.3 1 0.1 0.4 0.4 - - HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 49.3 Intersection LOS E Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 52 219 41 6 208 145 101 58 5 105 53 Future Vol, veh/h 20 52 219 41 6 208 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 76 322 60 9 306 213 149 85 7 154 78 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 33.2 98.2 16.7 18 HCM LOS D F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 80% 0% Vol Thru, % 0% 92% 0% 84% 0% 59% 20% 30% Vol Right, % 0% 8% 0% 16% 0% 41% 0% 70% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 72 260 6 353 132 89 LT Vol 101 0 72 0 6 0 105 0 Through Vol 0 58 0 219 0 208 27 27 RT Vol 0 5 0 41 0 145 0 62 Lane Flow Rate 149 93 106 382 9 519 193 130 Geometry Grp 77777777 Degree of Util (X) 0.382 0.223 0.246 0.821 0.021 1.104 0.48 0.29 Departure Headway (Hd) 9.666 9.085 8.717 8.084 8.472 7.659 9.318 8.39 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 374 397 415 451 425 478 389 431 Service Time 7.366 6.785 6.417 5.784 6.172 5.359 7.018 6.09 HCM Lane V/C Ratio 0.398 0.234 0.255 0.847 0.021 1.086 0.496 0.302 HCM Control Delay 18.2 14.4 14.2 38.4 11.4 99.7 20.3 14.5 HCM Lane LOS C BBEBFCB HCM 95th-tile Q 1.7 0.8 1 7.7 0.1 17.3 2.5 1.2 HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 62 Future Vol, veh/h 62 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 91 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 13: Hayes Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 60 12 16 55 5 7 25 19 25 49 4 Future Vol, veh/h 5 60 12 16 55 5 7 25 19 25 49 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 6 67 13 18 61 6 8 28 21 28 54 4 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 7.9 7.6 8 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 14% 6% 21% 32% Vol Thru, % 49% 78% 72% 63% Vol Right, % 37% 16% 7% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 51 77 76 78 LT Vol 7 5 16 25 Through Vol 25 60 55 49 RT Vol 19 12 5 4 Lane Flow Rate 57 86 84 87 Geometry Grp 1111 Degree of Util (X) 0.067 0.102 0.103 0.107 Departure Headway (Hd) 4.234 4.288 4.371 4.428 Convergence, Y/N Yes Yes Yes Yes Cap 848 838 822 812 Service Time 2.249 2.301 2.383 2.442 HCM Lane V/C Ratio 0.067 0.103 0.102 0.107 HCM Control Delay 7.6 7.8 7.9 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.3 0.3 0.4 HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 14: Polk Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 99 3 28 66 36 3 84 68 95 77 8 Future Vol, veh/h 3 99 3 28 66 36 3 84 68 95 77 8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 104 3 29 69 38 3 88 72 100 81 8 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.5 9.1 9.4 9.4 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 55% 0% 97% 0% 65% 0% 91% Vol Right, % 0% 45% 0% 3% 0% 35% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 152 3 102 28 102 95 85 LT Vol 3030280950 Through Vol 0 84 0 99 0 66 0 77 RT Vol 0 68 0 3 0 36 0 8 Lane Flow Rate 3 160 3 107 29 107 100 89 Geometry Grp 77777777 Degree of Util (X) 0.005 0.227 0.005 0.167 0.05 0.159 0.163 0.132 Departure Headway (Hd) 5.933 5.114 6.123 5.598 6.092 5.34 5.882 5.313 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 600 698 581 637 585 668 607 671 Service Time 3.697 2.878 3.892 3.367 3.859 3.106 3.645 3.075 HCM Lane V/C Ratio 0.005 0.229 0.005 0.168 0.05 0.16 0.165 0.133 HCM Control Delay 8.7 9.4 8.9 9.5 9.2 9.1 9.8 8.9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.9 0 0.6 0.2 0.6 0.6 0.5 HCM Signalized Intersection Capacity AnalysisExisting + Project (Phase I & Phase II) AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 23 460 90 1 271 242 80 65 96 330 193 172 Future Volume (vph) 23 460 90 1 271 242 80 65 96 330 193 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3419 3400 1845 1568 1752 3505 1568 1752 3400 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3419 3400 1845 1568 1752 3505 1568 1752 3400 Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 31 613 120 1 361 323 107 87 128 440 257 229 RTOR Reduction (vph) 0 15 00006900139021 Lane Group Flow (vph) 31 718 0 0 362 323 38 87 128 301 257 265 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.3 25.9 10.1 32.7 32.7 7.9 23.2 23.2 13.2 28.5 Effective Green, g (s) 3.3 25.9 10.1 32.7 32.7 7.9 23.2 23.2 13.2 28.5 Actuated g/C Ratio 0.04 0.28 0.11 0.36 0.36 0.09 0.25 0.25 0.15 0.31 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 63 973 377 662 563 152 893 399 254 1064 v/s Ratio Prot 0.02 c0.21 c0.11 0.18 0.05 0.04 c0.15 0.08 v/s Ratio Perm 0.02 c0.19 v/c Ratio 0.49 0.74 0.96 0.49 0.07 0.57 0.14 0.75 1.01 0.25 Uniform Delay, d1 43.0 29.5 40.3 22.6 19.1 39.9 26.2 31.3 38.9 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 3.0 35.9 0.6 0.1 5.1 0.1 7.9 59.5 0.1 Delay (s) 49.0 32.4 76.1 23.2 19.2 45.1 26.3 39.1 98.4 23.4 Level of Service D C E C B D C D F C Approach Delay (s) 33.1 46.9 37.4 58.9 Approach LOS C D D E Intersection Summary HCM 2000 Control Delay 43.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 91.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity AnalysisExisting + Project (Phase I & Phase II) AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 43 Future Volume (vph) 43 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.75 Adj. Flow (vph) 57 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 17: Grantland Avenue & Shields Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 105 4 15 137 21 17 78 12 37 155 62 Future Vol, veh/h 25 105 4 15 137 21 17 78 12 37 155 62 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33333333333 Mvmt Flow 30 127 5 18 165 25 20 94 14 45 187 75 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.3 10.7 9.7 11.9 HCM LOS B B A B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 16% 19% 9% 15% Vol Thru, % 73% 78% 79% 61% Vol Right, % 11% 3% 12% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 107 134 173 254 LT Vol 17 25 15 37 Through Vol 78 105 137 155 RT Vol 12 4 21 62 Lane Flow Rate 129 161 208 306 Geometry Grp 1111 Degree of Util (X) 0.194 0.245 0.308 0.43 Departure Headway (Hd) 5.405 5.466 5.318 5.058 Convergence, Y/N Yes Yes Yes Yes Cap 664 657 675 713 Service Time 3.44 3.502 3.351 3.087 HCM Lane V/C Ratio 0.194 0.245 0.308 0.429 HCM Control Delay 9.7 10.3 10.7 11.9 HCM Lane LOS ABBB HCM 95th-tile Q 0.7 1 1.3 2.2 HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 1: Grantland Avenue & Barstow Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 11 20 11 28 11 24 311 18 17 370 20 Future Vol, veh/h 18 11 20 11 28 11 24 311 18 17 370 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 12 22 12 31 12 27 346 20 19 411 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 892 880 422 887 881 356 433 0 0 366 0 0 Stage 1 460 460 - 410 410 ------- Stage 2 432 420 - 477 471 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 262 285 630 264 284 686 1121 - - 1187 - - Stage 1 579 564 - 617 594 ------- Stage 2 600 588 - 567 558 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 228 274 630 239 273 686 1121 - - 1187 - - Mov Cap-2 Maneuver 228 274 - 239 273 ------- Stage 1 565 555 - 602 580 ------- Stage 2 544 574 - 526 549 ------- Approach EB WB NB SB HCM Control Delay, s 18.3 19.5 0.6 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1121 - - 325 304 1187 - - HCM Lane V/C Ratio 0.024 - - 0.168 0.183 0.016 - - HCM Control Delay (s) 8.3 - - 18.3 19.5 8.1 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.7 0 - - HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 2: Garfield Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 238 2 4 239 24 1 1 2 17 6 34 Future Vol, veh/h 32 238 2 4 239 24 1 1 2 17 6 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 35 262 2 4 263 26 1 1 2 19 7 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 289 0 0 264 0 0 639 630 263 619 618 276 Stage 1 ------333333-284284- Stage 2 ------306297-335334- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1267 - - 1294 - - 387 397 773 400 404 760 Stage 1 ------679642-721675- Stage 2 ------702666-677641- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1267 - - 1294 - - 353 383 773 387 389 760 Mov Cap-2 Maneuver ------353383-387389- Stage 1 ------657621-698672- Stage 2 ------658663-652620- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 12.3 12.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 498 1267 - - 1294 - - 548 HCM Lane V/C Ratio 0.009 0.028 - - 0.003 - - 0.114 HCM Control Delay (s) 12.3 7.9 0 - 7.8 0 - 12.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.4 HCM 2010 Signalized Intersection Summary Existing + Project (Phase I & Phase II) PM Peak 3: Grantland Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 196 16 104 235 116 10 175 101 105 208 59 Future Volume (veh/h) 69 196 16 104 235 116 10 175 101 105 208 59 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 72 204 17 108 245 121 10 182 105 109 217 61 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 108 415 35 138 308 152 23 237 136 139 390 110 Arrive On Green 0.06 0.25 0.25 0.08 0.26 0.26 0.01 0.22 0.22 0.08 0.28 0.28 Sat Flow, veh/h 1757 1680 140 1757 1167 576 1757 1099 634 1757 1386 390 Grp Volume(v), veh/h 72 0 221 108 0 366 10 0 287 109 0 278 Grp Sat Flow(s),veh/h/ln 1757 0 1820 1757 0 1743 1757 0 1733 1757 0 1776 Q Serve(g_s), s 2.2 0.0 5.6 3.2 0.0 10.5 0.3 0.0 8.4 3.3 0.0 7.2 Cycle Q Clear(g_c), s 2.2 0.0 5.6 3.2 0.0 10.5 0.3 0.0 8.4 3.3 0.0 7.2 Prop In Lane 1.00 0.08 1.00 0.33 1.00 0.37 1.00 0.22 Lane Grp Cap(c), veh/h 108 0 450 138 0 461 23 0 373 139 0 500 V/C Ratio(X) 0.67 0.00 0.49 0.78 0.00 0.79 0.44 0.00 0.77 0.78 0.00 0.56 Avail Cap(c_a), veh/h 203 0 925 203 0 896 164 0 800 206 0 899 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.7 0.0 17.3 24.3 0.0 18.4 26.3 0.0 19.8 24.3 0.0 16.4 Incr Delay (d2), s/veh 7.0 0.0 0.8 11.3 0.0 3.1 12.9 0.0 3.4 11.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 2.9 2.0 0.0 5.4 0.2 0.0 4.3 2.0 0.0 3.6 LnGrp Delay(d),s/veh 31.6 0.0 18.1 35.6 0.0 21.5 39.2 0.0 23.2 35.3 0.0 17.4 LnGrp LOS C B D C D C D B Approach Vol, veh/h 293 474 297 387 Approach Delay, s/veh 21.5 24.8 23.7 22.4 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.5 17.6 8.4 19.3 4.9 21.1 7.5 20.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 6.3 24.8 * 6.2 27.3 * 5 * 27 * 6.2 * 28 Max Q Clear Time (g_c+I1), s 5.3 10.4 5.2 7.6 2.3 9.2 4.2 12.5 Green Ext Time (p_c), s 0.0 1.2 0.0 0.9 0.0 1.4 0.0 1.7 Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 5: Bryan Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 364 43 83 432 37 44 Future Vol, veh/h 364 43 83 432 37 44 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 400 47 91 475 41 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 449 0 1083 426 Stage 1 - - - - 426 - Stage 2 - - - - 657 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1106 - 239 626 Stage 1 - - - - 657 - Stage 2 - - - - 514 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1104 - 219 625 Mov Cap-2 Maneuver - - - - 219 - Stage 1 - - - - 602 - Stage 2 - - - - 514 - Approach EB WB NB HCM Control Delay, s 0 1.4 17.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 219 625 - - 1104 - HCM Lane V/C Ratio 0.186 0.077 - - 0.083 - HCM Control Delay (s) 25.1 11.2 - - 8.6 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 0.7 0.3 - - 0.3 - HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 6: Hayes Avenue & Shaw Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 394 57 107 497 37 69 Future Vol, veh/h 394 57 107 497 37 69 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 428 62 116 540 40 75 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 490 0 1231 459 Stage 1 - - - - 459 - Stage 2 - - - - 772 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1068 - 195 600 Stage 1 - - - - 634 - Stage 2 - - - - 454 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1068 - 165 600 Mov Cap-2 Maneuver - - - - 165 - Stage 1 - - - - 536 - Stage 2 - - - - 454 - Approach EB WB NB HCM Control Delay, s 0 1.6 23.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 312 - - 1068 - HCM Lane V/C Ratio 0.369 - - 0.109 - HCM Control Delay (s) 23.1 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.6 - - 0.4 - HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 61 3 40 12 2 11 78 200 9 12 224 94 Future Vol, veh/h 61 3 40 12 2 11 78 200 9 12 224 94 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 71 3 47 14 2 13 91 233 10 14 260 109 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 771 768 315 783 812 233 369 0 0 243 0 0 Stage 1 343 343 - 415 415 ------- Stage 2 428 425 - 368 397 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 316 331 723 310 312 804 1184 - - 1317 - - Stage 1 670 636 - 613 591 ------- Stage 2 603 585 - 650 602 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 288 301 723 268 284 804 1184 - - 1317 - - Mov Cap-2 Maneuver 288 301 - 268 284 ------- Stage 1 618 627 - 566 545 ------- Stage 2 545 540 - 596 594 ------- Approach EB WB NB SB HCM Control Delay, s 17.1 15.2 2.3 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1184 - - 288 659 382 1317 - - HCM Lane V/C Ratio 0.077 - - 0.246 0.076 0.076 0.011 - - HCM Control Delay (s) 8.3 - - 21.5 10.9 15.2 7.8 0 - HCM Lane LOS A - - C B C A A - HCM 95th %tile Q(veh) 0.2 - - 0.9 0.2 0.2 0 - - HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 2 30 71 79 10 Future Vol, veh/h 3 2 30 71 79 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 3 33333 Mvmt Flow 4 2 37 87 96 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 263 102 108 0 - 0 Stage 1 102 ----- Stage 2 161 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 724 950 1476 - - - Stage 1 920 ----- Stage 2 865 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 706 950 1476 - - - Mov Cap-2 Maneuver 706 ----- Stage 1 897 ----- Stage 2 865 ----- Approach EB NB SB HCM Control Delay, s 9.6 2.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1476 - 706 950 - - HCM Lane V/C Ratio 0.025 - 0.005 0.003 - - HCM Control Delay (s) 7.5 - 10.1 8.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 Roundabout Existing + Project (Phase I & Phase II) PM Peak 10: Ashlan Avenue & Parc West Drive 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 126 72 Demand Flow Rate, veh/h 0 130 74 Vehicles Circulating, veh/h 74 0 0 Vehicles Exiting, veh/h 0 74 130 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 4.3 3.8 Approach LOS - A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 130 74 Cap Entry Lane, veh/h 1049 1130 1130 Entry HV Adj Factor 1.000 0.969 0.973 Flow Entry, veh/h 0 126 72 Cap Entry, veh/h 1049 1095 1099 V/C Ratio 0.000 0.115 0.065 Control Delay, s/veh 3.4 4.3 3.8 LOS A A A 95th %tile Queue, veh 0 0 0 HCM 2010 TWSC Existing + Project (Phase I & Phase II) PM Peak 11: Grantland Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 16 16 30 20 107 44 187 32 108 168 52 Future Vol, veh/h 34 16 16 30 20 107 44 187 32 108 168 52 Conflicting Peds, #/hr 0 00000002200 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 - - 230 - 0 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 3 33333333333 Mvmt Flow 36 17 17 32 21 114 47 199 34 115 179 55 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 593 738 179 766 776 119 234 0 0 235 0 0 Stage 1 409 409 - 312 312 ------- Stage 2 184 329 - 454 464 ------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 ------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 ------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.92852.2285 - -3.1285 - - Pot Cap-1 Maneuver 426 343 860 332 326 772 1325 - - 897 - - Stage 1 596 593 - 605 655 ------- Stage 2 760 644 - 564 561 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 300 288 860 273 274 771 1325 - - 895 - - Mov Cap-2 Maneuver 300 288 - 273 274 ------- Stage 1 575 517 - 583 631 ------- Stage 2 604 620 - 466 489 ------- Approach EB WB NB SB HCM Control Delay, s 16.4 13.4 1.3 3.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1325 - - 300 431 273 274 771 895 - - HCM Lane V/C Ratio 0.035 - - 0.121 0.079 0.117 0.078 0.148 0.128 - - HCM Control Delay (s) 7.8 - - 18.6 14.1 19.9 19.2 10.5 9.6 - - HCM Lane LOS A - - C B C C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.3 0.4 0.3 0.5 0.4 - - HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 19 94 10 8 104 50 11 33 9 62 28 Future Vol, veh/h 1 19 94 10 8 104 50 11 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 21 104 11 9 116 56 12 37 10 69 31 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 8.9 9.2 8.6 9.1 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 82% 0% Vol Thru, % 0% 79% 0% 90% 0% 68% 18% 48% Vol Right, % 0% 21% 0% 10% 0% 32% 0% 52% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 42 20 104 8 154 76 29 LT Vol 11 0 20 0 8 0 62 0 Through Vol 0 33 0 94 0 104 14 14 RT Vol 0 9 0 10 0 50 0 15 Lane Flow Rate 12 47 22 116 9 171 84 32 Geometry Grp 77777777 Degree of Util (X) 0.02 0.069 0.035 0.165 0.014 0.235 0.136 0.045 Departure Headway (Hd) 5.987 5.332 5.702 5.131 5.67 4.939 5.818 5.044 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 597 670 628 699 631 727 616 708 Service Time 3.735 3.08 3.437 2.866 3.402 2.671 3.563 2.788 HCM Lane V/C Ratio 0.02 0.07 0.035 0.166 0.014 0.235 0.136 0.045 HCM Control Delay 8.9 8.5 8.6 8.9 8.5 9.2 9.5 8 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.2 0.1 0.6 0 0.9 0.5 0.1 HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 15 Future Vol, veh/h 15 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 17 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 13: Hayes Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 121 19 20 109 18 29 68 24 16 47 14 Future Vol, veh/h 11 121 19 20 109 18 29 68 24 16 47 14 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 12 134 21 22 121 20 32 76 27 18 52 16 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.9 8.9 8.8 8.5 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 24% 7% 14% 21% Vol Thru, % 56% 80% 74% 61% Vol Right, % 20% 13% 12% 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 121 151 147 77 LT Vol 29 11 20 16 Through Vol 68 121 109 47 RT Vol 24 19 18 14 Lane Flow Rate 134 168 163 86 Geometry Grp 1111 Degree of Util (X) 0.178 0.215 0.21 0.115 Departure Headway (Hd) 4.76 4.615 4.634 4.828 Convergence, Y/N Yes Yes Yes Yes Cap 752 775 773 740 Service Time 2.804 2.656 2.676 2.874 HCM Lane V/C Ratio 0.178 0.217 0.211 0.116 HCM Control Delay 8.8 8.9 8.9 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.8 0.8 0.4 HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 14: Polk Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh 14 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 140 18 82 133 132 9 136 72 97 130 9 Future Vol, veh/h 10 140 18 82 133 132 9 136 72 97 130 9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333 Mvmt Flow 11 161 21 94 153 152 10 156 83 111 149 10 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 13.2 15 14.6 12.5 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 65% 0% 89% 0% 50% 0% 94% Vol Right, % 0% 35% 0% 11% 0% 50% 0% 6% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 9 208 10 158 82 265 97 139 LT Vol 9 0 10 0 82 0 97 0 Through Vol 0 136 0 140 0 133 0 130 RT Vol 0 72 0 18 0 132 0 9 Lane Flow Rate 10 239 11 182 94 305 111 160 Geometry Grp 77777777 Degree of Util (X) 0.021 0.446 0.024 0.35 0.189 0.536 0.23 0.305 Departure Headway (Hd) 7.475 6.717 7.53 6.937 7.203 6.338 7.435 6.878 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 479 536 476 519 501 573 483 522 Service Time 5.214 4.455 5.27 4.677 4.903 4.038 5.176 4.619 HCM Lane V/C Ratio 0.021 0.446 0.023 0.351 0.188 0.532 0.23 0.307 HCM Control Delay 10.4 14.8 10.5 13.4 11.6 16.1 12.4 12.6 HCM Lane LOS BBBBBCBB HCM 95th-tile Q 0.1 2.3 0.1 1.6 0.7 3.2 0.9 1.3 HCM Signalized Intersection Capacity AnalysisExisting + Project (Phase I & Phase II) PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 13 254 66 7 268 364 183 53 124 221 121 73 Future Volume (vph) 13 254 66 7 268 364 183 53 124 221 121 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3396 3400 1845 1568 1752 3505 1568 1752 3415 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3396 3400 1845 1568 1752 3505 1568 1752 3415 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 14 273 71 8 288 391 197 57 133 238 130 78 RTOR Reduction (vph) 0 25 000012200188012 Lane Group Flow (vph) 14 319 0 0 296 391 75 57 133 50 130 82 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 0.6 16.8 7.4 23.6 23.6 3.5 13.2 13.2 6.4 16.1 Effective Green, g (s) 0.6 16.8 7.4 23.6 23.6 3.5 13.2 13.2 6.4 16.1 Actuated g/C Ratio 0.01 0.27 0.12 0.38 0.38 0.06 0.21 0.21 0.10 0.26 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 16 914 403 697 593 98 741 331 179 881 v/s Ratio Prot 0.01 0.09 c0.09 c0.21 0.03 c0.04 c0.07 c0.02 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.88 0.35 0.73 0.56 0.13 0.58 0.18 0.15 0.73 0.09 Uniform Delay, d1 30.9 18.4 26.6 15.3 12.7 28.7 20.2 20.0 27.2 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 161.3 0.2 6.8 1.0 0.1 8.5 0.1 0.2 13.6 0.0 Delay (s) 192.1 18.6 33.4 16.3 12.8 37.2 20.3 20.3 40.8 17.6 Level of Service F B C B B DCCDB Approach Delay (s) 25.4 21.2 22.5 31.1 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 62.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity AnalysisExisting + Project (Phase I & Phase II) PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 15 Future Volume (vph) 15 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 16 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 17: Grantland Avenue & Shields Avenue 12/11/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 85 10 7 63 33 10 139 10 44 86 22 Future Vol, veh/h 32 85 10 7 63 33 10 139 10 44 86 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 34 89 11 7 66 35 11 146 11 46 91 23 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 8.6 9.1 9 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 6% 25% 7% 29% Vol Thru, % 87% 67% 61% 57% Vol Right, % 6% 8% 32% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 159 127 103 152 LT Vol 10 32 7 44 Through Vol 139 85 63 86 RT Vol 10 10 33 22 Lane Flow Rate 167 134 108 160 Geometry Grp 1111 Degree of Util (X) 0.219 0.181 0.142 0.209 Departure Headway (Hd) 4.705 4.864 4.72 4.71 Convergence, Y/N Yes Yes Yes Yes Cap 760 735 756 760 Service Time 2.75 2.913 2.771 2.756 HCM Lane V/C Ratio 0.22 0.182 0.143 0.211 HCM Control Delay 9.1 9 8.6 9 HCM Lane LOS AAAA HCM 95th-tile Q 0.8 0.7 0.5 0.8 HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 33.6 Intersection LOS D Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 52 219 41 6 208 145 101 58 5 105 53 Future Vol, veh/h 20 52 219 41 6 208 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 76 322 60 9 306 213 149 85 7 154 78 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 53.5 29.5 19.2 21.1 HCM LOS F D C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 80% 0% Vol Thru, % 0% 92% 0% 84% 0% 100% 0% 20% 30% Vol Right, % 0% 8% 0% 16% 0% 0% 100% 0% 70% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 72 260 6 208 145 132 89 LT Vol 10107206001050 Through Vol 0 58 0 219 0 208 0 27 27 RT Vol 0 5 0 41 0 0 145 0 62 Lane Flow Rate 149 93 106 382 9 306 213 193 130 Geometry Grp 888888888 Degree of Util (X) 0.432 0.255 0.282 0.951 0.024 0.774 0.497 0.541 0.331 Departure Headway (Hd) 10.482 9.904 9.592 8.958 9.627 9.108 8.383 10.077 9.155 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 343 361 374 405 371 398 429 358 392 Service Time 8.276 7.698 7.373 6.738 7.406 6.888 6.162 7.865 6.942 HCM Lane V/C Ratio 0.434 0.258 0.283 0.943 0.024 0.769 0.497 0.539 0.332 HCM Control Delay 21.1 16.1 16.1 63.9 12.6 37.1 19.2 24.2 16.4 HCM Lane LOS C C C F B E C C C HCM 95th-tile Q 2.1 1 1.1 10.8 0.1 6.5 2.7 3.1 1.4 HCM 2010 AWSC Existing + Project (Phase I & Phase II) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 62 Future Vol, veh/h 62 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 91 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 19 94 10 8 104 50 11 33 9 62 28 Future Vol, veh/h 1 19 94 10 8 104 50 11 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 21 104 11 9 116 56 12 37 10 69 31 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 9.2 8.8 8.8 9.3 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 82% 0% Vol Thru, % 0% 79% 0% 90% 0% 100% 0% 18% 48% Vol Right, % 0% 21% 0% 10% 0% 0% 100% 0% 52% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 42 20 104 8 104 50 76 29 LT Vol 110200800620 Through Vol 0 33 0 94 0 104 0 14 14 RT Vol 0 9 0 10 0 0 50 0 15 Lane Flow Rate 12 47 22 116 9 116 56 84 32 Geometry Grp 888888888 Degree of Util (X) 0.021 0.072 0.037 0.173 0.015 0.173 0.072 0.14 0.046 Departure Headway (Hd) 6.184 5.531 5.954 5.384 5.889 5.387 4.683 5.957 5.185 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 576 643 599 663 606 663 760 599 686 Service Time 3.956 3.304 3.716 3.145 3.647 3.144 2.441 3.722 2.949 HCM Lane V/C Ratio 0.021 0.073 0.037 0.175 0.015 0.175 0.074 0.14 0.047 HCM Control Delay 9.1 8.7 8.9 9.3 8.7 9.3 7.8 9.7 8.2 HCM Lane LOS AAAAAAAAA HCM 95th-tile Q 0.1 0.2 0.1 0.6 0 0.6 0.2 0.5 0.1 HCM 2010 AWSC Existing + Project (Phase I & Phase II) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/11/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 15 Future Vol, veh/h 15 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 17 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Queuing and Blocking Report Existing + Project (Phase I & Phase II) AM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 92 68 28 28 Average Queue (ft) 30 30 3 3 95th Queue (ft) 57 58 15 16 Link Distance (ft) 652 2486 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 111 20 54 112 Average Queue (ft) 18 1 11 37 95th Queue (ft) 61 7 39 68 Link Distance (ft) 2578 2615 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 118 178 94 306 74 220 137 182 Average Queue (ft) 53 96 37 119 23 115 71 82 95th Queue (ft) 105 157 76 215 60 171 122 148 Link Distance (ft) 2615 2590 3433 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 0 0 Queuing and Blocking Report Existing + Project (Phase I & Phase II) AM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 55 31 53 Average Queue (ft) 28 11 32 95th Queue (ft) 54 33 47 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 74 78 Average Queue (ft) 13 43 95th Queue (ft) 46 70 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB NB SB Directions Served L TR LTR L LTR Maximum Queue (ft) 69 60 46 19 25 Average Queue (ft) 29 24 14 1 3 95th Queue (ft) 52 48 34 9 16 Link Distance (ft) 1459 1258 3433 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I & Phase II) AM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 18 22 63 24 Average Queue (ft) 5 6 21 2 95th Queue (ft) 18 22 47 14 Link Distance (ft) 1320 1320 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Project Driveway Movement SB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 2 95th Queue (ft) 14 Link Distance (ft) 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB SB Directions Served L TR L T R L Maximum Queue (ft) 59 44 90 31 63 57 Average Queue (ft) 24 14 31 10 32 10 95th Queue (ft) 44 34 53 32 53 37 Link Distance (ft) 898 2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I & Phase II) AM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 62 98 30 77 78 88 72 66 51 Average Queue (ft) 29 57 7 52 41 37 30 35 24 95th Queue (ft) 50 87 28 78 65 61 54 53 47 Link Distance (ft) 2589 407 1002 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 55 70 48 75 Average Queue (ft) 31 32 24 33 95th Queue (ft) 47 56 45 54 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 29 99 47 74 30 67 78 75 Average Queue (ft) 5 33 14 39 4 40 33 31 95th Queue (ft) 21 56 39 65 19 61 58 51 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing + Project (Phase I & Phase II) AM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 74 191 231 385 495 1259 40 112 75 78 138 238 Average Queue (ft) 17 118 106 357 408 623 12 49 34 24 81 114 95th Queue (ft) 48 174 176 448 641 1337 27 94 65 60 129 191 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 84 19 1 1 1 7 6 Queuing Penalty (veh) 203 46 2 0 2 4 6 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 248 56 Average Queue (ft) 101 19 95th Queue (ft) 190 49 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 3 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 64 56 54 94 Average Queue (ft) 35 39 34 47 95th Queue (ft) 54 56 49 75 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 266 Queuing and Blocking Report Existing + Project (Phase I & Phase II) PM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB NB SB Directions Served LTR LTR L TR L Maximum Queue (ft) 74 53 46 22 26 Average Queue (ft) 26 27 7 1 1 95th Queue (ft) 57 56 29 7 8 Link Distance (ft) 652 2486 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 31 31 77 Average Queue (ft) 5 5 25 95th Queue (ft) 22 23 49 Link Distance (ft) 2578 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 116 156 118 215 31 274 148 170 Average Queue (ft) 46 77 58 129 5 96 80 79 95th Queue (ft) 85 130 105 206 22 175 138 146 Link Distance (ft) 2615 2590 3432 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing + Project (Phase I & Phase II) PM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 51 53 74 Average Queue (ft) 19 23 24 95th Queue (ft) 43 52 45 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 113 143 Average Queue (ft) 32 47 95th Queue (ft) 77 96 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB NB SB Directions Served L TR LTR L LTR Maximum Queue (ft) 70 60 23 25 29 Average Queue (ft) 26 20 14 13 1 95th Queue (ft) 53 41 32 29 10 Link Distance (ft) 1459 1259 3432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I & Phase II) PM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB Directions Served L R L Maximum Queue (ft) 18 23 24 Average Queue (ft) 3 3 1 95th Queue (ft) 14 15 8 Link Distance (ft) 1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Parc West Drive Movement SB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 3 95th Queue (ft) 17 Link Distance (ft) 948 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB SB Directions Served L TR L T R L L Maximum Queue (ft) 46 20 61 31 31 27 44 Average Queue (ft) 15 10 21 11 28 6 11 95th Queue (ft) 34 23 47 33 37 23 33 Link Distance (ft) 909 2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Phase I & Phase II) PM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 27 50 31 98 31 28 64 41 29 Average Queue (ft) 8 30 10 32 25 6 27 26 9 95th Queue (ft) 26 44 30 56 36 23 51 36 27 Link Distance (ft) 2589 403 1003 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 53 65 77 55 Average Queue (ft) 34 36 32 33 95th Queue (ft) 47 50 56 52 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 30 90 56 166 30 92 56 71 Average Queue (ft) 6 36 32 64 7 47 31 43 95th Queue (ft) 26 63 53 110 26 76 55 63 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 1 1 Queuing Penalty (veh) 0 0 0 Queuing and Blocking Report Existing + Project (Phase I & Phase II) PM Peak Mitigated 12/11/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 53 97 129 312 309 155 56 93 92 79 113 142 Average Queue (ft) 9 49 59 202 84 71 23 37 34 28 54 71 95th Queue (ft) 32 79 106 331 248 128 46 72 60 62 88 128 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 9 0 00010 Queuing Penalty (veh) 32 2 00010 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 124 43 Average Queue (ft) 29 8 95th Queue (ft) 67 29 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 57 79 76 73 Average Queue (ft) 34 32 37 37 95th Queue (ft) 52 55 57 62 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 35 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | I Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix I: Existing plus Project (Buildout) Traffic Conditions HCM 2010 TWSC Existing + Project (Buildout) AM Peak 1: Grantland Avenue & Barstow Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 9 30 28 20 7 15 444 12 10 316 21 Future Vol, veh/h 28 9 30 28 20 7 15 444 12 10 316 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 31 10 33 31 22 8 16 488 13 11 347 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 923 914 359 929 919 495 370 0 0 501 0 0 Stage 1 381 381 - 527 527 ------- Stage 2 542 533 - 402 392 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 249 272 683 247 270 573 1183 - - 1058 - - Stage 1 639 612 - 533 527 ------- Stage 2 523 523 - 623 605 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 226 265 683 224 264 573 1183 - - 1058 - - Mov Cap-2 Maneuver 226 265 - 224 264 ------- Stage 1 630 606 - 526 520 ------- Stage 2 487 516 - 577 599 ------- Approach EB WB NB SB HCM Control Delay, s 18.9 23.2 0.3 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1183 - - 332 258 1058 - - HCM Lane V/C Ratio 0.014 - - 0.222 0.234 0.01 - - HCM Control Delay (s) 8.1 - - 18.9 23.2 8.4 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.8 0.9 0 - - HCM 2010 TWSC Existing + Project (Buildout) AM Peak 2: Garfield Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 268 3 1 258 21 6 13 1 25 9 79 Future Vol, veh/h 52 268 3 1 258 21 6 13 1 25 9 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 3 33333333333 Mvmt Flow 69 357 4 1 344 28 8 17 1 33 12 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 372 0 0 361 0 0 916 871 359 866 859 358 Stage 1 ------497497-360360- Stage 2 ------419374-506499- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1181 - - 1192 - - 252 288 683 272 293 684 Stage 1 ------553543-656625- Stage 2 ------610616-547542- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1181 - - 1192 - - 195 267 683 243 271 684 Mov Cap-2 Maneuver ------195267-243271- Stage 1 ------513503-608624- Stage 2 ------506615-489502- Approach EB WB NB SB HCM Control Delay, s 1.3 0 21.3 17 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 247 1181 - - 1192 - - 449 HCM Lane V/C Ratio 0.108 0.059 - - 0.001 - - 0.336 HCM Control Delay (s) 21.3 8.2 0 - 8 0 - 17 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.4 0.2 - - 0 - - 1.5 HCM 2010 Signalized Intersection Summary Existing + Project (Buildout) AM Peak 3: Grantland Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 224 18 68 191 83 21 258 210 124 195 97 Future Volume (veh/h) 79 224 18 68 191 83 21 258 210 124 195 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 90 255 20 77 217 94 24 293 239 141 222 110 Adj No. of Lanes 110110110110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 115 380 30 98 263 114 47 315 257 176 475 235 Arrive On Green 0.07 0.22 0.22 0.06 0.22 0.22 0.03 0.33 0.33 0.10 0.41 0.41 Sat Flow, veh/h 1757 1689 132 1757 1222 529 1757 941 768 1757 1165 577 Grp Volume(v), veh/h 90 0 275 77 0 311 24 0 532 141 0 332 Grp Sat Flow(s),veh/h/ln 1757 0 1821 1757 0 1751 1757 0 1709 1757 0 1743 Q Serve(g_s), s 3.6 0.0 9.9 3.1 0.0 12.1 1.0 0.0 21.5 5.6 0.0 10.0 Cycle Q Clear(g_c), s 3.6 0.0 9.9 3.1 0.0 12.1 1.0 0.0 21.5 5.6 0.0 10.0 Prop In Lane 1.00 0.07 1.00 0.30 1.00 0.45 1.00 0.33 Lane Grp Cap(c), veh/h 115 0 410 98 0 377 47 0 571 176 0 711 V/C Ratio(X) 0.78 0.00 0.67 0.79 0.00 0.82 0.52 0.00 0.93 0.80 0.00 0.47 Avail Cap(c_a), veh/h 133 0 695 123 0 666 135 0 590 187 0 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 25.3 33.4 0.0 26.8 34.4 0.0 23.0 31.5 0.0 15.5 Incr Delay (d2), s/veh 22.9 0.0 1.9 22.6 0.0 4.6 8.5 0.0 21.4 20.8 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 5.2 2.1 0.0 6.4 0.6 0.0 13.4 3.8 0.0 4.9 LnGrp Delay(d),s/veh 55.9 0.0 27.2 56.0 0.0 31.4 42.9 0.0 44.4 52.3 0.0 16.0 LnGrp LOS E C E C D D D B Approach Vol, veh/h 365 388 556 473 Approach Delay, s/veh 34.3 36.2 44.4 26.8 Approach LOS CDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 29.9 8.2 22.1 6.1 35.2 8.9 21.4 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 7.6 24.7 * 5 27.3 * 5.5 * 28 * 5.4 * 27 Max Q Clear Time (g_c+I1), s 7.6 23.5 5.1 11.9 3.0 12.0 5.6 14.1 Green Ext Time (p_c), s 0.0 0.4 0.0 1.1 0.0 1.7 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 35.9 HCM 2010 LOS D Notes HCM 2010 TWSC Existing + Project (Buildout) AM Peak 5: Bryan Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 496 51 112 320 24 93 Future Vol, veh/h 496 51 112 320 24 93 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 3 33333 Mvmt Flow 598 61 135 386 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 659 0 1285 629 Stage 1 - - - - 629 - Stage 2 - - - - 656 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 924 - 181 480 Stage 1 - - - - 529 - Stage 2 - - - - 514 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 924 - 155 480 Mov Cap-2 Maneuver - - - - 155 - Stage 1 - - - - 452 - Stage 2 - - - - 514 - Approach EB WB NB HCM Control Delay, s 0 2.5 18.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 155 480 - - 924 - HCM Lane V/C Ratio 0.187 0.233 - - 0.146 - HCM Control Delay (s) 33.5 14.8 - - 9.6 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 0.7 0.9 - - 0.5 - HCM 2010 TWSC Existing + Project (Buildout) AM Peak 6: Hayes Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 539 59 42 354 61 114 Future Vol, veh/h 539 59 42 354 61 114 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 567 62 44 373 64 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 629 0 1059 598 Stage 1 - - - - 598 - Stage 2 - - - - 461 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 948 - 247 500 Stage 1 - - - - 547 - Stage 2 - - - - 633 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 948 - 232 500 Mov Cap-2 Maneuver - - - - 232 - Stage 1 - - - - 515 - Stage 2 - - - - 633 - Approach EB WB NB HCM Control Delay, s 0 1 25.5 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 356 - - 948 - HCM Lane V/C Ratio 0.517 - - 0.047 - HCM Control Delay (s) 25.5 - - 9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 2.8 - - 0.1 - HCM 2010 TWSC Existing + Project (Buildout) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 8.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 173 4 63 8 2 7 26 298 16 6 224 47 Future Vol, veh/h 173 4 63 8 2 7 26 298 16 6 224 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 33333333333 Mvmt Flow 206 5 75 10 2 8 31 355 19 7 267 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 741 745 295 766 754 355 323 0 0 374 0 0 Stage 1 309 309 - 417 417 ------- Stage 2 432 436 - 349 337 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 331 341 742 318 337 687 1231 - - 1179 - - Stage 1 699 658 - 611 590 ------- Stage 2 600 578 - 665 639 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 317 330 742 276 326 687 1231 - - 1179 - - Mov Cap-2 Maneuver 317 330 - 276 326 ------- Stage 1 682 653 - 596 575 ------- Stage 2 575 564 - 589 635 ------- Approach EB WB NB SB HCM Control Delay, s 28.4 15.1 0.6 0.2 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1231 - - 317 691 375 1179 - - HCM Lane V/C Ratio 0.025 - - 0.65 0.115 0.054 0.006 - - HCM Control Delay (s) 8 - - 35.2 10.9 15.1 8.1 0 - HCM Lane LOS A - - E B C A A - HCM 95th %tile Q(veh) 0.1 - - 4.3 0.4 0.2 0 - - HCM 2010 TWSC Existing + Project (Buildout) AM Peak 9: Bryan Avenue & Gettysburg Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 9 124 114 143 54 Future Vol, veh/h 9 9 124 114 143 54 Conflicting Peds, #/hr 0 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 78 78 78 78 Heavy Vehicles, % 3 33333 Mvmt Flow 12 12 159 146 183 69 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 706 242 276 0 - 0 Stage 1 242 ----- Stage 2 464 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 401 794 1281 - - - Stage 1 796 ----- Stage 2 631 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 334 776 1252 - - - Mov Cap-2 Maneuver 334 ----- Stage 1 679 ----- Stage 2 616 ----- Approach EB NB SB HCM Control Delay, s 13 4.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1252 - 334 776 - - HCM Lane V/C Ratio 0.127 - 0.035 0.015 - - HCM Control Delay (s) 8.3 - 16.2 9.7 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - HCM 2010 Roundabout Existing + Project (Buildout) AM Peak 10: Ashlan Avenue & Parc West Drive 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 4.9 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 82 236 Demand Flow Rate, veh/h 0 84 243 Vehicles Circulating, veh/h 243 0 0 Vehicles Exiting, veh/h 0 243 84 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 3.9 5.3 Approach LOS - A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 84 243 Cap Entry Lane, veh/h 886 1130 1130 Entry HV Adj Factor 1.000 0.976 0.971 Flow Entry, veh/h 0 82 236 Cap Entry, veh/h 886 1103 1097 V/C Ratio 0.000 0.074 0.215 Control Delay, s/veh 4.1 3.9 5.3 LOS A A A 95th %tile Queue, veh 0 0 1 HCM 2010 TWSC Existing + Project (Buildout) AM Peak 11: Grantland Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115 37 65 82 21 80 22 100 34 95 166 32 Future Vol, veh/h 115 37 65 82 21 80 22 100 34 95 166 32 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 - - 230 - 0 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 128 41 72 91 23 89 24 111 38 106 184 36 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 500 593 184 649 610 75 220 0 0 149 0 0 Stage 1 396 396 - 178 178 ------- Stage 2 104 197 - 471 432 ------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 ------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 ------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.92852.2285 - -3.1285 - - Pot Cap-1 Maneuver 486 416 855 393 407 822 1341 - - 983 - - Stage 1 605 601 - 744 749 ------- Stage 2 849 735 - 552 579 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 373 364 855 298 357 822 1341 - - 983 - - Mov Cap-2 Maneuver 373 364 - 298 357 ------- Stage 1 594 536 - 731 736 ------- Stage 2 720 722 - 416 516 ------- Approach EB WB NB SB HCM Control Delay, s 16.4 16.1 1.1 3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1341 - - 373 574 298 357 822 983 - - HCM Lane V/C Ratio 0.018 - - 0.343 0.197 0.306 0.065 0.108 0.107 - - HCM Control Delay (s) 7.7 - - 19.6 12.8 22.3 15.8 9.9 9.1 - - HCM Lane LOS A - - C B C C A A - - HCM 95th %tile Q(veh) 0.1 - - 1.5 0.7 1.3 0.2 0.4 0.4 - - HCM 2010 AWSC Existing + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 51.2 Intersection LOS F Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 60 220 40 6 213 145 101 58 5 105 53 Future Vol, veh/h 20 60 220 40 6 213 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 88 324 59 9 313 213 149 85 7 154 78 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 33.5 103.8 16.8 18.1 HCM LOS D F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 80% 0% Vol Thru, % 0% 92% 0% 85% 0% 59% 20% 28% Vol Right, % 0% 8% 0% 15% 0% 41% 0% 72% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 80 260 6 358 132 94 LT Vol 101 0 80 0 6 0 105 0 Through Vol 0 58 0 220 0 213 27 27 RT Vol 0 5 0 40 0 145 0 67 Lane Flow Rate 149 93 118 382 9 526 193 138 Geometry Grp 77777777 Degree of Util (X) 0.381 0.224 0.274 0.827 0.021 1.12 0.479 0.306 Departure Headway (Hd) 9.731 9.149 8.758 8.128 8.465 7.656 9.364 8.423 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 373 395 413 447 423 474 387 429 Service Time 7.431 6.849 6.458 5.828 6.215 5.406 7.064 6.123 HCM Lane V/C Ratio 0.399 0.235 0.286 0.855 0.021 1.11 0.499 0.322 HCM Control Delay 18.3 14.5 14.7 39.3 11.4 105.3 20.4 14.8 HCM Lane LOS C BBEBFCB HCM 95th-tile Q 1.7 0.8 1.1 7.9 0.1 17.9 2.5 1.3 HCM 2010 AWSC Existing + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 67 Future Vol, veh/h 67 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 99 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Buildout) AM Peak 13: Hayes Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 56 14 16 58 5 9 25 19 25 49 4 Future Vol, veh/h 6 56 14 16 58 5 9 25 19 25 49 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 7 62 16 18 64 6 10 28 21 28 54 4 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 7.9 7.6 8 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 17% 8% 20% 32% Vol Thru, % 47% 74% 73% 63% Vol Right, % 36% 18% 6% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 53 76 79 78 LT Vol 9 6 16 25 Through Vol 25 56 58 49 RT Vol 19 14 5 4 Lane Flow Rate 59 84 88 87 Geometry Grp 1111 Degree of Util (X) 0.07 0.1 0.107 0.107 Departure Headway (Hd) 4.255 4.283 4.376 4.437 Convergence, Y/N Yes Yes Yes Yes Cap 844 839 822 810 Service Time 2.267 2.296 2.387 2.448 HCM Lane V/C Ratio 0.07 0.1 0.107 0.107 HCM Control Delay 7.6 7.8 7.9 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.3 0.4 0.4 HCM 2010 AWSC Existing + Project (Buildout) AM Peak 14: Polk Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 93 3 28 67 36 3 84 68 95 77 9 Future Vol, veh/h 4 93 3 28 67 36 3 84 68 95 77 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 4 98 3 29 71 38 3 88 72 100 81 9 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.4 9.1 9.4 9.4 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 55% 0% 97% 0% 65% 0% 90% Vol Right, % 0% 45% 0% 3% 0% 35% 0% 10% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 152 4 96 28 103 95 86 LT Vol 3040280950 Through Vol 0 84 0 93 0 67 0 77 RT Vol 0 68 0 3 0 36 0 9 Lane Flow Rate 3 160 4 101 29 108 100 91 Geometry Grp 77777777 Degree of Util (X) 0.005 0.227 0.007 0.157 0.05 0.161 0.163 0.133 Departure Headway (Hd) 5.921 5.102 6.124 5.598 6.086 5.336 5.87 5.293 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 602 699 581 637 585 668 608 674 Service Time 3.685 2.866 3.896 3.369 3.854 3.103 3.632 3.055 HCM Lane V/C Ratio 0.005 0.229 0.007 0.159 0.05 0.162 0.164 0.135 HCM Control Delay 8.7 9.4 8.9 9.4 9.2 9.1 9.8 8.9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.9 0 0.6 0.2 0.6 0.6 0.5 HCM Signalized Intersection Capacity Analysis Existing + Project (Buildout) AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 24 452 91 1 271 242 80 66 96 330 193 172 Future Volume (vph) 24 452 91 1 271 242 80 66 96 330 193 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3417 3400 1845 1568 1752 3505 1568 1752 3397 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3417 3400 1845 1568 1752 3505 1568 1752 3397 Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 32 603 121 1 361 323 107 88 128 440 257 229 RTOR Reduction (vph) 0 15 00006900143022 Lane Group Flow (vph) 32 709 0 0 362 323 38 88 128 297 257 266 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.4 25.7 10.1 32.4 32.4 7.9 22.9 22.9 13.2 28.2 Effective Green, g (s) 3.4 25.7 10.1 32.4 32.4 7.9 22.9 22.9 13.2 28.2 Actuated g/C Ratio 0.04 0.28 0.11 0.36 0.36 0.09 0.25 0.25 0.15 0.31 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 65 970 379 660 561 152 886 396 255 1058 v/s Ratio Prot 0.02 c0.21 c0.11 0.18 0.05 0.04 c0.15 0.08 v/s Ratio Perm 0.02 c0.19 v/c Ratio 0.49 0.73 0.96 0.49 0.07 0.58 0.14 0.75 1.01 0.25 Uniform Delay, d1 42.7 29.3 40.0 22.6 19.1 39.7 26.2 31.2 38.6 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 2.9 34.4 0.6 0.1 5.3 0.1 7.8 58.4 0.1 Delay (s) 48.5 32.1 74.4 23.2 19.2 45.0 26.3 39.0 97.0 23.4 Level of Service D C E C B D C D F C Approach Delay (s) 32.8 46.0 37.3 58.1 Approach LOS C D D E Intersection Summary HCM 2000 Control Delay 42.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 90.5 Sum of lost time (s) 18.6 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing + Project (Buildout) AM Peak 15: Cornelia Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 44 Future Volume (vph) 44 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.75 Adj. Flow (vph) 59 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Buildout) AM Peak 17: Grantland Avenue & Shields Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh11.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 105 4 15 137 27 17 86 12 49 179 71 Future Vol, veh/h 27 105 4 15 137 27 17 86 12 49 179 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33333333333 Mvmt Flow 33 127 5 18 165 33 20 104 14 59 216 86 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.7 11.3 10.1 13.6 HCM LOS B B B B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 15% 20% 8% 16% Vol Thru, % 75% 77% 77% 60% Vol Right, % 10% 3% 15% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 115 136 179 299 LT Vol 17 27 15 49 Through Vol 86 105 137 179 RT Vol 12 4 27 71 Lane Flow Rate 139 164 216 360 Geometry Grp 1111 Degree of Util (X) 0.214 0.259 0.33 0.515 Departure Headway (Hd) 5.569 5.695 5.512 5.149 Convergence, Y/N Yes Yes Yes Yes Cap 643 629 651 699 Service Time 3.617 3.742 3.555 3.187 HCM Lane V/C Ratio 0.216 0.261 0.332 0.515 HCM Control Delay 10.1 10.7 11.3 13.6 HCM Lane LOS BBBB HCM 95th-tile Q 0.8 1 1.4 3 HCM 2010 TWSC Existing + Project (Buildout) PM Peak 1: Grantland Avenue & Barstow Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 11 20 14 28 11 24 340 22 17 426 20 Future Vol, veh/h 18 11 20 14 28 11 24 340 22 17 426 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 12 22 16 31 12 27 378 24 19 473 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 988 978 484 983 977 390 495 0 0 402 0 0 Stage 1 522 522 - 444 444 ------- Stage 2 466 456 - 539 533 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 225 249 581 227 250 656 1064 - - 1151 - - Stage 1 536 529 - 591 573 ------- Stage 2 575 566 - 525 523 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 193 239 581 203 240 656 1064 - - 1151 - - Mov Cap-2 Maneuver 193 239 - 203 240 ------- Stage 1 523 520 - 576 559 ------- Stage 2 519 552 - 485 514 ------- Approach EB WB NB SB HCM Control Delay, s 20.8 22.7 0.5 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1064 - - 282 262 1151 - - HCM Lane V/C Ratio 0.025 - - 0.193 0.225 0.016 - - HCM Control Delay (s) 8.5 - - 20.8 22.7 8.2 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.8 0.1 - - HCM 2010 TWSC 2: Garfield Avenue & Shaw Avenue Existing + Project (Buildout) PM Peak 1//2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 236 6 4 238 21 3 7 2 13 14 34 Future Vol, veh/h 32 236 6 4 238 21 3 7 2 13 14 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 35 259 7 4 262 23 3 8 2 14 15 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 285 0 0 266 0 0 641 626 263 620 618 274 Stage 1 ------333333-282282- Stage 2 ------308293-338336- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1271 - - 1292 - - 386 399 773 399 404 762 Stage 1 ------679642-723676- Stage 2 ------700668-674640- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1271 - - 1292 - - 346 385 773 381 389 762 Mov Cap-2 Maneuver ------346385-381389- Stage 1 ------657621-700673- Stage 2 ------648665-643620- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 14.1 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)408 1271 - - 1292 - - 532 HCM Lane V/C Ratio 0.032 0.028 - - 0.003 - - 0.126 HCM Control Delay (s) 14.1 7.9 0 - 7.8 0 - 12.7 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.4 HCM 2010 Signalized Intersection Summary Existing + Project (Buildout) PM Peak 3: Grantland Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 196 9 182 235 116 6 208 159 105 267 59 Future Volume (veh/h) 69 196 9 182 235 116 6 208 159 105 267 59 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 72 204 9 190 245 121 6 217 166 109 278 61 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 102 357 16 197 301 149 14 261 199 139 498 109 Arrive On Green 0.06 0.20 0.20 0.11 0.26 0.26 0.01 0.27 0.27 0.08 0.34 0.34 Sat Flow, veh/h 1757 1754 77 1757 1167 576 1757 971 743 1757 1466 322 Grp Volume(v), veh/h 72 0 213 190 0 366 6 0 383 109 0 339 Grp Sat Flow(s),veh/h/ln 1757 0 1831 1757 0 1743 1757 0 1714 1757 0 1788 Q Serve(g_s), s 2.4 0.0 6.3 6.5 0.0 11.9 0.2 0.0 12.7 3.7 0.0 9.4 Cycle Q Clear(g_c), s 2.4 0.0 6.3 6.5 0.0 11.9 0.2 0.0 12.7 3.7 0.0 9.4 Prop In Lane 1.00 0.04 1.00 0.33 1.00 0.43 1.00 0.18 Lane Grp Cap(c), veh/h 102 0 372 197 0 449 14 0 460 139 0 607 V/C Ratio(X)0.71 0.00 0.57 0.96 0.00 0.81 0.43 0.00 0.83 0.79 0.00 0.56 Avail Cap(c_a), veh/h 180 0 826 197 0 812 145 0 722 145 0 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.0 0.0 21.7 26.7 0.0 21.1 29.9 0.0 20.9 27.4 0.0 16.3 Incr Delay (d2), s/veh 8.6 0.0 1.4 53.2 0.0 3.6 19.6 0.0 4.8 23.4 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 3.3 6.0 0.0 6.1 0.2 0.0 6.6 2.7 0.0 4.8 LnGrp Delay(d),s/veh 36.6 0.0 23.1 79.9 0.0 24.8 49.5 0.0 25.7 50.8 0.0 17.1 LnGrp LOS D C E C D C D B Approach Vol, veh/h 285 556 389 448 Approach Delay, s/veh 26.5 43.6 26.1 25.3 Approach LOS CDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 22.2 11.0 18.3 4.7 26.5 7.7 21.6 Change Period (Y+Rc), s *4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 5 25.5 * 6.8 27.3 * 5 * 27 * 6.2 * 28 Max Q Clear Time (g_c+I1), s 5.7 14.7 8.5 8.3 2.2 11.4 4.4 13.9 Green Ext Time (p_c), s 0.0 1.5 0.0 0.9 0.0 1.6 0.0 1.7 Intersection Summary HCM 2010 Ctrl Delay 31.8 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project (Buildout) PM Peak 5: Bryan Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 418 43 83 505 37 44 Future Vol, veh/h 418 43 83 505 37 44 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 459 47 91 555 41 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 508 0 1222 485 Stage 1 - - - - 485 - Stage 2 - - - - 737 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1052 - 197 580 Stage 1 - - - - 617 - Stage 2 - - - - 472 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1050 - 179 579 Mov Cap-2 Maneuver - - - - 179 - Stage 1 - - - - 562 - Stage 2 - - - - 472 - Approach EB WB NB HCM Control Delay, s 0 1.2 20.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)179 579 - - 1050 - HCM Lane V/C Ratio 0.227 0.084 - - 0.087 - HCM Control Delay (s) 30.9 11.8 - - 8.8 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 0.8 0.3 - - 0.3 - HCM 2010 TWSC Existing + Project (Buildout) PM Peak 6: Hayes Avenue & Shaw Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 446 57 107 568 37 69 Future Vol, veh/h 446 57 107 568 37 69 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 485 62 116 617 40 75 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 547 0 1365 516 Stage 1 - - - - 516 - Stage 2 - - - - 849 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1017 - 162 557 Stage 1 - - - - 597 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1017 - 134 557 Mov Cap-2 Maneuver - - - - 134 - Stage 1 - - - - 493 - Stage 2 - - - - 418 - Approach EB WB NB HCM Control Delay, s 0 1.4 28.6 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 265 - - 1017 - HCM Lane V/C Ratio 0.435 - - 0.114 - HCM Control Delay (s) 28.6 - - 9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 2.1 - - 0.4 - HCM 2010 TWSC Existing + Project (Buildout) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 109 6 43 12 4 11 91 238 9 12 282 165 Future Vol, veh/h 109 6 43 12 4 11 91 238 9 12 282 165 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 127 7 50 14 5 13 106 277 10 14 328 192 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 955 951 424 970 1037 277 520 0 0 287 0 0 Stage 1 452 452 - 489 489 ------- Stage 2 503 499 - 481 548 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 237 259 628 232 230 759 1041 - - 1269 - - Stage 1 585 569 - 559 548 ------- Stage 2 549 542 - 564 515 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 209 229 628 190 203 759 1041 - - 1269 - - Mov Cap-2 Maneuver 209 229 - 190 203 ------- Stage 1 525 560 - 502 492 ------- Stage 2 480 487 - 504 507 ------- Approach EB WB NB SB HCM Control Delay, s 35.5 19.7 2.4 0.2 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1041 - - 209 518 277 1269 - - HCM Lane V/C Ratio 0.102 - - 0.606 0.11 0.113 0.011 - - HCM Control Delay (s) 8.8 - - 45.7 12.8 19.7 7.9 0 - HCM Lane LOS A - - E B C A A - HCM 95th %tile Q(veh) 0.3 - - 3.5 0.4 0.4 0 - - HCM 2010 TWSC Existing + Project (Buildout) PM Peak 9: Bryan Avenue & Gettysburg Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 3 31 71 79 10 Future Vol, veh/h 3 3 31 71 79 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 250 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 3 33333 Mvmt Flow 4 4 38 87 96 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 265 102 108 0 - 0 Stage 1 102 ----- Stage 2 163 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 722 950 1476 - - - Stage 1 920 ----- Stage 2 864 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 703 950 1476 - - - Mov Cap-2 Maneuver 703 ----- Stage 1 896 ----- Stage 2 864 ----- Approach EB NB SB HCM Control Delay, s 9.5 2.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1476 - 703 950 - - HCM Lane V/C Ratio 0.026 - 0.005 0.004 - - HCM Control Delay (s) 7.5 - 10.1 8.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 Roundabout Existing + Project (Buildout) PM Peak 10: Ashlan Avenue & Parc West Drive 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 5.2 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 276 154 Demand Flow Rate, veh/h 0 284 159 Vehicles Circulating, veh/h 159 0 0 Vehicles Exiting, veh/h 0 159 284 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.6 4.5 Approach LOS - A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 284 159 Cap Entry Lane, veh/h 964 1130 1130 Entry HV Adj Factor 1.000 0.972 0.969 Flow Entry, veh/h 0 276 154 Cap Entry, veh/h 964 1098 1094 V/C Ratio 0.000 0.251 0.141 Control Delay, s/veh 3.7 5.6 4.5 LOS A A A 95th %tile Queue, veh 0 1 0 HCM 2010 TWSC Existing + Project (Buildout) PM Peak 11: Grantland Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 34 36 30 44 100 100 207 32 102 177 110 Future Vol, veh/h 72 34 36 30 44 100 100 207 32 102 177 110 Conflicting Peds, #/hr 0 00000002200 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 - - 230 - 0 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 3 33333333333 Mvmt Flow 77 36 38 32 47 106 106 220 34 109 188 117 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 730 874 188 953 974 129 305 0 0 256 0 0 Stage 1 406 406 - 451 451 ------- Stage 2 324 468 - 502 523 ------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 ------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 ------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.92852.2285 - -3.1285 - - Pot Cap-1 Maneuver 350 286 850 253 250 760 1248 - - 878 - - Stage 1 598 595 - 487 568 ------- Stage 2 626 558 - 531 527 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 210 229 850 180 200 759 1248 - - 876 - - Mov Cap-2 Maneuver 210 229 - 180 200 ------- Stage 1 547 521 - 445 519 ------- Stage 2 448 509 - 413 462 ------- Approach EB WB NB SB HCM Control Delay, s 24.6 18.3 2.4 2.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1248 - - 210 367 180 200 759 876 - - HCM Lane V/C Ratio 0.085 - - 0.365 0.203 0.177 0.234 0.14 0.124 - - HCM Control Delay (s) 8.2 - - 31.7 17.3 29.3 28.4 10.5 9.7 - - HCM Lane LOS A - -DCDDBA - - HCM 95th %tile Q(veh) 0.3 - - 1.6 0.7 0.6 0.9 0.5 0.4 - - HCM 2010 AWSC Existing + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 26 100 9 8 115 50 8 33 9 62 28 Future Vol, veh/h 1 26 100 9 8 115 50 8 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 29 111 10 9 128 56 9 37 10 69 31 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9 9.4 8.6 9.1 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 82% 0% Vol Thru, % 0% 79% 0% 92% 0% 70% 18% 37% Vol Right, % 0% 21% 0% 8% 0% 30% 0% 63% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 8 42 27 109 8 165 76 38 LT Vol 8 0 27 0 8 0 62 0 Through Vol 0 33 0 100 0 115 14 14 RT Vol 0909050024 Lane Flow Rate 9 47 30 121 9 183 84 42 Geometry Grp 77777777 Degree of Util (X) 0.015 0.07 0.048 0.174 0.014 0.254 0.138 0.059 Departure Headway (Hd) 6.068 5.413 5.732 5.171 5.701 4.986 5.882 5.027 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 588 659 624 693 627 719 608 710 Service Time 3.824 3.169 3.473 2.912 3.44 2.725 3.632 2.776 HCM Lane V/C Ratio 0.015 0.071 0.048 0.175 0.014 0.255 0.138 0.059 HCM Control Delay 8.9 8.6 8.8 9 8.5 9.4 9.6 8.1 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0 0.2 0.2 0.6 0 1 0.5 0.2 HCM 2010 AWSC Existing + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 24 Future Vol, veh/h 24 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 27 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Existing + Project (Buildout) PM Peak 13: Hayes Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 122 21 20 114 18 31 68 24 16 47 16 Future Vol, veh/h 12 122 21 20 114 18 31 68 24 16 47 16 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 13 136 23 22 127 20 34 76 27 18 52 18 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 9 8.9 8.5 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 8% 13% 20% Vol Thru, % 55% 79% 75% 59% Vol Right, % 20% 14% 12% 20% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 123 155 152 79 LT Vol 31 12 20 16 Through Vol 68 122 114 47 RT Vol 24 21 18 16 Lane Flow Rate 137 172 169 88 Geometry Grp 1111 Degree of Util (X) 0.182 0.221 0.218 0.118 Departure Headway (Hd) 4.793 4.629 4.653 4.843 Convergence, Y/N Yes Yes Yes Yes Cap 746 773 768 737 Service Time 2.838 2.673 2.697 2.892 HCM Lane V/C Ratio 0.184 0.223 0.22 0.119 HCM Control Delay 8.9 9 9 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.8 0.8 0.4 HCM 2010 AWSC Existing + Project (Buildout) PM Peak 14: Polk Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh14.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 139 18 82 136 132 9 136 72 97 130 10 Future Vol, veh/h 11 139 18 82 136 132 9 136 72 97 130 10 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333 Mvmt Flow 13 160 21 94 156 152 10 156 83 111 149 11 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 13.2 15.2 14.6 12.6 HCM LOS B C B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 65% 0% 89% 0% 51% 0% 93% Vol Right, % 0% 35% 0% 11% 0% 49% 0% 7% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 9 208 11 157 82 268 97 140 LT Vol 9 0 11 0 82 0 97 0 Through Vol 0 136 0 139 0 136 0 130 RT Vol 0 72 0 18 0 132 0 10 Lane Flow Rate 10 239 13 180 94 308 111 161 Geometry Grp 77777777 Degree of Util (X) 0.022 0.447 0.026 0.348 0.189 0.543 0.231 0.308 Departure Headway (Hd) 7.49 6.731 7.544 6.951 7.212 6.351 7.449 6.887 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 478 536 475 518 500 573 483 521 Service Time 5.229 4.471 5.288 4.695 4.912 4.051 5.189 4.627 HCM Lane V/C Ratio 0.021 0.446 0.027 0.347 0.188 0.538 0.23 0.309 HCM Control Delay 10.4 14.8 10.5 13.4 11.6 16.3 12.4 12.7 HCM Lane LOS BBBBBCBB HCM 95th-tile Q 0.1 2.3 0.1 1.5 0.7 3.2 0.9 1.3 HCM Signalized Intersection Capacity Analysis Existing + Project (Buildout) PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 14 251 67 7 268 364 183 54 124 221 121 73 Future Volume (vph) 14 251 67 7 268 364 183 54 124 221 121 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3394 3400 1845 1568 1752 3505 1568 1752 3411 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3394 3400 1845 1568 1752 3505 1568 1752 3411 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 15 270 72 8 288 391 197 58 133 238 130 78 RTOR Reduction (vph) 0 26 000012300187013 Lane Group Flow (vph) 15 316 0 0 296 391 74 58 133 51 130 82 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 0.6 16.7 7.4 23.5 23.5 3.5 13.3 13.3 6.4 16.2 Effective Green, g (s) 0.6 16.7 7.4 23.5 23.5 3.5 13.3 13.3 6.4 16.2 Actuated g/C Ratio 0.01 0.27 0.12 0.38 0.38 0.06 0.21 0.21 0.10 0.26 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 16 908 403 694 590 98 747 334 179 885 v/s Ratio Prot 0.01 0.09 c0.09 c0.21 0.03 c0.04 c0.07 c0.02 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.94 0.35 0.73 0.56 0.13 0.59 0.18 0.15 0.73 0.09 Uniform Delay, d1 30.9 18.5 26.6 15.4 12.7 28.8 20.1 20.0 27.2 17.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 191.7 0.2 6.8 1.1 0.1 9.2 0.1 0.2 13.6 0.0 Delay (s) 222.6 18.7 33.4 16.4 12.8 38.0 20.2 20.2 40.8 17.6 Level of Service F B C B B DCCDB Approach Delay (s) 27.3 21.3 22.6 31.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 62.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing + Project (Buildout) PM Peak 15: Cornelia Avenue & Ashlan Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 16 Future Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 17 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Existing + Project (Buildout) PM Peak 17: Grantland Avenue & Shields Avenue 10/03/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 85 10 7 63 46 10 184 10 52 98 25 Future Vol, veh/h 45 85 10 7 63 46 10 184 10 52 98 25 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 47 89 11 7 66 48 11 194 11 55 103 26 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.5 8.9 9.9 9.6 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 5% 32% 6% 30% Vol Thru, % 90% 61% 54% 56% Vol Right, % 5% 7% 40% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 204 140 116 175 LT Vol 10 45 7 52 Through Vol 184 85 63 98 RT Vol 10 10 46 25 Lane Flow Rate 215 147 122 184 Geometry Grp 1111 Degree of Util (X) 0.288 0.208 0.166 0.249 Departure Headway (Hd) 4.832 5.091 4.886 4.863 Convergence, Y/N Yes Yes Yes Yes Cap 739 699 728 733 Service Time 2.897 3.165 2.962 2.93 HCM Lane V/C Ratio 0.291 0.21 0.168 0.251 HCM Control Delay 9.9 9.5 8.9 9.6 HCM Lane LOS AAAA HCM 95th-tile Q 1.2 0.8 0.6 1 HCM 2010 TWSC Existing + Project (Buildout) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 173 4 63 8 2 7 26 298 16 6 224 47 Future Vol, veh/h 173 4 63 8 2 7 26 298 16 6 224 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--250 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 33333333333 Mvmt Flow 206 5 75 10 2 8 31 355 19 7 267 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 713 717 267 766 754 355 323 0 0 374 0 0 Stage 1 281 281 - 417 417 ------- Stage 2 432 436 - 349 337 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 346 354 769 318 337 687 1231 - - 1179 - - Stage 1 724 677 - 611 590 ------- Stage 2 600 578 - 665 639 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 331 343 769 277 326 687 1231 - - 1179 - - Mov Cap-2 Maneuver 331 343 - 277 326 ------- Stage 1 706 672 - 596 575 ------- Stage 2 575 564 - 592 635 ------- Approach EB WB NB SB HCM Control Delay, s 26.2 15.1 0.6 0.2 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1231 - - 331 716 376 1179 - - HCM Lane V/C Ratio 0.025 - - 0.622 0.111 0.054 0.006 - - HCM Control Delay (s) 8 - - 32.2 10.7 15.1 8.1 0 - HCM Lane LOS A - - D B C A A - HCM 95th %tile Q(veh) 0.1 - - 3.9 0.4 0.2 0 - - HCM 2010 AWSC Existing + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh 35 Intersection LOS D Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 60 220 40 6 213 145 101 58 5 105 53 Future Vol, veh/h 20 60 220 40 6 213 145 101 58 5 105 53 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 88 324 59 9 313 213 149 85 7 154 78 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 55.1 31.7 19.5 21.5 HCM LOS F D C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 80% 0% Vol Thru, % 0% 92% 0% 85% 0% 100% 0% 20% 28% Vol Right, % 0% 8% 0% 15% 0% 0% 100% 0% 72% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 63 80 260 6 213 145 132 94 LT Vol 10108006001050 Through Vol 0 58 0 220 0 213 0 27 27 RT Vol 0 5 0 40 0 0 145 0 67 Lane Flow Rate 149 93 118 382 9 313 213 193 138 Geometry Grp 888888888 Degree of Util (X) 0.438 0.258 0.317 0.962 0.024 0.801 0.502 0.547 0.353 Departure Headway (Hd) 10.61 10.032 9.685 9.053 9.722 9.204 8.478 10.176 9.242 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 339 357 371 401 367 392 424 354 388 Service Time 8.409 7.831 7.469 6.837 7.508 6.99 6.263 7.969 7.034 HCM Lane V/C Ratio 0.44 0.261 0.318 0.953 0.025 0.798 0.502 0.545 0.356 HCM Control Delay 21.5 16.3 16.9 66.8 12.7 40.4 19.6 24.7 17 HCM Lane LOS C C C F B E C C C HCM 95th-tile Q 2.1 1 1.3 11 0.1 7 2.7 3.1 1.6 HCM 2010 AWSC Existing + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 67 Future Vol, veh/h 67 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 99 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 TWSC Existing + Project (Buildout) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 109 6 43 12 4 11 91 238 9 12 282 165 Future Vol, veh/h 109 6 43 12 4 11 91 238 9 12 282 165 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--250 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 127 7 50 14 5 13 106 277 10 14 328 192 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 859 855 328 970 1037 277 520 0 0 287 0 0 Stage 1 356 356 - 489 489 ------- Stage 2 503 499 - 481 548 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 275 294 711 232 230 759 1041 - - 1269 - - Stage 1 659 627 - 559 548 ------- Stage 2 549 542 - 564 515 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 242 260 711 193 203 759 1041 - - 1269 - - Mov Cap-2 Maneuver 242 260 - 193 203 ------- Stage 1 592 617 - 502 492 ------- Stage 2 480 487 - 510 507 ------- Approach EB WB NB SB HCM Control Delay, s 27.9 19.5 2.4 0.2 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1041 - - 242 586 280 1269 - - HCM Lane V/C Ratio 0.102 - - 0.524 0.097 0.112 0.011 - - HCM Control Delay (s) 8.8 - - 35.1 11.8 19.5 7.9 0 - HCM Lane LOS A - - E B C A A - HCM 95th %tile Q(veh) 0.3 - - 2.8 0.3 0.4 0 - - HCM 2010 AWSC Existing + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 26 100 9 8 115 50 8 33 9 62 28 Future Vol, veh/h 1 26 100 9 8 115 50 8 33 9 62 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 29 111 10 9 128 56 9 37 10 69 31 Number of Lanes 011011111002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 3 2 HCM Control Delay 9.3 9 8.9 9.3 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 0% 82% 0% Vol Thru, % 0% 79% 0% 92% 0% 100% 0% 18% 37% Vol Right, % 0% 21% 0% 8% 0% 0% 100% 0% 63% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 8 42 27 109 8 115 50 76 38 LT Vol 80270800620 Through Vol 0 33 0 100 0 115 0 14 14 RT Vol 09090050024 Lane Flow Rate 9 47 30 121 9 128 56 84 42 Geometry Grp 888888888 Degree of Util (X) 0.016 0.073 0.05 0.183 0.015 0.193 0.073 0.141 0.061 Departure Headway (Hd) 6.279 5.626 5.999 5.438 5.937 5.434 4.731 6.023 5.17 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 566 631 594 655 600 657 751 592 687 Service Time 4.061 3.408 3.769 3.208 3.703 3.201 2.497 3.796 2.943 HCM Lane V/C Ratio 0.016 0.074 0.051 0.185 0.015 0.195 0.075 0.142 0.061 HCM Control Delay 9.2 8.9 9.1 9.4 8.8 9.5 7.9 9.8 8.3 HCM Lane LOS AAAAAAAAA HCM 95th-tile Q 0 0.2 0.2 0.7 0 0.7 0.2 0.5 0.2 HCM 2010 AWSC Existing + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 10/03/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 24 Future Vol, veh/h 24 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 27 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Queuing and Blocking Report Existing + Project (Buildout) AM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB NB SB Directions Served LTR LTR L TR L Maximum Queue (ft) 63 78 29 22 30 Average Queue (ft) 31 24 4 1 3 95th Queue (ft) 57 57 19 7 17 Link Distance (ft) 652 2486 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 62 55 78 Average Queue (ft) 12 15 31 95th Queue (ft) 43 43 54 Link Distance (ft) 2578 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 118 221 94 192 94 374 141 118 Average Queue (ft) 60 95 49 112 16 214 81 78 95th Queue (ft) 116 162 90 174 51 351 136 126 Link Distance (ft) 2615 2590 3432 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 22 Queuing Penalty (veh) 5 Queuing and Blocking Report Existing + Project (Buildout) AM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 53 53 76 Average Queue (ft) 28 23 34 95th Queue (ft) 52 50 62 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 120 140 Average Queue (ft) 22 58 95th Queue (ft) 67 110 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB NB SB Directions Served L TR LTR L LT Maximum Queue (ft) 110 53 23 21 23 Average Queue (ft) 49 28 7 4 2 95th Queue (ft) 86 47 25 18 11 Link Distance (ft) 1459 1258 3432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Buildout) AM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 19 23 52 24 Average Queue (ft) 3 1 18 1 95th Queue (ft) 14 11 42 8 Link Distance (ft) 1320 1320 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Parc West Drive Movement SB Directions Served LR Maximum Queue (ft) 53 Average Queue (ft) 10 95th Queue (ft) 35 Link Distance (ft) 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB SB Directions Served L TR L T R L L Maximum Queue (ft) 86 44 70 30 55 23 65 Average Queue (ft) 34 23 31 13 28 3 8 95th Queue (ft) 65 41 53 35 41 15 29 Link Distance (ft) 898 2589 2589 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Buildout) AM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 54 100 30 101 118 111 52 53 70 Average Queue (ft) 32 50 3 57 41 32 28 36 26 95th Queue (ft) 49 85 18 89 78 66 51 55 48 Link Distance (ft) 2589 407 1002 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 49 50 48 54 Average Queue (ft) 29 28 23 31 95th Queue (ft) 41 45 42 45 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB SB SB Directions Served L TR L TR TR L TR Maximum Queue (ft) 28 48 31 75 55 52 63 Average Queue (ft) 4 29 13 37 37 30 31 95th Queue (ft) 20 42 36 59 54 44 51 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 275 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report Existing + Project (Buildout) AM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 55 191 198 385 495 1190 62 97 96 90 120 194 Average Queue (ft) 21 124 108 259 217 265 16 39 40 34 68 108 95th Queue (ft) 57 196 184 440 540 758 38 77 72 70 103 177 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 41 15 0 20034 Queuing Penalty (veh) 99 37 0 10124 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 176 152 Average Queue (ft) 73 35 95th Queue (ft) 141 101 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 2 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 68 77 68 77 Average Queue (ft) 36 38 34 46 95th Queue (ft) 57 58 50 66 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 150 Queuing and Blocking Report Existing + Project (Buildout) PM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB WB NB NB SB Directions Served LTR LTR L TR L Maximum Queue (ft) 75 78 31 22 28 Average Queue (ft) 31 30 8 1 7 95th Queue (ft) 59 61 30 7 26 Link Distance (ft) 652 2486 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 280 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 43 31 71 Average Queue (ft) 5 9 31 95th Queue (ft) 24 33 52 Link Distance (ft) 2578 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 114 185 202 261 53 266 186 243 Average Queue (ft) 55 104 129 127 10 134 97 112 95th Queue (ft) 104 169 201 212 34 226 161 202 Link Distance (ft) 2615 2590 3432 2603 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 175 Storage Blk Time (%) 3 1 2 Queuing Penalty (veh) 0 3 2 Queuing and Blocking Report Existing + Project (Buildout) PM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement WB NB NB Directions Served L L R Maximum Queue (ft) 73 73 61 Average Queue (ft) 26 24 20 95th Queue (ft) 53 58 42 Link Distance (ft) 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Hayes Avenue & Shaw Avenue Movement WB NB Directions Served LT LR Maximum Queue (ft) 155 136 Average Queue (ft) 47 44 95th Queue (ft) 121 84 Link Distance (ft) 1210 1542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB NB SB SB Directions Served L TR LTR L LT R Maximum Queue (ft) 52 30 24 46 74 22 Average Queue (ft) 34 22 11 13 6 1 95th Queue (ft) 53 35 29 35 34 7 Link Distance (ft) 1459 1259 3432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Buildout) PM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB Directions Served L R Maximum Queue (ft) 18 22 Average Queue (ft) 2 1 95th Queue (ft) 10 10 Link Distance (ft) 1320 1320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Parc West Drive Movement SB Directions Served LR Maximum Queue (ft) 31 Average Queue (ft) 3 95th Queue (ft) 17 Link Distance (ft) 948 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served L TR L T R L TR L R Maximum Queue (ft) 68 43 52 70 42 51 22 44 8 Average Queue (ft) 29 18 23 29 26 21 1 15 0 95th Queue (ft) 57 33 45 57 37 43 7 33 4 Link Distance (ft) 909 2589 2589 362 358 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing + Project (Buildout) PM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB Directions Served UL TR L T R L TR LT TR Maximum Queue (ft) 31 54 30 52 61 28 63 53 40 Average Queue (ft) 15 34 9 32 24 7 26 29 17 95th Queue (ft) 39 49 31 42 48 26 49 44 36 Link Distance (ft) 2589 403 1003 2528 2528 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 56 53 68 67 Average Queue (ft) 37 33 35 30 95th Queue (ft) 53 42 54 58 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 30 53 73 121 31 80 65 77 Average Queue (ft) 11 34 36 59 5 49 33 37 95th Queue (ft) 33 50 60 90 22 76 54 61 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing + Project (Buildout) PM Peak Mitigated 10/03/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 52 76 96 385 495 898 78 93 76 100 94 124 Average Queue (ft) 10 52 56 318 334 302 34 37 38 30 49 56 95th Queue (ft) 37 78 95 441 587 762 62 71 66 67 78 105 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 66 18 0 0 0 1 Queuing Penalty (veh) 240 64 0 0 1 0 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 87 42 Average Queue (ft) 34 8 95th Queue (ft) 74 27 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 68 74 106 77 Average Queue (ft) 35 31 46 38 95th Queue (ft) 53 55 74 58 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 312 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | J Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix J: Near Term plus Project (Buildout) Traffic Conditions HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 55.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 10 50 92 21 25 29 769 41 14 602 21 Future Vol, veh/h 28 10 50 92 21 25 29 769 41 14 602 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 31 11 55 101 23 27 32 845 45 15 662 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1661 1658 674 1669 1647 868 685 0 0 890 0 0 Stage 1 704 704 - 932 932 ------- Stage 2 957 954 - 737 715 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 77 97 453 ~ 76 99 350 904 - - 757 - - Stage 1 426 438 - 318 344 ------- Stage 2 308 336 - 409 433 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 55 92 453 ~ 58 94 350 904 - - 757 - - Mov Cap-2 Maneuver 55 92 - ~ 58 94 ------- Stage 1 411 429 - 307 332 ------- Stage 2 255 324 - 343 424 ------- Approach EB WB NB SB HCM Control Delay, s 102.4 $ 620.6 0.3 0.2 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 904 - - 121 73 757 - - HCM Lane V/C Ratio 0.035 - - 0.799 2.077 0.02 - - HCM Control Delay (s) 9.1 - - 102.4$ 620.6 9.9 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.1 - - 4.7 13.9 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 2: Garfield Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 283 3 4 268 25 6 13 6 45 9 79 Future Vol, veh/h 52 283 3 4 268 25 6 13 6 45 9 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 3 33333333333 Mvmt Flow 69 377 4 5 357 33 8 17 8 60 12 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 390 0 0 381 0 0 959 917 379 914 903 374 Stage 1 ------517517-384384- Stage 2 ------442400-530519- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1163 - - 1172 - - 236 271 666 253 276 670 Stage 1 ------539532-637610- Stage 2 ------592600-531531- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1163 - - 1172 - - 180 249 666 222 254 670 Mov Cap-2 Maneuver ------180249-222254- Stage 1 ------499492-589607- Stage 2 ------487597-468491- Approach EB WB NB SB HCM Control Delay, s 1.3 0.1 20.6 23 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 264 1163 - - 1172 - - 374 HCM Lane V/C Ratio 0.126 0.06 - - 0.005 - - 0.474 HCM Control Delay (s) 20.6 8.3 0 - 8.1 0 - 23 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.4 0.2 - - 0 - - 2.5 HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 230 53 136 194 219 34 494 257 177 535 100 Future Volume (veh/h) 82 230 53 136 194 219 34 494 257 177 535 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 93 261 60 155 220 249 39 561 292 201 608 114 Adj No. of Lanes 110110110110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 108 348 80 134 201 228 54 473 246 165 720 135 Arrive On Green 0.06 0.24 0.24 0.08 0.25 0.25 0.03 0.41 0.41 0.09 0.48 0.48 Sat Flow, veh/h 1757 1452 334 1757 791 895 1757 1144 595 1757 1511 283 Grp Volume(v), veh/h 93 0 321 155 0 469 39 0 853 201 0 722 Grp Sat Flow(s),veh/h/ln 1757 0 1786 1757 0 1687 1757 0 1740 1757 0 1795 Q Serve(g_s), s 6.0 0.0 19.2 8.8 0.0 29.3 2.5 0.0 47.7 10.8 0.0 40.6 Cycle Q Clear(g_c), s 6.0 0.0 19.2 8.8 0.0 29.3 2.5 0.0 47.7 10.8 0.0 40.6 Prop In Lane 1.00 0.19 1.00 0.53 1.00 0.34 1.00 0.16 Lane Grp Cap(c), veh/h 108 0 427 134 0 429 54 0 720 165 0 855 V/C Ratio(X) 0.86 0.00 0.75 1.16 0.00 1.09 0.72 0.00 1.19 1.22 0.00 0.84 Avail Cap(c_a), veh/h 108 0 427 134 0 429 78 0 720 165 0 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.6 0.0 40.7 53.2 0.0 43.0 55.4 0.0 33.8 52.2 0.0 26.4 Incr Delay (d2), s/veh 46.0 0.0 7.3 125.7 0.0 71.4 16.3 0.0 97.1 142.0 0.0 7.8 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 4.3 0.0 10.3 8.9 0.0 22.1 1.5 0.0 42.2 11.7 0.0 21.9 LnGrp Delay(d),s/veh 99.6 0.0 47.9 179.0 0.0 114.4 71.7 0.0 130.9 194.2 0.0 34.2 LnGrp LOS F D F F E F F C Approach Vol, veh/h 414 624 892 923 Approach Delay, s/veh 59.5 130.4 128.3 69.1 Approach LOS E F F E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 53.7 13.0 33.6 7.8 60.9 11.3 35.3 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 11 47.7 * 8.8 27.3 * 5.1 * 55 * 7.1 * 29 Max Q Clear Time (g_c+I1), s 12.8 49.7 10.8 21.2 4.5 42.6 8.0 31.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 3.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 99.6 HCM 2010 LOS F Notes HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 45.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 564 147 202 448 105 193 Future Vol, veh/h 564 147 202 448 105 193 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 3 33333 Mvmt Flow 680 177 243 540 127 233 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 857 0 1795 769 Stage 1 - - - - 769 - Stage 2 - - - - 1026 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 779 - ~ 88 399 Stage 1 - - - - 456 - Stage 2 - - - - 344 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 779 - ~ 61 399 Mov Cap-2 Maneuver - - - - ~ 61 - Stage 1 - - - - 314 - Stage 2 - - - - 344 - Approach EB WB NB HCM Control Delay, s 0 3.6 243.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 61 399 - - 779 - HCM Lane V/C Ratio 2.074 0.583 - - 0.312 - HCM Control Delay (s) $ 642.5 25.9 - - 11.7 - HCM Lane LOS F D - - B - HCM 95th %tile Q(veh) 12.1 3.6 - - 1.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 46.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 729 69 84 549 86 206 Future Vol, veh/h 729 69 84 549 86 206 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 767 73 88 578 91 217 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 840 0 1558 804 Stage 1 - - - - 804 - Stage 2 - - - - 754 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 791 - 123 381 Stage 1 - - - - 439 - Stage 2 - - - - 463 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 791 - 103 381 Mov Cap-2 Maneuver - - - - 103 - Stage 1 - - - - 367 - Stage 2 - - - - 463 - Approach EB WB NB HCM Control Delay, s 0 1.3 269.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 212 - - 791 - HCM Lane V/C Ratio 1.45 - - 0.112 - HCM Control Delay (s) 269.2 - - 10.1 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 18.2 - - 0.4 - HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 440.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 173 4 63 46 2 187 26 413 16 238 433 47 Future Vol, veh/h 173 4 63 46 2 187 26 413 16 238 433 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 33333333333 Mvmt Flow 206 5 75 55 2 223 31 492 19 283 515 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1785 1682 543 1703 1691 492 571 0 0 511 0 0 Stage 1 1109 1109 - 554 554 ------- Stage 2 676 573 - 1149 1137 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver ~ 63 94 538 72 93 575 997 - - 1049 - - Stage 1 253 284 - 515 512 ------- Stage 2 441 502 - 240 275 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 25 55 538 ~ 39 54 575 997 - - 1049 - - Mov Cap-2 Maneuver ~ 25 55 - ~ 39 54 ------- Stage 1 245 171 - 499 496 ------- Stage 2 261 486 - 121 165 ------- Approach EB WB NB SB HCM Control Delay, s$ 2573 $ 453.1 0.5 3.2 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 997 - - 25 353 152 1049 - - HCM Lane V/C Ratio 0.031 - - 8.238 0.226 1.841 0.27 - - HCM Control Delay (s) 8.7 - -$ 3562.5 18.2$ 453.1 9.7 0 - HCM Lane LOS A - - F C F A A - HCM 95th %tile Q(veh) 0.1 - - 25.6 0.9 21 1.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 9 27 0 16 124 236 25 11 312 57 Future Vol, veh/h 10 0 9 27 0 16 124 236 25 11 312 57 Conflicting Peds, #/hr 0 0000024000024 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 3 33333333333 Mvmt Flow 13 0 12 35 0 21 159 303 32 14 400 73 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1137 1142 461 1108 1162 319 497 0 0 335 0 0 Stage 1 489 489 - 637 637 ------- Stage 2 648 653 - 471 525 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 178 200 598 186 194 719 1062 - - 1219 - - Stage 1 559 548 - 464 470 ------- Stage 2 457 462 - 571 528 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 148 164 584 160 159 719 1038 - - 1219 - - Mov Cap-2 Maneuver 148 164 - 160 159 ------- Stage 1 462 529 - 393 398 ------- Stage 2 376 391 - 553 510 ------- Approach EB WB NB SB HCM Control Delay, s 22 24.9 2.9 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1038 - - 148 - 584 160 719 1219 - - HCM Lane V/C Ratio 0.153 - - 0.087 - 0.02 0.216 0.029 0.012 - - HCM Control Delay (s) 9.1 - - 31.6 0 11.3 33.6 10.2 8 - - HCM Lane LOS A - - D A B D B A - - HCM 95th %tile Q(veh) 0.5 - - 0.3 - 0.1 0.8 0.1 0 - - HCM 2010 Roundabout Near Term + Project (Buildout) AM Peak 10: Ashlan Avenue & Project Driveway 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 4.9 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 2 86 236 Demand Flow Rate, veh/h 2 88 243 Vehicles Circulating, veh/h 243 0 4 Vehicles Exiting, veh/h 4 245 84 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.2 3.9 5.3 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 2 88 243 Cap Entry Lane, veh/h 886 1130 1125 Entry HV Adj Factor 0.971 0.976 0.971 Flow Entry, veh/h 2 86 236 Cap Entry, veh/h 860 1103 1093 V/C Ratio 0.002 0.078 0.216 Control Delay, s/veh 4.2 3.9 5.3 LOS A A A 95th %tile Queue, veh 0 0 1 HCM 2010 TWSC Near Term + Project (Buildout) AM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 84.5 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 117 37 65 117 21 113 23 24 262 81 258 240 34 Future Vol, veh/h 117 37 65 117 21 113 23 24 262 81 258 240 34 Conflicting Peds, #/hr 0 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length 250 - - 230 - 0 - 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 333333333333 Mvmt Flow 130 41 72 130 23 126 26 27 291 90 287 267 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1075 1328 267 1359 1321 191 - 305 0 0 381 0 0 Stage 1 841 841 - 442 442 -------- Stage 2 234 487 - 917 879 -------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 - 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 -------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 -------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.9285 -2.2285 - -3.1285 - - Pot Cap-1 Maneuver 212 153 768 139 155 695 - 1248 - - 768 - - Stage 1 347 378 - 494 573 -------- Stage 2 710 547 - 315 363 -------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 102 96 768 ~ 61 97 695 ~ ~ - - 768 - - Mov Cap-2 Maneuver ~ 102 96 - ~ 61 97 -------- Stage 1 347 237 - 494 573 -------- Stage 2 558 547 - 148 227 -------- Approach EB WB NB SB HCM Control Delay, s 155.3 $ 320.4 6 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) ~ - - 102 217 61 97 695 768 - - HCM Lane V/C Ratio ~ - - 1.275 0.522 2.131 0.241 0.181 0.373 - - HCM Control Delay (s) - - - 257.2 38.4$ 666.9 53.5 11.3 12.5 - - HCM Lane LOS - - - F E F F B B - - HCM 95th %tile Q(veh) ~ - - 8.9 2.7 12.5 0.9 0.7 1.7 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Near Term + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 194 Intersection LOS F Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 133 293 65 7 346 166 156 75 6 134 75 Future Vol, veh/h 20 133 293 65 7 346 166 156 75 6 134 75 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Heavy Vehicles, %333333333333 Mvmt Flow 29 196 431 96 10 509 244 229 110 9 197 110 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 142.5 437 29.7 41 HCM LOS F F D E Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 78% 0% Vol Thru, % 0% 93% 0% 82% 0% 68% 22% 17% Vol Right, % 0% 7% 0% 18% 0% 32% 0% 83% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 156 81 153 358 7 512 172 227 LT Vol 156 0 153 0 7 0 134 0 Through Vol 0 75 0 293 0 346 38 38 RT Vol 0 6 0 65 0 166 0 189 Lane Flow Rate 229 119 225 526 10 753 252 333 Geometry Grp 77777777 Degree of Util (X) 0.648 0.318 0.601 1.314 0.028 1.913 0.676 0.803 Departure Headway (Hd) 12.223 11.628 11.409 10.739 10.504 9.74 11.636 10.59 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 298 311 319 342 343 384 313 346 Service Time 9.923 9.328 9.109 8.439 8.204 7.44 9.336 8.29 HCM Lane V/C Ratio 0.768 0.383 0.705 1.538 0.029 1.961 0.805 0.962 HCM Control Delay 34.9 19.7 29.9 190.6 13.5 442.8 35.5 45.1 HCM Lane LOS D C D F B F E E HCM 95th-tile Q 4.2 1.3 3.7 21 0.1 47.7 4.6 6.8 HCM 2010 AWSC Near Term + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 189 Future Vol, veh/h 189 Peak Hour Factor 0.68 Heavy Vehicles, % 3 Mvmt Flow 278 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Near Term + Project (Buildout) AM Peak 13: Hayes Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 120 43 22 106 21 54 82 21 35 84 53 Future Vol, veh/h 35 120 43 22 106 21 54 82 21 35 84 53 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 39 133 48 24 118 23 60 91 23 39 93 59 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.4 9.9 10.1 10 HCM LOS B A B A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 34% 18% 15% 20% Vol Thru, % 52% 61% 71% 49% Vol Right, % 13% 22% 14% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 157 198 149 172 LT Vol 54 35 22 35 Through Vol 82 120 106 84 RT Vol 21 43 21 53 Lane Flow Rate 174 220 166 191 Geometry Grp 1111 Degree of Util (X) 0.254 0.311 0.239 0.271 Departure Headway (Hd) 5.248 5.095 5.199 5.111 Convergence, Y/N Yes Yes Yes Yes Cap 686 708 690 705 Service Time 3.277 3.107 3.228 3.123 HCM Lane V/C Ratio 0.254 0.311 0.241 0.271 HCM Control Delay 10.1 10.4 9.9 10 HCM Lane LOS BBAA HCM 95th-tile Q 1 1.3 0.9 1.1 HCM 2010 AWSC Near Term + Project (Buildout) AM Peak 14: Polk Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 159 17 30 95 54 15 137 75 106 109 22 Future Vol, veh/h 35 159 17 30 95 54 15 137 75 106 109 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 37 167 18 32 100 57 16 144 79 112 115 23 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.6 10.9 12 10.9 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 65% 0% 90% 0% 64% 0% 83% Vol Right, % 0% 35% 0% 10% 0% 36% 0% 17% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 212 35 176 30 149 106 131 LT Vol 15 0 35 0 30 0 106 0 Through Vol 0 137 0 159 0 95 0 109 RT Vol 0 75 0 17 0 54 0 22 Lane Flow Rate 16 223 37 185 32 157 112 138 Geometry Grp 77777777 Degree of Util (X) 0.029 0.369 0.07 0.32 0.06 0.266 0.207 0.232 Departure Headway (Hd) 6.707 5.948 6.803 6.227 6.869 6.104 6.679 6.053 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 533 603 526 576 520 587 537 592 Service Time 4.456 3.698 4.554 3.978 4.623 3.857 4.428 3.802 HCM Lane V/C Ratio 0.03 0.37 0.07 0.321 0.062 0.267 0.209 0.233 HCM Control Delay 9.7 12.2 10.1 11.9 10.1 11.1 11.2 10.6 HCM Lane LOS ABBBBBBB HCM 95th-tile Q 0.1 1.7 0.2 1.4 0.2 1.1 0.8 0.9 HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 24 525 99 1 282 270 80 84 96 362 193 173 Future Volume (vph) 24 525 99 1 282 270 80 84 96 362 193 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3421 3400 1845 1568 1752 3505 1568 1752 3398 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3421 3400 1845 1568 1752 3505 1568 1752 3398 Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 32 700 132 1 376 360 107 112 128 483 257 231 RTOR Reduction (vph) 0 14 00006800125021 Lane Group Flow (vph) 32 818 0 0 377 360 39 112 128 358 257 269 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.4 29.4 10.0 36.0 36.0 9.1 27.1 27.1 13.1 31.1 Effective Green, g (s) 3.4 29.4 10.0 36.0 36.0 9.1 27.1 27.1 13.1 31.1 Actuated g/C Ratio 0.03 0.30 0.10 0.37 0.37 0.09 0.28 0.28 0.13 0.32 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 60 1024 346 676 574 162 967 432 233 1076 v/s Ratio Prot 0.02 c0.24 c0.11 0.20 0.06 0.04 c0.15 c0.08 v/s Ratio Perm 0.03 c0.23 v/c Ratio 0.53 0.80 1.09 0.53 0.07 0.69 0.13 0.83 1.10 0.25 Uniform Delay, d1 46.6 31.7 44.1 24.5 20.2 43.2 26.7 33.4 42.6 24.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 4.4 74.5 0.8 0.1 12.0 0.1 12.3 89.3 0.1 Delay (s) 55.4 36.1 118.6 25.3 20.3 55.2 26.8 45.7 131.8 25.0 Level of Service E D F C C E C D F C Approach Delay (s) 36.8 66.3 43.8 75.2 Approach LOS D E D E Intersection Summary HCM 2000 Control Delay 53.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 98.2 Sum of lost time (s) 18.6 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 44 Future Volume (vph) 44 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.75 Adj. Flow (vph) 59 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Near Term + Project (Buildout) AM Peak 17: Grantland Avenue & Shields Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh20.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 56 107 4 15 144 68 19 130 12 65 253 96 Future Vol, veh/h 56 107 4 15 144 68 19 130 12 65 253 96 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33333333333 Mvmt Flow 67 129 5 18 173 82 23 157 14 78 305 116 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.1 15.5 13.2 29.4 HCM LOS B C B D Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 12% 34% 7% 16% Vol Thru, % 81% 64% 63% 61% Vol Right, % 7% 2% 30% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 161 167 227 414 LT Vol 19 56 15 65 Through Vol 130 107 144 253 RT Vol 12 4 68 96 Lane Flow Rate 194 201 273 499 Geometry Grp 1111 Degree of Util (X) 0.354 0.381 0.488 0.812 Departure Headway (Hd) 6.565 6.813 6.421 5.858 Convergence, Y/N Yes Yes Yes Yes Cap 545 525 558 619 Service Time 4.634 4.882 4.485 3.909 HCM Lane V/C Ratio 0.356 0.383 0.489 0.806 HCM Control Delay 13.2 14.1 15.5 29.4 HCM Lane LOS B B C D HCM 95th-tile Q 1.6 1.8 2.7 8.2 HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 20.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 12 30 49 29 21 34 574 58 34 691 20 Future Vol, veh/h 18 12 30 49 29 21 34 574 58 34 691 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 13 33 54 32 23 38 638 64 38 768 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1629 1633 779 1624 1612 670 790 0 0 702 0 0 Stage 1 855 855 - 746 746 ------- Stage 2 774 778 - 878 866 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 81 101 394 82 104 455 826 - - 891 - - Stage 1 351 373 - 404 419 ------- Stage 2 390 405 - 341 369 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 53 92 394 62 95 455 826 - - 891 - - Mov Cap-2 Maneuver 53 92 - 62 95 ------- Stage 1 335 357 - 385 400 ------- Stage 2 325 386 - 288 353 ------- Approach EB WB NB SB HCM Control Delay, s 78.6 270.4 0.5 0.4 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 826 - - 110 87 891 - - HCM Lane V/C Ratio 0.046 - - 0.606 1.264 0.042 - - HCM Control Delay (s) 9.6 - - 78.6 270.4 9.2 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.1 - - 3 8 0.1 - - HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 2: Garfield Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 247 6 8 252 26 3 7 6 17 14 34 Future Vol, veh/h 32 247 6 8 252 26 3 7 6 17 14 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333333333 Mvmt Flow 35 271 7 9 277 29 3 8 7 19 15 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 306 0 0 278 0 0 681 669 275 662 658 292 Stage 1 ------345345-310310- Stage 2 ------336324-352348- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1249 - - 1279 - - 363 377 761 374 383 745 Stage 1 ------668634-698657- Stage 2 ------676648-663632- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1249 - - 1279 - - 323 361 761 353 367 745 Mov Cap-2 Maneuver ------323361-353367- Stage 1 ------646613-675651- Stage 2 ------621642-628611- Approach EB WB NB SB HCM Control Delay, s 0.9 0.2 13.6 13.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 438 1249 - - 1279 - - 493 HCM Lane V/C Ratio 0.04 0.028 - - 0.007 - - 0.145 HCM Control Delay (s) 13.6 8 0 - 7.8 0 - 13.5 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.5 HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 203 21 213 239 230 24 375 214 240 457 65 Future Volume (veh/h) 76 203 21 213 239 230 24 375 214 240 457 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 79 211 22 222 249 240 25 391 223 250 476 68 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 100 384 40 221 262 252 42 355 202 247 692 99 Arrive On Green 0.06 0.23 0.23 0.13 0.30 0.30 0.02 0.32 0.32 0.14 0.44 0.44 Sat Flow, veh/h 1757 1643 171 1757 864 833 1757 1104 630 1757 1579 226 Grp Volume(v), veh/h 79 0 233 222 0 489 25 0 614 250 0 544 Grp Sat Flow(s),veh/h/ln 1757 0 1814 1757 0 1698 1757 0 1734 1757 0 1805 Q Serve(g_s), s 5.1 0.0 12.9 14.4 0.0 32.3 1.6 0.0 36.8 16.1 0.0 27.7 Cycle Q Clear(g_c), s 5.1 0.0 12.9 14.4 0.0 32.3 1.6 0.0 36.8 16.1 0.0 27.7 Prop In Lane 1.00 0.09 1.00 0.49 1.00 0.36 1.00 0.13 Lane Grp Cap(c), veh/h 100 0 424 221 0 514 42 0 557 247 0 791 V/C Ratio(X) 0.79 0.00 0.55 1.00 0.00 0.95 0.59 0.00 1.10 1.01 0.00 0.69 Avail Cap(c_a), veh/h 101 0 433 221 0 525 78 0 557 247 0 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.3 0.0 38.6 50.0 0.0 39.1 55.3 0.0 38.8 49.2 0.0 25.8 Incr Delay (d2), s/veh 33.0 0.0 1.4 61.6 0.0 27.3 12.6 0.0 68.9 60.2 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 6.6 10.7 0.0 19.0 0.9 0.0 28.2 11.9 0.0 14.3 LnGrp Delay(d),s/veh 86.3 0.0 40.0 111.6 0.0 66.4 67.9 0.0 107.7 109.4 0.0 28.4 LnGrp LOS F D F E E F F C Approach Vol, veh/h 312 711 639 794 Approach Delay, s/veh 51.7 80.5 106.1 53.9 Approach LOS D F F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.3 42.8 18.6 32.7 6.9 56.2 10.7 40.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 * 4.2 * 6 Max Green Setting (Gmax), s * 16 36.8 * 14 27.3 * 5.1 * 49 * 6.6 * 35 Max Q Clear Time (g_c+I1), s 18.1 38.8 16.4 14.9 3.6 29.7 7.1 34.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 3.2 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 74.9 HCM 2010 LOS E Notes HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 37.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 533 146 207 581 112 110 Future Vol, veh/h 533 146 207 581 112 110 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 586 160 227 638 123 121 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 748 0 1760 668 Stage 1 - - - - 668 - Stage 2 - - - - 1092 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 856 - ~ 92 456 Stage 1 - - - - 508 - Stage 2 - - - - 320 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 854 - ~ 67 455 Mov Cap-2 Maneuver - - - - ~ 67 - Stage 1 - - - - 372 - Stage 2 - - - - 320 - Approach EB WB NB HCM Control Delay, s 0 2.8 275.1 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 67 455 - - 854 - HCM Lane V/C Ratio 1.837 0.266 - - 0.266 - HCM Control Delay (s) $ 529.7 15.8 - - 10.7 - HCM Lane LOS F C - - B - HCM 95th %tile Q(veh) 11.1 1.1 - - 1.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Int Delay, s/veh 69.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 642 84 209 754 53 149 Future Vol, veh/h 642 84 209 754 53 149 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 698 91 227 820 58 162 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 789 0 2018 744 Stage 1 - - - - 744 - Stage 2 - - - - 1274 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 826 - 64 413 Stage 1 - - - - 468 - Stage 2 - - - - 262 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 826 - ~ 32 413 Mov Cap-2 Maneuver - - - - ~ 32 - Stage 1 - - - - 232 - Stage 2 - - - - 262 - Approach EB WB NB HCM Control Delay, s 0 2.4 $ 638.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 100 - - 826 - HCM Lane V/C Ratio 2.196 - - 0.275 - HCM Control Delay (s) $ 638.6 - - 11 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 19.2 - - 1.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 94.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 109 6 43 66 4 169 91 327 9 88 440 165 Future Vol, veh/h 109 6 43 66 4 169 91 327 9 88 440 165 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250-530--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 127 7 50 77 5 197 106 380 10 102 512 192 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1510 1414 608 1433 1500 380 704 0 0 390 0 0 Stage 1 812 812 - 592 592 ------- Stage 2 698 602 - 841 908 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver ~ 98 137 494 111 121 665 889 - - 1163 - - Stage 1 371 391 - 491 492 ------- Stage 2 429 487 - 358 353 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 54 103 494 ~ 76 91 665 889 - - 1163 - - Mov Cap-2 Maneuver ~ 54 103 - ~ 76 91 ------- Stage 1 327 333 - 433 433 ------- Stage 2 263 429 - 268 300 ------- Approach EB WB NB SB HCM Control Delay, s $ 542 233.4 2 1.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 889 - - 54 337 205 1163 - - HCM Lane V/C Ratio 0.119 - - 2.347 0.169 1.356 0.088 - - HCM Control Delay (s) 9.6 - -$ 777.6 17.8 233.4 8.4 0 - HCM Lane LOS A - - F C F A A - HCM 95th %tile Q(veh) 0.4 - - 12.8 0.6 15.7 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 0 3 25 0 21 31 225 26 16 194 12 Future Vol, veh/h 7 0 3 25 0 21 31 225 26 16 194 12 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 3 33333333333 Mvmt Flow 9 0 4 30 0 26 38 274 32 20 237 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 664 667 245 653 658 290 252 0 0 306 0 0 Stage 1 285 285 - 366 366 ------- Stage 2 379 382 - 287 292 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 373 378 791 379 383 747 1307 - - 1249 - - Stage 1 720 674 - 651 621 ------- Stage 2 641 611 - 718 669 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 348 361 791 364 366 747 1307 - - 1249 - - Mov Cap-2 Maneuver 348 361 - 364 366 ------- Stage 1 699 663 - 632 603 ------- Stage 2 601 593 - 703 658 ------- Approach EB WB NB SB HCM Control Delay, s 13.8 13.2 0.9 0.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1307 - - 348 - 791 364 747 1249 - - HCM Lane V/C Ratio 0.029 - - 0.025 - 0.005 0.084 0.034 0.016 - - HCM Control Delay (s) 7.8 - - 15.6 0 9.6 15.8 10 7.9 - - HCM Lane LOS A - - C A A C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 0 0.3 0.1 0 - - HCM 2010 Roundabout Near Term + Project (Buildout) PM Peak 10: Ashlan Avenue & Parc West Drive 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 4 279 154 Demand Flow Rate, veh/h 4 287 159 Vehicles Circulating, veh/h 159 0 3 Vehicles Exiting, veh/h 3 163 284 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.9 5.7 4.5 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 4 287 159 Cap Entry Lane, veh/h 964 1130 1127 Entry HV Adj Factor 0.971 0.972 0.969 Flow Entry, veh/h 4 279 154 Cap Entry, veh/h 936 1098 1091 V/C Ratio 0.004 0.254 0.141 Control Delay, s/veh 3.9 5.7 4.5 LOS A A A 95th %tile Queue, veh 0 1 0 HCM 2010 TWSC Near Term + Project (Buildout) PM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 30 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 74 34 38 84 44 118 9 101 291 90 183 306 112 Future Vol, veh/h 74 34 38 84 44 118 9 101 291 90 183 306 112 Conflicting Peds, #/hr 0 000000002200 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length 250 - - 230 - 0 - 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 3 333333333333 Mvmt Flow 79 36 40 89 47 126 10 107 310 96 195 326 119 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1098 1358 326 1408 1429 205 - 445 0 0 408 0 0 Stage 1 716 716 - 594 594 -------- Stage 2 382 642 - 814 835 -------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 - 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 -------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 -------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.9285 -2.2285 - -3.1285 - - Pot Cap-1 Maneuver 205 147 712 129 133 681 - 1107 - - 746 - - Stage 1 407 431 - 389 490 -------- Stage 2 578 466 - 359 380 -------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 85 108 712 ~ 73 98 680 ~ -12 ~ -12 - - 745 - - Mov Cap-2 Maneuver 85 108 - ~ 73 98 -------- Stage 1 407 318 - 389 489 -------- Stage 2 426 465 - 222 280 -------- Approach EB WB NB SB HCM Control Delay, s 100.5 112.9 3.5 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) + - - 85 196 73 98 680 745 - - HCM Lane V/C Ratio - - - 0.926 0.391 1.224 0.478 0.185 0.261 - - HCM Control Delay (s) - - - 164.6 34.7 277.1 71.5 11.5 11.5 - - HCM Lane LOS - - - F D F F B B - - HCM 95th %tile Q(veh) - - - 5.1 1.7 6.9 2.1 0.7 1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Near Term + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Intersection Intersection Delay, s/veh 13.3 Intersection LOS B Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 124 211 45 9 193 80 25 69 10 94 47 Future Vol, veh/h 1 124 211 45 9 193 80 25 69 10 94 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 138 234 50 10 214 89 28 77 11 104 52 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 13.5 15.2 11.2 11.7 HCM LOS B C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 80% 0% Vol Thru, % 0% 87% 0% 82% 0% 71% 20% 24% Vol Right, % 0% 13% 0% 18% 0% 29% 0% 76% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 25 79 125 256 9 273 118 99 LT Vol 25 0 125 0 9 0 94 0 Through Vol 0 69 0 211 0 193 24 24 RT Vol 0 10 0 45 0 80 0 75 Lane Flow Rate 28 88 139 284 10 303 131 109 Geometry Grp 77777777 Degree of Util (X) 0.059 0.171 0.259 0.48 0.019 0.519 0.263 0.192 Departure Headway (Hd) 7.624 7.022 6.707 6.075 6.871 6.154 7.258 6.307 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 467 507 533 592 519 582 492 566 Service Time 5.415 4.812 4.475 3.843 4.641 3.924 5.036 4.084 HCM Lane V/C Ratio 0.06 0.174 0.261 0.48 0.019 0.521 0.266 0.193 HCM Control Delay 10.9 11.3 11.8 14.4 9.8 15.4 12.6 10.6 HCM Lane LOS BBBBACBB HCM 95th-tile Q 0.2 0.6 1 2.6 0.1 3 1 0.7 HCM 2010 AWSC Near Term + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 75 Future Vol, veh/h 75 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 83 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Near Term + Project (Buildout) PM Peak 13: Hayes Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh14.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 47 200 54 25 183 32 60 137 29 26 111 48 Future Vol, veh/h 47 200 54 25 183 32 60 137 29 26 111 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 52 222 60 28 203 36 67 152 32 29 123 53 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.8 13.8 13.9 12.6 HCM LOS C B B B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 27% 16% 10% 14% Vol Thru, % 61% 66% 76% 60% Vol Right, % 13% 18% 13% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 226 301 240 185 LT Vol 60 47 25 26 Through Vol 137 200 183 111 RT Vol 29 54 32 48 Lane Flow Rate 251 334 267 206 Geometry Grp 1111 Degree of Util (X) 0.431 0.547 0.447 0.354 Departure Headway (Hd) 6.185 5.885 6.032 6.193 Convergence, Y/N Yes Yes Yes Yes Cap 580 615 600 580 Service Time 4.238 3.898 4.048 4.248 HCM Lane V/C Ratio 0.433 0.543 0.445 0.355 HCM Control Delay 13.9 15.8 13.8 12.6 HCM Lane LOS B C B B HCM 95th-tile Q 2.2 3.3 2.3 1.6 HCM 2010 AWSC Near Term + Project (Buildout) PM Peak 14: Polk Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Intersection Delay, s/veh28.7 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 196 35 90 198 148 27 177 77 105 195 51 Future Vol, veh/h 36 196 35 90 198 148 27 177 77 105 195 51 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 225 40 103 228 170 31 203 89 121 224 59 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 23.2 38.6 26.1 22.8 HCM LOS C E D C Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 70% 0% 85% 0% 57% 0% 79% Vol Right, % 0% 30% 0% 15% 0% 43% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 254 36 231 90 346 105 246 LT Vol 27 0 36 0 90 0 105 0 Through Vol 0 177 0 196 0 198 0 195 RT Vol 0 77 0 35 0 148 0 51 Lane Flow Rate 31 292 41 266 103 398 121 283 Geometry Grp 77777777 Degree of Util (X) 0.079 0.682 0.105 0.629 0.251 0.873 0.302 0.656 Departure Headway (Hd) 9.149 8.409 9.161 8.531 8.729 7.902 9.018 8.348 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 391 429 391 422 412 457 398 433 Service Time 6.91 6.169 6.925 6.295 6.486 5.658 6.78 6.11 HCM Lane V/C Ratio 0.079 0.681 0.105 0.63 0.25 0.871 0.304 0.654 HCM Control Delay 12.7 27.5 13 24.8 14.4 44.9 15.7 25.8 HCM Lane LOS B D B C B E C D HCM 95th-tile Q 0.3 5 0.3 4.2 1 9.1 1.3 4.6 HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 14 308 88 7 305 434 183 68 125 243 121 74 Future Volume (vph) 14 308 88 7 305 434 183 68 125 243 121 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3388 3400 1845 1568 1752 3505 1568 1752 3413 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3388 3400 1845 1568 1752 3505 1568 1752 3413 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 15 331 95 8 328 467 197 73 134 261 130 80 RTOR Reduction (vph) 0 28 000011900208013 Lane Group Flow (vph) 15 398 0 0 336 467 78 73 134 53 130 84 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 0.6 18.0 7.4 24.8 24.8 5.7 12.7 12.7 6.3 13.3 Effective Green, g (s) 0.6 18.0 7.4 24.8 24.8 5.7 12.7 12.7 6.3 13.3 Actuated g/C Ratio 0.01 0.29 0.12 0.39 0.39 0.09 0.20 0.20 0.10 0.21 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 16 968 399 726 617 158 706 316 175 720 v/s Ratio Prot 0.01 0.12 c0.10 c0.25 0.04 c0.04 c0.07 0.02 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.94 0.41 0.84 0.64 0.13 0.46 0.19 0.17 0.74 0.12 Uniform Delay, d1 31.2 18.2 27.2 15.5 12.2 27.2 20.9 20.8 27.6 20.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 191.7 0.3 14.8 2.0 0.1 2.1 0.1 0.3 15.6 0.1 Delay (s) 222.9 18.5 42.0 17.5 12.3 29.3 21.0 21.0 43.2 20.2 Level of Service F B D B B CCCDC Approach Delay (s) 25.4 24.7 22.3 33.3 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 63.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 16 Future Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 17 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC Near Term + Project (Buildout) PM Peak 17: Grantland Avenue & Shields Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh12.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 91 12 7 65 64 10 275 10 81 148 47 Future Vol, veh/h 70 91 12 7 65 64 10 275 10 81 148 47 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 74 96 13 7 68 67 11 289 11 85 156 49 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.4 10.4 13 12.5 HCM LOS B B B B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 3% 40% 5% 29% Vol Thru, % 93% 53% 48% 54% Vol Right, % 3% 7% 47% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 295 173 136 276 LT Vol 10 70 7 81 Through Vol 275 91 65 148 RT Vol 10 12 64 47 Lane Flow Rate 311 182 143 291 Geometry Grp 1111 Degree of Util (X) 0.462 0.297 0.225 0.432 Departure Headway (Hd) 5.352 5.867 5.649 5.354 Convergence, Y/N Yes Yes Yes Yes Cap 671 610 633 671 Service Time 3.401 3.925 3.709 3.404 HCM Lane V/C Ratio 0.463 0.298 0.226 0.434 HCM Control Delay 13 11.4 10.4 12.5 HCM Lane LOS BBBB HCM 95th-tile Q 2.4 1.2 0.9 2.2 HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Mitigated 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) 28 10 50 92 21 25 29 769 41 14 602 21 Future Volume (veh/h) 28 10 50 92 21 25 29 769 41 14 602 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 31 11 55 101 23 27 32 845 45 15 662 23 Adj No. of Lanes 110110110110 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, %333333333333 Cap, veh/h 58 20 99 129 88 103 60 946 50 32 938 33 Arrive On Green 0.03 0.07 0.07 0.07 0.11 0.11 0.03 0.54 0.54 0.02 0.53 0.53 Sat Flow, veh/h 1757 268 1340 1757 775 909 1757 1736 92 1757 1772 62 Grp Volume(v), veh/h 31 0 66 101 0 50 32 0 890 15 0 685 Grp Sat Flow(s),veh/h/ln 1757 0 1608 1757 0 1684 1757 0 1828 1757 0 1834 Q Serve(g_s), s 1.1 0.0 2.5 3.5 0.0 1.7 1.1 0.0 27.1 0.5 0.0 17.6 Cycle Q Clear(g_c), s 1.1 0.0 2.5 3.5 0.0 1.7 1.1 0.0 27.1 0.5 0.0 17.6 Prop In Lane 1.00 0.83 1.00 0.54 1.00 0.05 1.00 0.03 Lane Grp Cap(c), veh/h 58 0 118 129 0 191 60 0 996 32 0 970 V/C Ratio(X) 0.53 0.00 0.56 0.78 0.00 0.26 0.53 0.00 0.89 0.47 0.00 0.71 Avail Cap(c_a), veh/h 148 0 489 168 0 531 140 0 1215 140 0 1218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 28.1 28.6 0.0 25.4 29.8 0.0 12.7 30.5 0.0 11.1 Incr Delay (d2), s/veh 7.3 0.0 4.1 16.3 0.0 0.7 7.2 0.0 7.6 10.1 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 0.6 0.0 1.2 2.3 0.0 0.8 0.7 0.0 15.5 0.3 0.0 9.1 LnGrp Delay(d),s/veh 37.1 0.0 32.2 44.9 0.0 26.1 37.0 0.0 20.3 40.6 0.0 12.5 LnGrp LOS D C D C D C D B Approach Vol, veh/h 97 151 922 700 Approach Delay, s/veh 33.7 38.7 20.8 13.1 Approach LOS C D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 39.1 8.8 9.5 6.3 38.1 6.3 12.0 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 5 41.7 * 6 19.1 * 5 41.7 * 5.3 19.8 Max Q Clear Time (g_c+I1), s 2.5 29.1 5.5 4.5 3.1 19.6 3.1 3.7 Green Ext Time (p_c), s 0.0 5.1 0.0 0.2 0.0 4.5 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 20.1 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 230 53 136 194 219 34 494 257 177 535 100 Future Volume (veh/h) 82 230 53 136 194 219 34 494 257 177 535 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 93 261 60 155 220 249 39 561 292 201 608 114 Adj No. of Lanes 110111111110 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %333333333333 Cap, veh/h 117 293 67 172 431 648 57 592 503 316 734 138 Arrive On Green 0.07 0.20 0.20 0.16 0.39 0.39 0.03 0.32 0.32 0.18 0.49 0.49 Sat Flow, veh/h 1757 1452 334 1757 1845 1568 1757 1845 1568 1757 1511 283 Grp Volume(v), veh/h 93 0 321 155 220 249 39 561 292 201 0 722 Grp Sat Flow(s),veh/h/ln 1757 0 1786 1757 1845 1568 1757 1845 1568 1757 0 1795 Q Serve(g_s), s 5.5 0.0 18.5 9.2 9.6 1.9 2.3 31.5 11.8 11.2 0.0 36.7 Cycle Q Clear(g_c), s 5.5 0.0 18.5 9.2 9.6 1.9 2.3 31.5 11.8 11.2 0.0 36.7 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 117 0 361 172 431 648 57 592 503 316 0 872 V/C Ratio(X) 0.79 0.00 0.89 0.90 0.51 0.38 0.69 0.95 0.58 0.64 0.00 0.83 Avail Cap(c_a), veh/h 144 0 460 172 510 715 85 604 513 316 0 872 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 0.76 0.00 0.76 Uniform Delay (d), s/veh 48.8 0.0 41.2 43.8 27.7 7.4 50.8 35.1 15.3 40.3 0.0 23.5 Incr Delay (d2), s/veh 21.4 0.0 16.1 38.7 0.9 0.3 13.9 26.1 4.8 3.2 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 10.7 6.3 4.9 2.5 1.3 20.3 5.7 5.8 0.0 19.7 LnGrp Delay(d),s/veh 70.2 0.0 57.2 82.5 28.6 7.8 64.6 61.2 20.1 43.4 0.0 30.4 LnGrp LOS E E F C A E E C D C Approach Vol, veh/h 414 624 892 923 Approach Delay, s/veh 60.1 33.7 47.9 33.2 Approach LOS E C D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.0 40.0 14.6 27.4 7.6 56.4 11.3 30.7 Change Period (Y+Rc), s 4.9 * 6 * 4.2 6.0 * 4.2 4.9 * 4.2 * 6 Max Green Setting (Gmax), s 13.2 * 35 * 10 27.3 * 5.1 43.9 * 8.7 * 29 Max Q Clear Time (g_c+I1), s 13.2 33.5 11.2 20.5 4.3 38.7 7.5 11.6 Green Ext Time (p_c), s 0.0 0.6 0.0 0.9 0.0 2.1 0.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 41.8 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 564 147 202 448 105 193 Future Volume (veh/h) 564 147 202 448 105 193 Number 4 14 3 8 5 12 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 Adj Sat Flow, veh/h/ln 1845 1900 1845 1845 1845 1845 Adj Flow Rate, veh/h 680 177 243 540 127 233 Adj No. of Lanes 101111 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %333333 Cap, veh/h 759 198 249 1326 300 268 Arrive On Green 0.18 0.18 0.19 0.96 0.17 0.17 Sat Flow, veh/h 1412 368 1757 1845 1757 1568 Grp Volume(v), veh/h 0 857 243 540 127 233 Grp Sat Flow(s),veh/h/ln 0 1780 1757 1845 1757 1568 Q Serve(g_s), s 0.0 49.9 14.6 2.2 6.8 15.3 Cycle Q Clear(g_c), s 0.0 49.9 14.6 2.2 6.8 15.3 Prop In Lane 0.21 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 957 249 1326 300 268 V/C Ratio(X) 0.00 0.90 0.98 0.41 0.42 0.87 Avail Cap(c_a), veh/h 0 957 249 1326 447 399 HCM Platoon Ratio 0.33 0.33 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.00 0.67 0.92 0.92 1.00 1.00 Uniform Delay (d), s/veh 0.0 40.7 42.9 0.7 39.3 42.8 Incr Delay (d2), s/veh 0.0 9.1 48.3 0.9 0.9 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 27.0 10.4 1.2 3.4 7.6 LnGrp Delay(d),s/veh 0.0 49.7 91.2 1.6 40.2 55.6 LnGrp LOS D F A D E Approach Vol, veh/h 857 783 360 Approach Delay, s/veh 49.7 29.4 50.2 Approach LOS D C D Timer 12345678 Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 24.1 19.2 62.7 81.9 Change Period (Y+Rc), s 6.0 * 4.2 5.7 5.7 Max Green Setting (Gmax), s 27.0 * 15 48.1 67.3 Max Q Clear Time (g_c+I1), s 17.3 16.6 51.9 4.2 Green Ext Time (p_c), s 0.8 0.0 0.0 3.4 Intersection Summary HCM 2010 Ctrl Delay 41.8 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 729 69 84 549 86 206 Future Volume (veh/h) 729 69 84 549 86 206 Number 4 14 3 8 5 12 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 Adj Sat Flow, veh/h/ln 1845 1900 1845 1845 1845 1845 Adj Flow Rate, veh/h 767 73 88 578 91 217 Adj No. of Lanes 101111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %333333 Cap, veh/h 815 78 342 1364 282 251 Arrive On Green 0.33 0.33 0.19 0.74 0.16 0.16 Sat Flow, veh/h 1659 158 1757 1845 1757 1568 Grp Volume(v), veh/h 0 840 88 578 91 217 Grp Sat Flow(s),veh/h/ln 0 1817 1757 1845 1757 1568 Q Serve(g_s), s 0.0 47.6 4.5 12.6 4.9 14.3 Cycle Q Clear(g_c), s 0.0 47.6 4.5 12.6 4.9 14.3 Prop In Lane 0.09 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 892 342 1364 282 251 V/C Ratio(X) 0.00 0.94 0.26 0.42 0.32 0.86 Avail Cap(c_a), veh/h 0 941 342 1364 449 401 HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.43 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 34.1 36.2 5.2 39.4 43.4 Incr Delay (d2), s/veh 0.0 10.1 0.4 1.0 0.7 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 26.5 2.2 6.6 2.4 7.0 LnGrp Delay(d),s/veh 0.0 44.2 36.6 6.2 40.1 54.2 LnGrp LOS D D A D D Approach Vol, veh/h 840 666 308 Approach Delay, s/veh 44.2 10.2 50.0 Approach LOS D B D Timer 12345678 Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 22.3 25.9 57.8 83.7 Change Period (Y+Rc), s 5.3 5.3 * 5.7 5.3 Max Green Setting (Gmax), s 27.1 8.8 * 55 68.3 Max Q Clear Time (g_c+I1), s 16.3 6.5 49.6 14.6 Green Ext Time (p_c), s 0.7 0.0 2.4 3.8 Intersection Summary HCM 2010 Ctrl Delay 32.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 173 4 63 46 2 187 26 413 16 238 433 47 Future Volume (veh/h) 173 4 63 46 2 187 26 413 16 238 433 47 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 206 5 75 55 2 223 31 492 19 283 515 56 Adj No. of Lanes 110110111121 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %333333333333 Cap, veh/h 241 7 111 384 2 269 483 534 454 317 684 306 Arrive On Green 0.14 0.08 0.08 0.22 0.17 0.17 0.27 0.29 0.29 0.18 0.20 0.20 Sat Flow, veh/h 1757 99 1484 1757 14 1556 1757 1845 1568 1757 3505 1568 Grp Volume(v), veh/h 206 0 80 55 0 225 31 492 19 283 515 56 Grp Sat Flow(s),veh/h/ln 1757 0 1583 1757 0 1570 1757 1845 1568 1757 1752 1568 Q Serve(g_s), s 10.5 0.0 4.5 2.3 0.0 12.6 1.2 23.6 0.8 14.4 12.7 2.7 Cycle Q Clear(g_c), s 10.5 0.0 4.5 2.3 0.0 12.6 1.2 23.6 0.8 14.4 12.7 2.7 Prop In Lane 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 241 0 119 384 0 272 483 534 454 317 684 306 V/C Ratio(X) 0.86 0.00 0.67 0.14 0.00 0.83 0.06 0.92 0.04 0.89 0.75 0.18 Avail Cap(c_a), veh/h 256 0 594 384 0 515 483 579 492 344 1549 693 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 0.0 41.2 28.8 0.0 36.5 24.5 31.5 23.4 36.6 34.7 30.7 Incr Delay (d2), s/veh 22.8 0.0 6.5 0.2 0.0 6.3 0.1 19.5 0.0 23.0 1.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 2.2 1.1 0.0 6.0 0.6 14.9 0.3 9.0 6.3 1.2 LnGrp Delay(d),s/veh 61.4 0.0 47.7 29.0 0.0 42.8 24.5 51.0 23.4 59.6 36.4 31.0 LnGrp LOS E D C DCDCEDC Approach Vol, veh/h 286 280 542 854 Approach Delay, s/veh 57.5 40.1 48.5 43.7 Approach LOS E D D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.7 32.4 25.7 12.6 29.3 23.8 18.2 20.0 Change Period (Y+Rc), s 4.2 * 6 5.7 * 5.7 4.2 * 6 * 5.7 4.2 Max Green Setting (Gmax), s 17.9 * 29 9.0 * 34 6.2 * 40 * 13 30.0 Max Q Clear Time (g_c+I1), s 16.4 25.6 4.3 6.5 3.2 14.7 12.5 14.6 Green Ext Time (p_c), s 0.1 0.8 0.0 0.4 0.0 3.2 0.0 1.2 Intersection Summary HCM 2010 Ctrl Delay 46.5 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 117 37 65 117 21 113 23 24 262 81 258 240 Future Volume (vph) 117 37 65 117 21 113 23 24 262 81 258 240 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1668 1752 1845 1568 1752 3505 1568 1752 1845 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1668 1752 1845 1568 1752 3505 1568 1752 1845 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 130 41 72 130 23 126 26 27 291 90 287 267 RTOR Reduction (vph) 0 56 0 0 0 103 0 0 0 68 0 0 Lane Group Flow (vph) 130 57 0 130 23 23 0 53 291 23 287 267 Turn Type Prot NA Prot NA Perm Prot Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 13.6 23.9 8.9 19.2 19.2 6.7 26.5 26.5 26.6 46.4 Effective Green, g (s) 13.6 23.9 8.9 19.2 19.2 6.7 26.5 26.5 26.6 46.4 Actuated g/C Ratio 0.13 0.23 0.08 0.18 0.18 0.06 0.25 0.25 0.25 0.44 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 224 376 147 334 284 110 876 392 439 807 v/s Ratio Prot c0.07 c0.03 c0.07 0.01 c0.03 0.08 c0.16 c0.14 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.58 0.15 0.88 0.07 0.08 0.48 0.33 0.06 0.65 0.33 Uniform Delay, d1 43.5 32.9 48.0 36.0 36.1 48.0 32.5 30.2 35.6 19.6 Progression Factor 1.00 1.00 0.83 0.84 6.54 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.2 31.9 0.1 0.1 3.3 1.0 0.3 3.5 1.1 Delay (s) 47.3 33.1 71.9 30.2 236.1 51.3 33.5 30.5 39.1 20.7 Level of Service D C E C F DCCDC Approach Delay (s) 40.7 142.6 35.1 29.4 Approach LOS D F D C Intersection Summary HCM 2000 Control Delay 53.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 106.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 47.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 34 Future Volume (vph) 34 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1568 Flt Permitted 1.00 Satd. Flow (perm) 1568 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 38 RTOR Reduction (vph) 21 Lane Group Flow (vph) 17 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 46.4 Effective Green, g (s) 46.4 Actuated g/C Ratio 0.44 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 686 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.02 Uniform Delay, d1 16.9 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 17.0 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 133 293 65 7 346 166 156 75 6 134 75 Future Volume (vph) 20 133 293 65 7 346 166 156 75 6 134 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 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 0.97 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1790 1752 1845 1533 1752 1824 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1790 1752 1845 1533 1752 1824 1752 3505 Peak-hour factor, PHF 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph) 29 196 431 96 10 509 244 229 110 9 197 110 RTOR Reduction (vph)00600015403000 Lane Group Flow (vph) 0 225 521 0 10 509 90 229 116 0 197 110 Confl. Peds. (#/hr) 1 1 1 1 1 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 19.3 57.2 1.0 38.9 38.9 14.2 14.8 12.9 13.5 Effective Green, g (s) 19.3 57.2 1.0 38.9 38.9 14.2 14.8 12.9 13.5 Actuated g/C Ratio 0.18 0.54 0.01 0.37 0.37 0.13 0.14 0.12 0.13 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 318 965 16 677 562 234 254 213 446 v/s Ratio Prot c0.13 0.29 c0.01 c0.28 c0.13 c0.06 0.11 0.03 v/s Ratio Perm 0.06 v/c Ratio 0.71 0.54 0.62 0.75 0.16 0.98 0.45 0.92 0.25 Uniform Delay, d1 40.7 15.9 52.3 29.3 22.6 45.7 41.9 46.1 41.7 Progression Factor 0.70 0.65 1.00 1.00 1.00 1.00 1.00 0.90 0.88 Incremental Delay, d2 6.8 2.1 57.6 7.5 0.6 52.2 1.3 38.2 0.3 Delay (s) 35.2 12.4 109.9 36.9 23.2 97.9 43.2 79.4 36.8 Level of Service D B F D C F D E D Approach Delay (s) 19.2 33.4 79.2 56.9 Approach LOS B C E E Intersection Summary HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 106.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Movement SBR Lane Configurations Traffic Volume (vph) 189 Future Volume (vph) 189 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1547 Flt Permitted 1.00 Satd. Flow (perm) 1547 Peak-hour factor, PHF 0.68 Adj. Flow (vph) 278 RTOR Reduction (vph) 243 Lane Group Flow (vph) 35 Confl. Peds. (#/hr) 1 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 13.5 Effective Green, g (s) 13.5 Actuated g/C Ratio 0.13 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 197 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.18 Uniform Delay, d1 41.3 Progression Factor 1.18 Incremental Delay, d2 0.4 Delay (s) 49.0 Level of Service D Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Mitigated 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) 18 12 30 49 29 21 34 574 58 34 691 20 Future Volume (veh/h) 18 12 30 49 29 21 34 574 58 34 691 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 20 13 33 54 32 23 38 638 64 38 768 22 Adj No. of Lanes 110110110110 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %333333333333 Cap, veh/h 40 29 75 81 87 62 65 989 99 65 1069 31 Arrive On Green 0.02 0.06 0.06 0.05 0.09 0.09 0.04 0.60 0.60 0.04 0.60 0.60 Sat Flow, veh/h 1757 463 1175 1757 999 718 1757 1650 166 1757 1785 51 Grp Volume(v), veh/h 20 0 46 54 0 55 38 0 702 38 0 790 Grp Sat Flow(s),veh/h/ln 1757 0 1637 1757 0 1718 1757 0 1815 1757 0 1836 Q Serve(g_s), s 0.8 0.0 1.9 2.2 0.0 2.2 1.5 0.0 18.1 1.5 0.0 21.7 Cycle Q Clear(g_c), s 0.8 0.0 1.9 2.2 0.0 2.2 1.5 0.0 18.1 1.5 0.0 21.7 Prop In Lane 1.00 0.72 1.00 0.42 1.00 0.09 1.00 0.03 Lane Grp Cap(c), veh/h 40 0 104 81 0 149 65 0 1088 65 0 1100 V/C Ratio(X) 0.50 0.00 0.44 0.67 0.00 0.37 0.58 0.00 0.65 0.58 0.00 0.72 Avail Cap(c_a), veh/h 123 0 437 128 0 463 125 0 1088 125 0 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.6 0.0 32.3 33.6 0.0 30.9 33.9 0.0 9.4 33.9 0.0 10.1 Incr Delay (d2), s/veh 9.2 0.0 2.9 9.1 0.0 1.5 8.0 0.0 3.0 8.0 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 1.0 1.3 0.0 1.1 0.9 0.0 9.9 0.9 0.0 12.0 LnGrp Delay(d),s/veh 43.7 0.0 35.2 42.8 0.0 32.4 42.0 0.0 12.3 42.0 0.0 14.1 LnGrp LOS D D D C D B D B Approach Vol, veh/h 66 109 740 828 Approach Delay, s/veh 37.8 37.5 13.9 15.4 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.9 47.8 7.5 9.4 6.9 47.8 5.8 11.1 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 * 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 5.1 42.4 * 5.2 19.1 * 5.1 * 43 * 5 19.3 Max Q Clear Time (g_c+I1), s 3.5 20.1 4.2 3.9 3.5 23.7 2.8 4.2 Green Ext Time (p_c), s 0.0 4.8 0.0 0.1 0.0 5.3 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 17.0 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 203 21 213 239 230 24 375 214 240 457 65 Future Volume (veh/h) 76 203 21 213 239 230 24 375 214 240 457 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 79 211 22 222 249 240 25 391 223 250 476 68 Adj No. of Lanes 110111111110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 101 252 26 228 449 798 324 428 364 467 512 73 Arrive On Green 0.06 0.15 0.15 0.09 0.16 0.16 0.18 0.23 0.23 0.27 0.32 0.32 Sat Flow, veh/h 1757 1643 171 1757 1845 1568 1757 1845 1568 1757 1579 226 Grp Volume(v), veh/h 79 0 233 222 249 240 25 391 223 250 0 544 Grp Sat Flow(s),veh/h/ln 1757 0 1814 1757 1845 1568 1757 1845 1568 1757 0 1805 Q Serve(g_s), s 4.4 0.0 12.5 12.6 12.4 1.9 1.2 20.7 12.7 12.2 0.0 29.1 Cycle Q Clear(g_c), s 4.4 0.0 12.5 12.6 12.4 1.9 1.2 20.7 12.7 12.2 0.0 29.1 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 101 0 278 228 449 798 324 428 364 467 0 586 V/C Ratio(X) 0.78 0.00 0.84 0.97 0.55 0.30 0.08 0.91 0.61 0.54 0.00 0.93 Avail Cap(c_a), veh/h 177 0 495 228 563 895 324 452 384 467 0 639 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 0.78 0.00 0.78 Uniform Delay (d), s/veh 46.5 0.0 41.1 45.5 36.8 6.3 33.7 37.4 34.4 31.4 0.0 32.7 Incr Delay (d2), s/veh 12.2 0.0 6.7 47.9 0.9 0.2 0.1 26.3 7.5 0.9 0.0 19.5 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 2.5 0.0 6.8 9.2 6.5 2.5 0.6 13.7 6.3 6.0 0.0 17.7 LnGrp Delay(d),s/veh 58.7 0.0 47.8 93.4 37.8 6.5 33.8 63.7 41.9 32.4 0.0 52.2 LnGrp LOS E D F D A C E D C D Approach Vol, veh/h 312 711 639 794 Approach Delay, s/veh 50.6 44.6 54.9 45.9 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.8 29.2 18.7 21.3 22.6 37.3 10.0 30.1 Change Period (Y+Rc), s 4.2 * 6 5.7 * 6 4.2 * 4.9 * 4.2 5.7 Max Green Setting (Gmax), s 14.8 * 25 13.0 * 27 5.0 * 35 * 10 30.5 Max Q Clear Time (g_c+I1), s 14.2 22.7 14.6 14.5 3.2 31.1 6.4 14.4 Green Ext Time (p_c), s 0.0 0.6 0.0 0.8 0.0 1.3 0.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 48.5 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 533 146 207 581 112 110 Future Volume (veh/h) 533 146 207 581 112 110 Number 4 14 3 8 5 12 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 Adj Sat Flow, veh/h/ln 1845 1900 1845 1845 1845 1845 Adj Flow Rate, veh/h 586 160 227 638 123 121 Adj No. of Lanes 101111 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %333333 Cap, veh/h 830 227 255 1442 178 158 Arrive On Green 0.79 0.79 0.10 0.52 0.10 0.10 Sat Flow, veh/h 1396 381 1757 1845 1757 1568 Grp Volume(v), veh/h 0 746 227 638 123 121 Grp Sat Flow(s),veh/h/ln 0 1777 1757 1845 1757 1568 Q Serve(g_s), s 0.0 19.9 12.8 21.4 6.8 7.5 Cycle Q Clear(g_c), s 0.0 19.9 12.8 21.4 6.8 7.5 Prop In Lane 0.21 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1057 255 1442 178 158 V/C Ratio(X) 0.00 0.71 0.89 0.44 0.69 0.76 Avail Cap(c_a), veh/h 0 1057 255 1442 474 423 HCM Platoon Ratio 1.33 1.33 0.67 0.67 1.00 1.00 Upstream Filter(I) 0.00 0.69 0.81 0.81 1.00 1.00 Uniform Delay (d), s/veh 0.0 6.3 44.4 10.3 43.4 43.8 Incr Delay (d2), s/veh 0.0 2.8 25.6 0.8 4.8 7.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.2 8.0 11.3 3.5 3.6 LnGrp Delay(d),s/veh 0.0 9.1 70.0 11.1 48.2 51.2 LnGrp LOS A E B D D Approach Vol, veh/h 746 865 244 Approach Delay, s/veh 9.1 26.6 49.7 Approach LOS A C D Timer 12345678 Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 16.1 18.7 65.2 83.9 Change Period (Y+Rc), s 6.0 * 4.2 5.7 5.7 Max Green Setting (Gmax), s 27.0 * 15 42.6 61.3 Max Q Clear Time (g_c+I1), s 9.5 14.8 21.9 23.4 Green Ext Time (p_c), s 0.6 0.0 4.8 4.1 Intersection Summary HCM 2010 Ctrl Delay 22.6 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 642 84 209 754 53 149 Future Volume (veh/h) 642 84 209 754 53 149 Number 4 14 3 8 5 12 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 Adj Sat Flow, veh/h/ln 1845 1900 1845 1845 1845 1845 Adj Flow Rate, veh/h 698 91 227 820 58 162 Adj No. of Lanes 101111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333 Cap, veh/h 701 91 480 1417 221 197 Arrive On Green 0.58 0.58 0.27 0.77 0.13 0.13 Sat Flow, veh/h 1599 209 1757 1845 1757 1568 Grp Volume(v), veh/h 0 789 227 820 58 162 Grp Sat Flow(s),veh/h/ln 0 1808 1757 1845 1757 1568 Q Serve(g_s), s 0.0 43.4 10.8 18.6 3.0 10.1 Cycle Q Clear(g_c), s 0.0 43.4 10.8 18.6 3.0 10.1 Prop In Lane 0.12 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 792 480 1417 221 197 V/C Ratio(X) 0.00 1.00 0.47 0.58 0.26 0.82 Avail Cap(c_a), veh/h 0 792 480 1417 474 423 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.60 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 20.8 30.3 4.8 39.5 42.6 Incr Delay (d2), s/veh 0.0 23.9 0.7 1.7 0.6 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 26.6 5.3 9.8 1.5 4.8 LnGrp Delay(d),s/veh 0.0 44.7 31.1 6.6 40.1 50.8 LnGrp LOS D C A D D Approach Vol, veh/h 789 1047 220 Approach Delay, s/veh 44.7 11.9 48.0 Approach LOS D B D Timer 12345678 Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 17.9 32.6 49.5 82.1 Change Period (Y+Rc), s 5.3 5.3 * 5.7 5.3 Max Green Setting (Gmax), s 27.0 14.0 * 44 62.4 Max Q Clear Time (g_c+I1), s 12.1 12.8 45.4 20.6 Green Ext Time (p_c), s 0.5 0.1 0.0 6.5 Intersection Summary HCM 2010 Ctrl Delay 28.3 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Near Term + Project (Buildout) PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 6 43 66 4 169 91 327 9 88 440 165 Future Volume (veh/h) 109 6 43 66 4 169 91 327 9 88 440 165 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 127 7 50 77 5 197 106 380 10 102 512 192 Adj No. of Lanes 110110111121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 161 11 80 306 6 238 639 913 776 128 653 292 Arrive On Green 0.09 0.06 0.06 0.17 0.15 0.15 0.36 0.49 0.49 0.07 0.19 0.19 Sat Flow, veh/h 1757 196 1401 1757 39 1535 1757 1845 1568 1757 3505 1568 Grp Volume(v), veh/h 127 0 57 77 0 202 106 380 10 102 512 192 Grp Sat Flow(s),veh/h/ln 1757 0 1597 1757 0 1574 1757 1845 1568 1757 1752 1568 Q Serve(g_s), s 7.1 0.0 3.5 3.8 0.0 12.4 4.1 13.1 0.1 5.7 13.9 11.4 Cycle Q Clear(g_c), s 7.1 0.0 3.5 3.8 0.0 12.4 4.1 13.1 0.1 5.7 13.9 11.4 Prop In Lane 1.00 0.88 1.00 0.98 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 161 0 91 306 0 244 639 913 776 128 653 292 V/C Ratio(X) 0.79 0.00 0.63 0.25 0.00 0.83 0.17 0.42 0.01 0.80 0.78 0.66 Avail Cap(c_a), veh/h 207 0 484 306 0 472 639 913 776 172 946 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 0.0 46.1 35.7 0.0 41.0 21.6 16.1 2.6 45.6 38.8 37.7 Incr Delay (d2), s/veh 14.4 0.0 6.9 0.4 0.0 7.1 0.1 1.4 0.0 16.7 9.2 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 1.7 1.9 0.0 5.9 2.0 7.0 0.1 3.4 7.6 5.8 LnGrp Delay(d),s/veh 58.9 0.0 53.0 36.1 0.0 48.1 21.7 17.5 2.7 62.3 47.9 48.8 LnGrp LOS E D D D C B A E D D Approach Vol, veh/h 184 279 496 806 Approach Delay, s/veh 57.1 44.7 18.1 50.0 Approach LOS E D B D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.5 55.5 21.6 11.4 42.3 24.6 13.3 19.7 Change Period (Y+Rc), s * 4.2 6.0 4.2 * 5.7 6.0 * 6 * 4.2 * 4.2 Max Green Setting (Gmax), s * 9.8 29.8 10.0 * 30 12.6 * 27 * 12 * 30 Max Q Clear Time (g_c+I1), s 7.7 15.1 5.8 5.5 6.1 15.9 9.1 14.4 Green Ext Time (p_c), s 0.0 1.7 0.0 0.2 0.1 2.7 0.1 1.0 Intersection Summary HCM 2010 Ctrl Delay 40.9 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 74 34 38 84 44 118 9 101 291 90 183 306 Future Volume (vph) 74 34 38 84 44 118 9 101 291 90 183 306 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1699 1752 1845 1568 1752 3505 1531 1752 1845 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1699 1752 1845 1568 1752 3505 1531 1752 1845 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 79 36 40 89 47 126 10 107 310 96 195 326 RTOR Reduction (vph) 0 33 0 0 0 109 0 0 0 62 0 0 Lane Group Flow (vph) 79 43 0 89 47 17 0 117 310 34 195 326 Confl. Peds. (#/hr)22 Turn Type Prot NA Prot NA Perm Prot Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 10.1 17.0 6.8 13.7 13.7 11.3 35.6 35.6 20.5 44.8 Effective Green, g (s) 10.1 17.0 6.8 13.7 13.7 11.3 35.6 35.6 20.5 44.8 Actuated g/C Ratio 0.10 0.17 0.07 0.14 0.14 0.11 0.36 0.36 0.20 0.45 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 176 288 119 252 214 197 1247 545 359 826 v/s Ratio Prot c0.05 0.03 c0.05 c0.03 c0.07 0.09 c0.11 c0.18 v/s Ratio Perm 0.01 0.02 v/c Ratio 0.45 0.15 0.75 0.19 0.08 0.59 0.25 0.06 0.54 0.39 Uniform Delay, d1 42.3 35.3 45.8 38.2 37.7 42.2 22.8 21.2 35.6 18.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.37 Incremental Delay, d2 1.8 0.2 22.3 0.4 0.2 4.7 0.5 0.2 1.6 1.4 Delay (s) 44.1 35.6 68.1 38.6 37.8 46.9 23.2 21.4 25.9 8.3 Level of Service D D E D D DCCCA Approach Delay (s) 39.9 48.2 28.2 14.3 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement SBR Lane Configurations Traffic Volume (vph) 112 Future Volume (vph) 112 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1568 Flt Permitted 1.00 Satd. Flow (perm) 1568 Peak-hour factor, PHF 0.94 Adj. Flow (vph) 119 RTOR Reduction (vph) 66 Lane Group Flow (vph) 53 Confl. Peds. (#/hr) Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 44.8 Effective Green, g (s) 44.8 Actuated g/C Ratio 0.45 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 702 v/s Ratio Prot v/s Ratio Perm 0.03 v/c Ratio 0.08 Uniform Delay, d1 15.8 Progression Factor 0.74 Incremental Delay, d2 0.2 Delay (s) 11.8 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 124 211 45 9 193 80 25 69 10 94 47 Future Volume (vph) 1 124 211 45 9 193 80 25 69 10 94 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 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 0.97 1.00 1.00 0.85 1.00 0.98 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1792 1751 1845 1568 1749 1810 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1792 1751 1845 1568 1749 1810 1752 3505 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1 138 234 50 10 214 89 28 77 11 104 52 RTOR Reduction (vph)0080006608000 Lane Group Flow (vph) 0 139 276 0 10 214 23 28 80 0 104 52 Confl. Peds. (#/hr) 2 2 4 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 9.4 24.6 0.6 15.8 15.8 0.6 8.1 6.6 14.1 Effective Green, g (s) 9.4 24.6 0.6 15.8 15.8 0.6 8.1 6.6 14.1 Actuated g/C Ratio 0.16 0.41 0.01 0.26 0.26 0.01 0.13 0.11 0.23 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 274 734 17 485 412 17 244 192 823 v/s Ratio Prot c0.08 0.15 0.01 c0.12 c0.02 c0.04 c0.06 0.01 v/s Ratio Perm 0.01 v/c Ratio 0.51 0.38 0.59 0.44 0.06 1.65 0.33 0.54 0.06 Uniform Delay, d1 23.2 12.3 29.6 18.4 16.5 29.7 23.5 25.3 17.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.3 42.8 0.6 0.1 461.3 0.8 3.1 0.0 Delay (s) 24.7 12.7 72.3 19.1 16.6 491.0 24.3 28.4 17.9 Level of Service C B E B B F C C B Approach Delay (s) 16.6 20.1 136.9 22.4 Approach LOS B C F C Intersection Summary HCM 2000 Control Delay 31.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Near Term + Project (Buildout) PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Movement SBR Lane Configurations Traffic Volume (vph) 75 Future Volume (vph) 75 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1545 Flt Permitted 1.00 Satd. Flow (perm) 1545 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 83 RTOR Reduction (vph) 63 Lane Group Flow (vph) 20 Confl. Peds. (#/hr) 4 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 14.1 Effective Green, g (s) 14.1 Actuated g/C Ratio 0.23 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 363 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.05 Uniform Delay, d1 17.8 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 17.8 Level of Service B Approach Delay (s) Approach LOS Intersection Summary Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 53 72 127 71 72 306 75 227 Average Queue (ft) 18 30 58 23 22 126 15 97 95th Queue (ft) 47 63 107 55 54 247 49 184 Link Distance (ft) 652 2486 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 53 24 55 96 Average Queue (ft) 17 1 20 38 95th Queue (ft) 47 8 50 66 Link Distance (ft) 2578 2615 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB NB SB SB Directions Served L TR L T R L T R L TR Maximum Queue (ft) 161 285 150 177 169 255 557 370 255 544 Average Queue (ft) 63 184 84 104 61 65 302 137 159 299 95th Queue (ft) 123 277 143 172 136 170 490 335 284 476 Link Distance (ft) 2615 2578 1909 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 175 250 175 Storage Blk Time (%) 0 32 7 24 Queuing Penalty (veh) 0 94 43 42 Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 697 210 236 178 244 Average Queue (ft) 262 143 64 69 69 95th Queue (ft) 507 217 140 134 135 Link Distance (ft) 2578 2549 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 577 154 262 120 264 Average Queue (ft) 146 66 67 68 89 95th Queue (ft) 364 124 172 116 163 Link Distance (ft) 2549 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB WB NB NB NB SB SB SB SB Directions Served L TR L TR L T R L T T R Maximum Queue (ft) 196 91 70 190 85 387 14 231 246 139 32 Average Queue (ft) 98 33 30 60 18 205 3 136 120 41 15 95th Queue (ft) 163 69 62 122 54 347 13 213 206 111 36 Link Distance (ft) 1453 1258 895 1475 1475 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 530 250 250 Storage Blk Time (%) 7 0 0 Queuing Penalty (veh) 3 0 0 Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB WB WB NB SB SB Directions Served L R L TR L L TR Maximum Queue (ft) 24 23 48 24 82 31 74 Average Queue (ft) 6 7 17 11 23 4 5 95th Queue (ft) 19 24 39 30 55 19 29 Link Distance (ft) 1320 2533 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Project Driveway Movement SB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 6 95th Queue (ft) 25 Link Distance (ft) 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served L TR L T R UL T T R L T R Maximum Queue (ft) 200 105 176 94 74 92 227 134 63 312 319 12 Average Queue (ft) 82 43 72 28 31 38 111 28 27 164 127 2 95th Queue (ft) 156 92 144 79 54 78 180 88 57 274 264 9 Link Distance (ft) 898 2576 2576 362 362 366 366 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 250 Storage Blk Time (%)41 Queuing Penalty (veh)10 4 Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB SB Directions Served UL TR L T R L TR L T T R Maximum Queue (ft) 201 152 52 358 110 242 238 158 113 99 93 Average Queue (ft) 106 58 8 164 47 132 70 90 43 10 49 95th Queue (ft) 190 133 30 282 83 210 156 134 94 45 81 Link Distance (ft) 2576 407 1002 2516 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 3 0 0 0 Queuing Penalty (veh) 4 0 0 0 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 79 79 54 97 Average Queue (ft) 47 37 36 42 95th Queue (ft) 73 59 53 72 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 49 95 53 100 30 101 78 74 Average Queue (ft) 20 47 18 48 10 49 38 34 95th Queue (ft) 43 77 43 83 33 81 59 52 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 73 226 228 283 294 189 42 116 75 74 158 249 Average Queue (ft) 25 158 146 173 82 82 12 52 38 25 80 117 95th Queue (ft) 58 213 215 270 202 152 28 89 66 63 126 212 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 1 0 2 0 8 8 Queuing Penalty (veh) 3 1 1 0 4 6 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 304 208 Average Queue (ft) 98 34 95th Queue (ft) 220 102 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 2 Queuing Penalty (veh) 3 Intersection: 16: Grantland Avenue & Dakota Avenue Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Near Term + Project (Buildout) AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 92 64 77 151 Average Queue (ft) 46 41 41 76 95th Queue (ft) 73 61 66 124 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 221 Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 77 71 71 74 74 339 53 330 Average Queue (ft) 21 33 32 31 28 125 24 177 95th Queue (ft) 53 57 59 70 61 257 57 319 Link Distance (ft) 652 2486 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 0 3 Queuing Penalty (veh) 0 1 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 71 25 31 50 Average Queue (ft) 6 1 9 27 95th Queue (ft) 33 8 32 45 Link Distance (ft) 2578 2615 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB NB SB SB Directions Served L TR L T R L T R L TR Maximum Queue (ft) 131 246 202 325 116 74 494 370 255 789 Average Queue (ft) 70 142 132 104 49 33 186 88 197 266 95th Queue (ft) 111 222 206 190 90 70 357 225 314 487 Link Distance (ft) 2615 2578 1910 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 175 250 175 Storage Blk Time (%) 1 14 11 19 Queuing Penalty (veh) 4 33 57 46 Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 434 336 263 196 118 Average Queue (ft) 262 156 69 81 44 95th Queue (ft) 439 267 182 138 77 Link Distance (ft) 2578 2549 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 12 0 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 568 305 284 133 119 Average Queue (ft) 152 133 90 46 66 95th Queue (ft) 332 218 211 97 119 Link Distance (ft) 2549 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 14 1 Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB WB NB NB NB SB SB SB SB Directions Served L TR L TR L T R L T T R Maximum Queue (ft) 168 67 74 182 130 327 14 120 219 161 54 Average Queue (ft) 72 14 39 68 51 106 2 62 99 55 29 95th Queue (ft) 132 41 76 129 103 240 9 113 179 135 56 Link Distance (ft) 1453 1257 895 1474 1474 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 530 250 250 Storage Blk Time (%) 2 Queuing Penalty (veh) 2 Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB WB WB NB SB Directions Served L R L TR L L Maximum Queue (ft) 16 22 25 47 45 25 Average Queue (ft) 1 1 14 11 3 2 95th Queue (ft) 7 7 33 34 19 14 Link Distance (ft) 1320 2533 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Ashlan Avenue & Parc West Drive Movement SB Directions Served LR Maximum Queue (ft) 66 Average Queue (ft) 2 95th Queue (ft) 22 Link Distance (ft) 948 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served L TR L T R UL T T R L T R Maximum Queue (ft) 189 120 129 98 54 139 213 166 89 223 211 85 Average Queue (ft) 45 38 55 26 31 80 106 36 33 111 83 21 95th Queue (ft) 108 93 100 66 51 130 187 118 68 205 172 57 Link Distance (ft) 909 2576 2576 362 362 358 358 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB Directions Served UL TR L T R L TR L T R Maximum Queue (ft) 266 212 31 139 52 49 109 94 95 72 Average Queue (ft) 76 53 7 54 24 18 41 49 27 22 95th Queue (ft) 164 125 27 105 47 45 78 84 66 45 Link Distance (ft) 2576 403 1003 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 1 Queuing Penalty (veh) 3 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 127 74 56 93 Average Queue (ft) 63 41 39 42 95th Queue (ft) 99 60 57 68 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 52 158 55 168 56 136 90 154 Average Queue (ft) 18 65 39 97 24 68 35 68 95th Queue (ft) 44 114 58 155 47 110 66 110 Link Distance (ft) 2575 2107 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 275 Storage Blk Time (%) 3 4 0 4 Queuing Penalty (veh) 1 3 0 1 Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 53 117 116 384 457 381 62 115 119 55 123 121 Average Queue (ft) 12 63 76 208 130 108 22 50 41 27 58 64 95th Queue (ft) 37 107 116 354 326 214 46 93 73 64 95 106 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 18 1 1 0 1 Queuing Penalty (veh) 80 3 1 0 1 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 93 56 Average Queue (ft) 30 7 95th Queue (ft) 63 31 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 16: Grantland Avenue & Dakota Avenue Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Near Term + Project (Buildout) PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 74 55 101 77 Average Queue (ft) 37 35 57 51 95th Queue (ft) 56 51 94 76 Link Distance (ft) 2601 2580 2582 1625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 263 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | K Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix K: Cumulative Year 2035 No Project Traffic Conditions HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 227.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 242 59 87 48 25 29 662 37 14 575 21 Future Vol, veh/h 57 242 59 87 48 25 29 662 37 14 575 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 62 263 64 95 52 27 32 720 40 15 625 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1511 1491 637 1634 1482 740 648 0 0 760 0 0 Stage 1 667 667 - 804 804 ------- Stage 2 844 824 - 830 678 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 98 ~ 123 475 ~ 80 125 415 933 - - 847 - - Stage 1 447 455 - 375 394 ------- Stage 2 356 386 - 363 450 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 58 ~ 117 475 - 119 415 933 - - 847 - - Mov Cap-2 Maneuver ~ 58 ~ 117 - - 119 ------- Stage 1 432 447 - 362 381 ------- Stage 2 277 373 - 127 442 ------- Approach EB WB NB SB HCM Control Delay, s$ 1179.7 0.4 0.2 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 933 - - 113 - 847 - - HCM Lane V/C Ratio 0.034 - - 3.444 - 0.018 - - HCM Control Delay (s) 9 - -$ 1179.7 - 9.3 - - HCM Lane LOS A - - F - A - - HCM 95th %tile Q(veh) 0.1 - - 38.3 - 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 2: Garfield Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 454 2 4 383 27 12 23 6 45 5 79 Future Vol, veh/h 57 454 2 4 383 27 12 23 6 45 5 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 62 493 2 4 416 29 13 25 7 49 5 86 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 445 0 0 495 0 0 1102 1071 494 1073 1058 431 Stage 1 ------618618-439439- Stage 2 ------484453-634619- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1110 - - 1064 - - 188 220 573 197 224 622 Stage 1 ------475479-595576- Stage 2 ------562568-466479- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1110 - - 1064 - - 149 202 573 165 206 622 Mov Cap-2 Maneuver ------149202-165206- Stage 1 ------438442-549573- Stage 2 ------477565-401442- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 28.1 26.6 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 200 1110 - - 1064 - - 304 HCM Lane V/C Ratio 0.223 0.056 - - 0.004 - - 0.461 HCM Control Delay (s) 28.1 8.4 0 - 8.4 0 - 26.6 HCM Lane LOS D A A - A A - D HCM 95th %tile Q(veh) 0.8 0.2 - - 0 - - 2.3 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 359 53 89 292 219 49 383 80 177 503 100 Future Volume (veh/h) 127 359 53 89 292 219 49 383 80 177 503 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 138 390 58 97 317 238 53 416 87 192 547 109 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 161 549 82 120 308 231 702 982 205 217 570 114 Arrive On Green 0.09 0.35 0.35 0.07 0.31 0.31 0.40 0.66 0.66 0.12 0.38 0.38 Sat Flow, veh/h 1757 1570 233 1757 979 735 1757 1480 310 1757 1494 298 Grp Volume(v), veh/h 138 0 448 97 0 555 53 0 503 192 0 656 Grp Sat Flow(s),veh/h/ln 1757 0 1803 1757 0 1715 1757 0 1790 1757 0 1792 Q Serve(g_s), s 9.3 0.0 25.8 6.5 0.0 37.7 2.2 0.0 15.8 12.9 0.0 42.8 Cycle Q Clear(g_c), s 9.3 0.0 25.8 6.5 0.0 37.7 2.2 0.0 15.8 12.9 0.0 42.8 Prop In Lane 1.00 0.13 1.00 0.43 1.00 0.17 1.00 0.17 Lane Grp Cap(c), veh/h 161 0 631 120 0 539 702 0 1188 217 0 684 V/C Ratio(X) 0.86 0.00 0.71 0.81 0.00 1.03 0.08 0.00 0.42 0.89 0.00 0.96 Avail Cap(c_a), veh/h 161 0 631 146 0 539 702 0 1188 217 0 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.00 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 33.7 55.1 0.0 41.2 22.3 0.0 9.4 51.8 0.0 36.2 Incr Delay (d2), s/veh 34.0 0.0 3.7 2.6 0.0 20.4 0.0 0.0 1.1 32.5 0.0 25.8 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 6.0 0.0 13.5 3.3 0.0 20.9 1.1 0.0 8.1 8.2 0.0 26.0 LnGrp Delay(d),s/veh 87.7 0.0 37.5 57.7 0.0 61.5 22.4 0.0 10.6 84.3 0.0 62.0 LnGrp LOS F D E F C B F E Approach Vol, veh/h 586 652 556 848 Approach Delay, s/veh 49.3 61.0 11.7 67.0 Approach LOS D E B E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 86.9 12.4 48.0 55.2 50.7 17.0 43.4 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 6.0 * 4.9 6.0 * 5.7 Max Green Setting (Gmax), s * 15 36.4 * 10 38.4 5.2 * 47 11.0 * 38 Max Q Clear Time (g_c+I1), s 14.9 17.8 8.5 27.8 4.2 44.8 11.3 39.7 Green Ext Time (p_c), s 0.0 2.6 0.0 1.7 0.0 0.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 49.9 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 4: Veterans Boulevard & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 540 24 69 661 420 58 1177 87 391 1002 25 Future Volume (veh/h) 23 540 24 69 661 420 58 1177 87 391 1002 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 25 587 26 75 718 457 63 1279 95 425 1089 27 Adj No. of Lanes 110110120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 45 609 27 91 381 242 81 1050 78 723 2431 60 Arrive On Green 0.03 0.35 0.35 0.05 0.36 0.36 0.02 0.10 0.10 0.41 0.70 0.70 Sat Flow, veh/h 1757 1753 78 1757 1055 671 1757 3309 245 1757 3495 87 Grp Volume(v), veh/h 25 0 613 75 0 1175 63 676 698 425 546 570 Grp Sat Flow(s),veh/h/ln 1757 0 1831 1757 0 1726 1757 1752 1801 1757 1752 1829 Q Serve(g_s), s 1.7 0.0 39.4 5.1 0.0 43.3 4.3 38.1 38.1 22.5 16.5 16.5 Cycle Q Clear(g_c), s 1.7 0.0 39.4 5.1 0.0 43.3 4.3 38.1 38.1 22.5 16.5 16.5 Prop In Lane 1.00 0.04 1.00 0.39 1.00 0.14 1.00 0.05 Lane Grp Cap(c), veh/h 45 0 636 91 0 623 81 556 572 723 1219 1272 V/C Ratio(X) 0.55 0.00 0.96 0.83 0.00 1.89 0.78 1.22 1.22 0.59 0.45 0.45 Avail Cap(c_a), veh/h 73 0 642 91 0 623 82 556 572 723 1219 1272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.00 0.50 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 0.0 38.4 56.4 0.0 38.4 58.5 53.7 53.7 27.4 8.1 8.1 Incr Delay (d2), s/veh 5.2 0.0 17.1 43.9 0.0 405.0 4.3 98.5 100.6 1.2 1.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 23.0 3.6 0.0 90.7 2.2 33.7 35.0 11.1 8.3 8.6 LnGrp Delay(d),s/veh 63.0 0.0 55.6 100.3 0.0 443.3 62.8 152.2 154.3 28.7 9.3 9.2 LnGrp LOS E E F F E F F C A A Approach Vol, veh/h 638 1250 1437 1541 Approach Delay, s/veh 55.9 422.7 149.3 14.6 Approach LOS E F F B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 56.2 43.8 10.4 47.4 9.7 90.3 8.8 49.0 Change Period (Y+Rc), s 5.7 * 5.7 * 4.2 5.7 * 4.2 5.7 5.7 * 5.7 Max Green Setting (Gmax), s 13.8 * 38 * 6.2 42.1 * 5.6 46.3 5.0 * 43 Max Q Clear Time (g_c+I1), s 24.5 40.1 7.1 41.4 6.3 18.5 3.7 45.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 7.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 164.6 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 525.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 561 267 202 764 348 193 Future Vol, veh/h 561 267 202 764 348 193 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 610 290 220 830 378 210 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 900 0 2025 755 Stage 1 - - - - 755 - Stage 2 - - - - 1270 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 751 - ~ 63 407 Stage 1 - - - - 462 - Stage 2 - - - - ~ 263 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 751 - ~ 45 407 Mov Cap-2 Maneuver - - - - ~ 45 - Stage 1 - - - - ~ 327 - Stage 2 - - - - ~ 263 - Approach EB WB NB HCM Control Delay, s 0 2.5 $ 2263.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 45 407 - - 751 - HCM Lane V/C Ratio 8.406 0.515 - - 0.292 - HCM Control Delay (s) $ 3506.1 22.9 - - 11.8 - HCM Lane LOS F C - - B - HCM 95th %tile Q(veh) 44.8 2.9 - - 1.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 123.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 756 84 126 819 90 218 Future Vol, veh/h 756 84 126 819 90 218 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 796 88 133 862 95 229 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 884 0 1968 840 Stage 1 - - - - 840 - Stage 2 - - - - 1128 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 761 - ~ 69 364 Stage 1 - - - - 422 - Stage 2 - - - - 308 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 761 - ~ 46 364 Mov Cap-2 Maneuver - - - - ~ 46 - Stage 1 - - - - 281 - Stage 2 - - - - 308 - Approach EB WB NB HCM Control Delay, s 0 1.4 $ 835.3 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 121 - - 761 - HCM Lane V/C Ratio 2.679 - - 0.174 - HCM Control Delay (s) $ 835.3 - - 10.7 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 29.5 - - 0.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 7: Grantland Avenue & Stadium Drive 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 46.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 187 1341 16 238 875 Future Vol, veh/h 46 187 1341 16 238 875 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 530 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 53 217 1559 19 277 1017 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 3130 1559 0 0 1578 0 Stage 1 1559 ----- Stage 2 1571 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver ~ 12 ~ 138 - - 414 - Stage 1 190 ----- Stage 2 187 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 0 ~ 138 - - 414 - Mov Cap-2 Maneuver 0 ----- Stage 1 0 ----- Stage 2 187 ----- Approach WB NB SB HCM Control Delay, s$ 512.4 0 6.3 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 138 414 - HCM Lane V/C Ratio - - 1.963 0.668 - HCM Control Delay (s) - -$ 512.4 29.5 0 HCM Lane LOS - - F D A HCM 95th %tile Q(veh) - - 21.4 4.7 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 203 29 161 27 262 249 1012 87 311 691 91 Future Volume (veh/h) 52 203 29 161 27 262 249 1012 87 311 691 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 60 236 34 187 31 305 290 1177 101 362 803 106 Adj No. of Lanes 110110110111 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 77 295 43 129 30 291 238 793 68 202 812 691 Arrive On Green 0.04 0.19 0.19 0.07 0.20 0.20 0.14 0.47 0.47 0.23 0.88 0.88 Sat Flow, veh/h 1757 1577 227 1757 147 1443 1757 1676 144 1757 1845 1568 Grp Volume(v), veh/h 60 0 270 187 0 336 290 0 1278 362 803 106 Grp Sat Flow(s),veh/h/ln 1757 0 1805 1757 0 1590 1757 0 1819 1757 1845 1568 Q Serve(g_s), s 4.1 0.0 17.2 8.8 0.0 24.2 16.2 0.0 56.8 13.8 48.1 1.1 Cycle Q Clear(g_c), s 4.1 0.0 17.2 8.8 0.0 24.2 16.2 0.0 56.8 13.8 48.1 1.1 Prop In Lane 1.00 0.13 1.00 0.91 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 77 0 338 129 0 321 238 0 861 202 812 691 V/C Ratio(X) 0.78 0.00 0.80 1.45 0.00 1.05 1.22 0.00 1.48 1.79 0.99 0.15 Avail Cap(c_a), veh/h 102 0 338 129 0 321 238 0 861 202 875 743 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.46 0.46 0.46 Uniform Delay (d), s/veh 56.8 0.0 46.6 55.6 0.0 47.9 51.9 0.0 31.6 46.2 6.9 4.1 Incr Delay (d2), s/veh 23.7 0.0 12.8 241.0 0.0 63.3 131.1 0.0 224.4 365.4 18.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 9.8 12.9 0.0 16.2 16.5 0.0 82.1 27.1 25.7 0.5 LnGrp Delay(d),s/veh 80.5 0.0 59.4 296.6 0.0 111.2 183.0 0.0 256.0 411.6 25.8 4.3 LnGrp LOS F E F F F F F C A Approach Vol, veh/h 330 523 1568 1271 Approach Delay, s/veh 63.3 177.5 242.5 133.9 Approach LOS E F F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 62.5 13.0 28.4 21.8 58.7 11.2 30.2 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 6.0 5.7 * 5.7 6.0 * 6 Max Green Setting (Gmax), s * 14 54.9 * 8.8 22.4 11.8 * 57 7.0 * 24 Max Q Clear Time (g_c+I1), s 15.8 58.8 10.8 19.2 18.2 50.1 6.1 26.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 3.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 179.9 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Int Delay, s/veh 81.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 58 243 215 50 64 161 172 236 76 50 141 130 Future Vol, veh/h 58 243 215 50 64 161 172 236 76 50 141 130 Conflicting Peds, #/hr 0 0000024000024 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 67 283 250 58 74 187 200 274 88 58 164 151 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1229 1142 264 1340 1173 318 339 0 0 362 0 0 Stage 1 380 380 - 718 718 ------- Stage 2 849 762 - 622 455 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 154 ~ 200 772 129 191 720 1215 - - 1191 - - Stage 1 640 612 - 419 432 ------- Stage 2 354 412 - 473 567 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 57 ~ 155 754 - 148 720 1187 - - 1191 - - Mov Cap-2 Maneuver ~ 57 ~ 155 - - 148 ------- Stage 1 520 569 - 349 359 ------- Stage 2 173 343 - 151 527 ------- Approach EB WB NB SB HCM Control Delay, s 247.7 3.1 1.3 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1187 - - 57 155 754 - 343 1191 - - HCM Lane V/C Ratio 0.168 - - 1.183 1.823 0.332 - 0.763 0.049 - - HCM Control Delay (s) 8.6 - - 297.3$ 444.3 12.1 - 42.4 8.2 - - HCM Lane LOS A - - F F B - E A - - HCM 95th %tile Q(veh) 0.6 - - 5.7 21 1.5 - 6 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Intersection Int Delay, s/veh 10.4 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 117 212 23 1046 115 238 808 Future Vol, veh/h 117 212 23 1046 115 238 808 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length - 0 250 - - 250 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 86 Heavy Vehicles, % 3 333333 Mvmt Flow 136 247 27 1216 134 277 940 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2831 675 - 0 0 1350 0 Stage 1 1337 ------ Stage 2 1494 ------ Critical Hdwy 6.095 7.145 - - - 5.345 - Critical Hdwy Stg 1 6.645 ------ Critical Hdwy Stg 2 5.445 ------ Follow-up Hdwy 3.67853.9285 - - -3.1285 - Pot Cap-1 Maneuver ~ 25 339 - - - ~ 263 - Stage 1 152 ------ Stage 2 199 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 0 339 - - - ~ 263 - Mov Cap-2 Maneuver 0 ------ Stage 1 0 ------ Stage 2 199 ------ Approach WB NB SB HCM Control Delay, s 25.4 HCM LOS - Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)----339~ 263- HCM Lane V/C Ratio ----0.727 1.052 - HCM Control Delay (s)----39.3 111.8 - HCM Lane LOS ----EF- HCM 95th %tile Q(veh)----5.411.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 No Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Intersection Intersection Delay, s/veh 111.3 Intersection LOS F Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 116 257 99 33 265 254 174 149 18 174 157 Future Vol, veh/h 20 116 257 99 33 265 254 174 149 18 174 157 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, %333333333333 Mvmt Flow 23 135 299 115 38 308 295 202 173 21 202 183 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 74.2 261.8 26.7 40.9 HCM LOS F F D E Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 69% 0% Vol Thru, % 0% 89% 0% 72% 0% 51% 31% 30% Vol Right, % 0% 11% 0% 28% 0% 49% 0% 70% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 174 167 136 356 33 519 253 259 LT Vol 174 0 136 0 33 0 174 0 Through Vol 0 149 0 257 0 265 79 79 RT Vol 0 18 0 99 0 254 0 180 Lane Flow Rate 202 194 158 414 38 603 294 301 Geometry Grp 77777777 Degree of Util (X) 0.575 0.521 0.432 1.05 0.107 1.535 0.793 0.743 Departure Headway (Hd) 11.492 10.879 10.906 10.17 10.337 9.452 10.931 10.048 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 316 334 332 360 349 392 335 364 Service Time 9.192 8.579 8.606 7.87 8.037 7.152 8.631 7.748 HCM Lane V/C Ratio 0.639 0.581 0.476 1.15 0.109 1.538 0.878 0.827 HCM Control Delay 28.6 24.8 21.6 94.3 14.3 277.5 45 36.8 HCM Lane LOS D C C F B F E E HCM 95th-tile Q 3.4 2.9 2.1 13 0.4 32.3 6.5 5.8 HCM 2010 AWSC Cumulative Year 2035 No Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 180 Future Vol, veh/h 180 Peak Hour Factor 0.86 Heavy Vehicles, % 3 Mvmt Flow 209 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Cumulative Year 2035 No Project AM Peak 13: Hayes Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh20.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 296 44 22 326 21 77 82 49 35 108 51 Future Vol, veh/h 31 296 44 22 326 21 77 82 49 35 108 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 34 322 48 24 354 23 84 89 53 38 117 55 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 23.6 23.6 15.6 15 HCM LOS C C C B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 37% 8% 6% 18% Vol Thru, % 39% 80% 88% 56% Vol Right, % 24% 12% 6% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 208 371 369 194 LT Vol 77 31 22 35 Through Vol 82 296 326 108 RT Vol 49 44 21 51 Lane Flow Rate 226 403 401 211 Geometry Grp 1111 Degree of Util (X) 0.44 0.71 0.709 0.411 Departure Headway (Hd) 7.012 6.334 6.367 7.013 Convergence, Y/N Yes Yes Yes Yes Cap 509 569 566 510 Service Time 5.112 4.416 4.451 5.112 HCM Lane V/C Ratio 0.444 0.708 0.708 0.414 HCM Control Delay 15.6 23.6 23.6 15 HCM Lane LOS C C C B HCM 95th-tile Q 2.2 5.7 5.7 2 HCM 2010 AWSC Cumulative Year 2035 No Project AM Peak 14: Polk Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Intersection Intersection Delay, s/veh248.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 392 36 30 288 54 15 515 180 156 511 21 Future Vol, veh/h 34 392 36 30 288 54 15 515 180 156 511 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 36 413 38 32 303 57 16 542 189 164 538 22 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 141.8 77.1 440.9 213.9 HCM LOS F F F F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 74% 0% 92% 0% 84% 0% 96% Vol Right, % 0% 26% 0% 8% 0% 16% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 695 34 428 30 342 156 532 LT Vol 15 0 34 0 30 0 156 0 Through Vol 0 515 0 392 0 288 0 511 RT Vol 0 180 0 36 0 54 0 21 Lane Flow Rate 16 732 36 451 32 360 164 560 Geometry Grp 77777777 Degree of Util (X) 0.044 1.923 0.101 1.198 0.09 0.964 0.461 1.492 Departure Headway (Hd) 11.4910.76412.73812.13413.44512.78212.90512.335 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 314 344 283 302 268 288 281 302 Service Time 9.19 8.46410.438 9.83411.14510.48210.60510.035 HCM Lane V/C Ratio 0.051 2.128 0.127 1.493 0.119 1.25 0.584 1.854 HCM Control Delay 14.7 450.1 16.9 151.7 17.5 82.3 26.2 269 HCM Lane LOS B F C F C F D F HCM 95th-tile Q 0.1 44.1 0.3 15.8 0.3 9.5 2.3 24.6 HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 31 612 124 1 282 209 80 49 117 400 221 197 Future Volume (vph) 31 612 124 1 282 209 80 49 117 400 221 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3448 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3448 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 665 135 1 307 227 87 53 127 435 240 214 RTOR Reduction (vph) 0 15 0000560014309 Lane Group Flow (vph) 34 785 0 0 308 227 31 53 127 292 240 231 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.4 27.7 9.1 33.4 33.4 4.7 23.8 23.8 13.2 32.3 Effective Green, g (s) 3.4 27.7 9.1 33.4 33.4 4.7 23.8 23.8 13.2 32.3 Actuated g/C Ratio 0.04 0.30 0.10 0.36 0.36 0.05 0.26 0.26 0.14 0.35 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 64 1024 334 666 566 89 902 403 250 1205 v/s Ratio Prot 0.02 c0.23 c0.09 0.12 0.03 0.04 c0.14 0.07 v/s Ratio Perm 0.02 c0.19 v/c Ratio 0.53 0.77 0.92 0.34 0.06 0.60 0.14 0.72 0.96 0.19 Uniform Delay, d1 43.7 29.4 41.3 21.5 19.2 42.9 26.4 31.3 39.3 20.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.2 3.5 30.0 0.3 0.0 10.3 0.1 6.3 45.2 0.1 Delay (s) 51.9 32.9 71.3 21.8 19.3 53.2 26.5 37.6 84.6 21.0 Level of Service D C E C B D C D F C Approach Delay (s) 33.7 45.9 36.7 52.8 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 41.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 92.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement SBR Lane Configurations Traffic Volume (vph) 24 Future Volume (vph) 24 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 26 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 TWSC Cumulative Year 2035 No Project AM Peak 16: Grantland Avenue & Dakota Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Intersection Int Delay, s/veh 232.6 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 197 44 29 1188 25 49 940 Future Vol, veh/h 197 44 29 1188 25 49 940 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 250 0 250 - 0 150 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 92 Heavy Vehicles, % 3 333333 Mvmt Flow 214 48 32 1291 27 53 1022 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2419 1291 - 0 0 1318 0 Stage 1 1291 ------ Stage 2 1128 ------ Critical Hdwy 6.43 6.23 - - - 4.13 - Critical Hdwy Stg 1 5.43 ------ Critical Hdwy Stg 2 5.43 ------ Follow-up Hdwy 3.527 3.327 - - - 2.227 - Pot Cap-1 Maneuver ~ 35 198 - - - 521 - Stage 1 257 ------ Stage 2 308 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 31 198 - - - 521 - Mov Cap-2 Maneuver ~ 31 ------ Stage 1 231 ------ Stage 2 308 ------ Approach WB NB SB HCM Control Delay, s$ 2383.2 0.6 HCM LOS F Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 31 198 521 - HCM Lane V/C Ratio - - - 6.907 0.242 0.102 - HCM Control Delay (s) - - -$ 2909 28.9 12.7 - HCM Lane LOS - - - F D B - HCM 95th %tile Q(veh) - - - 26 0.9 0.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 No Project AM Peak 17: Grantland Avenue & Shields Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Intersection Intersection Delay, s/veh 715.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 145 5 32 421 297 20 776 16 142 746 208 Future Vol, veh/h 196 145 5 32 421 297 20 776 16 142 746 208 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333333333 Mvmt Flow 213 158 5 35 458 323 22 843 17 154 811 226 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 160.1 568 675.3 1022 HCM LOS FFFF Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 2% 57% 4% 13% Vol Thru, % 96% 42% 56% 68% Vol Right, % 2% 1% 40% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 812 346 750 1096 LT Vol 20 196 32 142 Through Vol 776 145 421 746 RT Vol 16 5 297 208 Lane Flow Rate 883 376 815 1191 Geometry Grp 1111 Degree of Util (X) 2.364 1.019 2.133 3.164 Departure Headway (Hd) 22.181 31.881 19.965 18.666 Convergence, Y/N Yes Yes Yes Yes Cap 177 120 196 214 Service Time 20.181 29.881 17.965 16.666 HCM Lane V/C Ratio 4.989 3.133 4.158 5.565 HCM Control Delay 675.3 160.1 568 1022 HCM Lane LOS FFFF HCM 95th-tile Q 32.1 6.7 30.3 56.2 HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 1: Grantland Avenue & Barstow Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 58.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 114 33 44 65 25 34 607 50 34 574 20 Future Vol, veh/h 31 114 33 44 65 25 34 607 50 34 574 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 34 124 36 48 71 27 37 660 54 37 624 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1519 1497 635 1550 1481 687 646 0 0 714 0 0 Stage 1 709 709 - 761 761 ------- Stage 2 810 788 - 789 720 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 97 ~ 122 477 92 125 445 935 - - 882 - - Stage 1 423 436 - 396 413 ------- Stage 2 372 401 - 382 431 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 44 ~ 112 477 - 115 445 935 - - 882 - - Mov Cap-2 Maneuver 44 ~ 112 - - 115 ------- Stage 1 406 418 - 380 396 ------- Stage 2 276 385 - 238 413 ------- Approach EB WB NB SB HCM Control Delay, s$ 535.5 0.4 0.5 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 935 - - 99 - 882 - - HCM Lane V/C Ratio 0.04 - - 1.954 - 0.042 - - HCM Control Delay (s) 9 - -$ 535.5 - 9.3 - - HCM Lane LOS A - - F - A - - HCM 95th %tile Q(veh) 0.1 - - 16.3 - 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 2: Garfield Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 433 2 11 371 34 2 1 26 33 33 34 Future Vol, veh/h 38 433 2 11 371 34 2 1 26 33 33 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 471 2 12 403 37 2 1 28 36 36 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 440 0 0 473 0 0 1036 1018 472 1015 1001 422 Stage 1 ------554554-446446- Stage 2 ------482464-569555- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1115 - - 1084 - - 209 236 590 216 242 630 Stage 1 ------515512-590572- Stage 2 ------564562-505512- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1115 - - 1084 - - 165 221 590 195 227 630 Mov Cap-2 Maneuver ------165221-195227- Stage 1 ------489486-561563- Stage 2 ------490554-456486- Approach EB WB NB SB HCM Control Delay, s 0.7 0.2 13.1 26.9 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 478 1115 - - 1084 - - 271 HCM Lane V/C Ratio 0.066 0.037 - - 0.011 - - 0.401 HCM Control Delay (s) 13.1 8.4 0 - 8.4 0 - 26.9 HCM Lane LOS B A A - A A - D HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 1.8 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 3: Grantland Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 375 21 60 376 230 24 304 104 240 335 65 Future Volume (veh/h) 131 375 21 60 376 230 24 304 104 240 335 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 136 391 22 62 392 240 25 317 108 250 349 68 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 151 433 24 290 369 226 269 333 113 264 388 76 Arrive On Green 0.09 0.25 0.25 0.16 0.34 0.34 0.15 0.25 0.25 0.15 0.26 0.26 Sat Flow, veh/h 1757 1730 97 1757 1072 657 1757 1317 449 1757 1501 292 Grp Volume(v), veh/h 136 0 413 62 0 632 25 0 425 250 0 417 Grp Sat Flow(s),veh/h/ln 1757 0 1827 1757 0 1729 1757 0 1765 1757 0 1793 Q Serve(g_s), s 9.2 0.0 26.3 3.7 0.0 41.3 1.5 0.0 28.4 16.9 0.0 27.0 Cycle Q Clear(g_c), s 9.2 0.0 26.3 3.7 0.0 41.3 1.5 0.0 28.4 16.9 0.0 27.0 Prop In Lane 1.00 0.05 1.00 0.38 1.00 0.25 1.00 0.16 Lane Grp Cap(c), veh/h 151 0 457 290 0 595 269 0 446 264 0 464 V/C Ratio(X) 0.90 0.00 0.90 0.21 0.00 1.06 0.09 0.00 0.95 0.95 0.00 0.90 Avail Cap(c_a), veh/h 151 0 630 290 0 595 269 0 446 264 0 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.00 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 43.6 43.4 0.0 39.4 43.7 0.0 44.2 50.5 0.0 43.0 Incr Delay (d2), s/veh 45.7 0.0 13.1 0.0 0.0 32.0 0.1 0.0 32.4 41.5 0.0 23.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 0.0 14.8 1.8 0.0 25.0 0.7 0.0 17.8 11.2 0.0 16.3 LnGrp Delay(d),s/veh 100.0 0.0 56.6 43.4 0.0 71.4 43.8 0.0 76.6 92.0 0.0 66.0 LnGrp LOS F E D F D E F E Approach Vol, veh/h 549 694 450 667 Approach Delay, s/veh 67.4 68.9 74.8 75.8 Approach LOS EEEE Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.2 36.3 25.5 36.0 22.6 35.9 14.5 47.0 Change Period (Y+Rc), s 4.2 * 6 5.7 * 6 4.2 * 4.9 * 4.2 5.7 Max Green Setting (Gmax), s 18.0 * 30 9.9 * 41 6.0 * 43 * 10 41.3 Max Q Clear Time (g_c+I1), s 18.9 30.4 5.7 28.3 3.5 29.0 11.2 43.3 Green Ext Time (p_c), s 0.0 0.0 0.0 1.7 0.0 2.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 71.6 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 4: Veterans Boulevard & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 564 105 130 540 433 93 706 56 547 1613 125 Future Volume (veh/h) 48 564 105 130 540 433 93 706 56 547 1613 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 52 613 114 141 587 471 101 767 61 595 1753 136 Adj No. of Lanes 110110120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 67 511 95 100 350 281 85 855 68 969 2560 196 Arrive On Green 0.04 0.34 0.34 0.06 0.37 0.37 0.02 0.09 0.09 0.55 0.78 0.78 Sat Flow, veh/h 1757 1514 281 1757 949 761 1757 3289 262 1757 3299 253 Grp Volume(v), veh/h 52 0 727 141 0 1058 101 409 419 595 922 967 Grp Sat Flow(s),veh/h/ln 1757 0 1795 1757 0 1710 1757 1752 1799 1757 1752 1800 Q Serve(g_s), s 3.5 0.0 40.5 6.8 0.0 44.3 5.8 27.7 27.7 27.5 29.8 31.2 Cycle Q Clear(g_c), s 3.5 0.0 40.5 6.8 0.0 44.3 5.8 27.7 27.7 27.5 29.8 31.2 Prop In Lane 1.00 0.16 1.00 0.45 1.00 0.15 1.00 0.14 Lane Grp Cap(c), veh/h 67 0 606 100 0 631 85 456 468 969 1360 1397 V/C Ratio(X) 0.78 0.00 1.20 1.42 0.00 1.68 1.19 0.90 0.90 0.61 0.68 0.69 Avail Cap(c_a), veh/h 73 0 606 100 0 631 85 483 496 969 1360 1397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.00 0.53 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 0.0 39.8 56.6 0.0 37.9 59.0 53.3 53.3 18.2 6.4 6.5 Incr Delay (d2), s/veh 22.6 0.0 98.6 236.1 0.0 311.7 95.9 2.9 2.8 1.2 2.7 2.8 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 2.1 0.0 36.6 9.8 0.0 75.5 5.1 13.8 14.2 13.5 15.1 16.2 LnGrp Delay(d),s/veh 79.8 0.0 138.3 292.7 0.0 349.6 154.9 56.1 56.1 19.4 9.1 9.4 LnGrp LOS E F F F F EEBAA Approach Vol, veh/h 779 1199 929 2484 Approach Delay, s/veh 134.4 342.9 66.9 11.7 Approach LOS F F E B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 73.0 36.9 12.5 46.2 10.0 99.9 8.7 50.0 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 * 4.2 5.7 * 4.2 5.7 Max Green Setting (Gmax), s 19.8 * 33 6.8 * 41 * 5.8 47.1 * 5 42.3 Max Q Clear Time (g_c+I1), s 29.5 29.7 8.8 42.5 7.8 33.2 5.5 46.3 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.0 10.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 112.6 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 5: Bryan Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 784.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 693 410 207 758 334 110 Future Vol, veh/h 693 410 207 758 334 110 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 753 446 225 824 363 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1201 0 2252 978 Stage 1 - - - - 978 - Stage 2 - - - - 1274 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 578 - ~ 45 303 Stage 1 - - - - ~ 363 - Stage 2 - - - - ~ 262 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 577 - ~ 27 302 Mov Cap-2 Maneuver - - - - ~ 27 - Stage 1 - - - - ~ 221 - Stage 2 - - - - ~ 262 - Approach EB WB NB HCM Control Delay, s 0 3.3 $ 4429 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 27 302 - - 577 - HCM Lane V/C Ratio 13.446 0.396 - - 0.39 - HCM Control Delay (s) $ 5879.6 24.5 - - 15.2 - HCM Lane LOS F C - - C - HCM 95th %tile Q(veh) 45 1.8 - - 1.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 6: Hayes Avenue & Shaw Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 677.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 804 101 227 955 69 149 Future Vol, veh/h 804 101 227 955 69 149 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 874 110 247 1038 75 162 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 984 0 2461 929 Stage 1 - - - - 929 - Stage 2 - - - - 1532 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 698 - ~ 33 323 Stage 1 - - - - 383 - Stage 2 - - - - 196 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 698 - ~ 5 323 Mov Cap-2 Maneuver - - - - ~ 5 - Stage 1 - - - - ~ 63 - Stage 2 - - - - 196 - Approach EB WB NB HCM Control Delay, s 0 2.5 $ 7150.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 15 - - 698 - HCM Lane V/C Ratio 15.797 - - 0.353 - HCM Control Delay (s) $ 7150.7 - - 13 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 30.6 - - 1.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 7: Grantland Avenue & Stadium Drive 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 246.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 66 169 864 9 88 1224 Future Vol, veh/h 66 169 864 9 88 1224 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 530 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 33333 Mvmt Flow 73 188 960 10 98 1360 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2516 960 0 0 970 0 Stage 1 960 ----- Stage 2 1556 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver ~ 31 310 - - 706 - Stage 1 370 ----- Stage 2 190 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 13 310 - - 706 - Mov Cap-2 Maneuver ~ 13 ----- Stage 1 160 ----- Stage 2 190 ----- Approach WB NB SB HCM Control Delay, s$ 2536.4 0 0.7 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 42 706 - HCM Lane V/C Ratio - - 6.217 0.138 - HCM Control Delay (s) - -$ 2536.4 10.9 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 30.6 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 122 85 56 112 77 77 668 130 611 1095 144 Future Volume (veh/h) 106 122 85 56 112 77 77 668 130 611 1095 144 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 123 142 99 65 130 90 90 777 151 710 1273 167 Adj No. of Lanes 110110110111 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 100 160 112 81 165 114 85 598 116 378 1043 886 Arrive On Green 0.06 0.16 0.16 0.05 0.16 0.16 0.05 0.40 0.40 0.43 1.00 1.00 Sat Flow, veh/h 1757 1013 707 1757 1017 704 1757 1501 292 1757 1845 1568 Grp Volume(v), veh/h 123 0 241 65 0 220 90 0 928 710 1273 167 Grp Sat Flow(s),veh/h/ln 1757 0 1720 1757 0 1720 1757 0 1793 1757 1845 1568 Q Serve(g_s), s 6.8 0.0 16.5 4.4 0.0 14.7 5.8 0.0 47.8 25.8 67.8 0.0 Cycle Q Clear(g_c), s 6.8 0.0 16.5 4.4 0.0 14.7 5.8 0.0 47.8 25.8 67.8 0.0 Prop In Lane 1.00 0.41 1.00 0.41 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 100 0 272 81 0 279 85 0 715 378 1043 886 V/C Ratio(X) 1.24 0.00 0.89 0.81 0.00 0.79 1.06 0.00 1.30 1.88 1.22 0.19 Avail Cap(c_a), veh/h 100 0 340 81 0 321 85 0 715 378 1043 886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 56.6 0.0 49.5 56.7 0.0 48.3 57.1 0.0 36.1 34.2 0.0 0.0 Incr Delay (d2), s/veh 166.4 0.0 20.2 43.5 0.0 10.9 114.9 0.0 144.4 396.8 100.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 0.0 9.4 3.1 0.0 7.9 5.5 0.0 52.3 54.0 29.0 0.0 LnGrp Delay(d),s/veh 223.0 0.0 69.7 100.2 0.0 59.2 173.1 0.0 180.5 431.0 100.2 0.0 LnGrp LOS F E F E F F F F A Approach Vol, veh/h 364 285 1018 2150 Approach Delay, s/veh 121.5 68.6 179.8 201.7 Approach LOS F E F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.0 53.5 11.5 25.0 10.0 73.5 11.0 25.5 Change Period (Y+Rc), s * 4.2 5.7 6.0 * 6 * 4.2 5.7 * 4.2 6.0 Max Green Setting (Gmax), s * 26 44.9 5.5 * 24 * 5.8 64.9 * 6.8 22.4 Max Q Clear Time (g_c+I1), s 27.8 49.8 6.4 18.5 7.8 69.8 8.8 16.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 178.3 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Int Delay, s/veh 118.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 97 346 324 68 14 137 53 225 65 109 305 168 Future Vol, veh/h 97 346 324 68 14 137 53 225 65 109 305 168 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 108 384 360 76 16 152 59 250 72 121 339 187 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1163 1115 433 1451 1172 286 526 0 0 322 0 0 Stage 1 675 675 - 404 404 ------- Stage 2 488 440 - 1047 768 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 171 ~ 207 621 108 191 751 1036 - - 1232 - - Stage 1 442 452 - 621 597 ------- Stage 2 559 576 - 274 409 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 112 ~ 176 621 - 163 751 1036 - - 1232 - - Mov Cap-2 Maneuver 112 ~ 176 - - 163 ------- Stage 1 417 408 - 586 563 ------- Stage 2 409 543 - ~ 6 369 ------- Approach EB WB NB SB HCM Control Delay, s 294.3 1.3 1.5 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1036 - - 112 176 621 - 563 1232 - - HCM Lane V/C Ratio 0.057 - - 0.962 2.184 0.58 - 0.298 0.098 - - HCM Control Delay (s) 8.7 - - 146.9$ 593.8 18.5 - 14.1 8.2 - - HCM Lane LOS A - - F F C - B A - - HCM 95th %tile Q(veh) 0.2 - - 6.1 30.7 3.7 - 1.2 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 11: Grantland Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Intersection Int Delay, s/veh 149.3 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 84 93 9 781 90 245 1029 Future Vol, veh/h 84 93 9 781 90 245 1029 Conflicting Peds, #/hr 0 000220 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length - 0 250 - - 250 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 Heavy Vehicles, % 3 333333 Mvmt Flow 93 103 10 868 100 272 1143 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2627 486 - 0 0 970 0 Stage 1 940 ------ Stage 2 1687 ------ Critical Hdwy 6.095 7.145 - - - 5.345 - Critical Hdwy Stg 1 6.645 ------ Critical Hdwy Stg 2 5.445 ------ Follow-up Hdwy 3.67853.9285 - - -3.1285 - Pot Cap-1 Maneuver ~ 33 450 - - - 403 - Stage 1 269 ------ Stage 2 160 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 11 449 - - - 402 - Mov Cap-2 Maneuver ~ 11 ------ Stage 1 ~ 87 ------ Stage 2 160 ------ Approach WB NB SB HCM Control Delay, s$ 1924.3 5.9 HCM LOS F Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 11 449 402 - HCM Lane V/C Ratio - - - 8.485 0.23 0.677 - HCM Control Delay (s) - - -$ 4037.7 15.4 30.8 - HCM Lane LOS - - - F C D - HCM 95th %tile Q(veh) - - - 13 0.9 4.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 No Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Intersection Intersection Delay, s/veh 44.1 Intersection LOS E Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 110 199 58 37 146 104 23 215 44 214 389 Future Vol, veh/h 1 110 199 58 37 146 104 23 215 44 214 389 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 122 221 64 41 162 116 26 239 49 238 432 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 24.4 25.4 27.9 70.1 HCM LOS C D D F Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 52% 0% Vol Thru, % 0% 83% 0% 77% 0% 58% 48% 77% Vol Right, % 0% 17% 0% 23% 0% 42% 0% 23% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 23 259 111 257 37 250 409 252 LT Vol 23 0 111 0 37 0 214 0 Through Vol 0 215 0 199 0 146 195 195 RT Vol 0 44 0 58 0 104 0 57 Lane Flow Rate 26 288 123 286 41 278 454 279 Geometry Grp 77777777 Degree of Util (X) 0.066 0.688 0.314 0.673 0.107 0.659 1.086 0.635 Departure Headway (Hd) 9.6 8.955 9.498 8.812 9.699 8.873 8.617 8.181 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 375 406 381 414 372 411 427 444 Service Time 7.3 6.655 7.198 6.512 7.399 6.573 6.317 5.881 HCM Lane V/C Ratio 0.069 0.709 0.323 0.691 0.11 0.676 1.063 0.628 HCM Control Delay 13 29.2 16.5 27.8 13.6 27.1 98.4 24.1 HCM Lane LOS B D C D B D F C HCM 95th-tile Q 0.2 5 1.3 4.8 0.4 4.6 15.5 4.3 HCM 2010 AWSC Cumulative Year 2035 No Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 57 Future Vol, veh/h 57 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 63 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Cumulative Year 2035 No Project PM Peak 13: Hayes Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh18.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 329 50 25 151 32 54 137 45 26 111 43 Future Vol, veh/h 43 329 50 25 151 32 54 137 45 26 111 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 47 358 54 27 164 35 59 149 49 28 121 47 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 24.4 13.5 14.9 13.2 HCM LOS C B B B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 23% 10% 12% 14% Vol Thru, % 58% 78% 73% 62% Vol Right, % 19% 12% 15% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 236 422 208 180 LT Vol 54 43 25 26 Through Vol 137 329 151 111 RT Vol 45 50 32 43 Lane Flow Rate 257 459 226 196 Geometry Grp 1111 Degree of Util (X) 0.459 0.749 0.397 0.356 Departure Headway (Hd) 6.441 5.875 6.318 6.555 Convergence, Y/N Yes Yes Yes Yes Cap 557 615 567 548 Service Time 4.499 3.919 4.374 4.618 HCM Lane V/C Ratio 0.461 0.746 0.399 0.358 HCM Control Delay 14.9 24.4 13.5 13.2 HCM Lane LOS B C B B HCM 95th-tile Q 2.4 6.6 1.9 1.6 HCM 2010 AWSC Cumulative Year 2035 No Project PM Peak 14: Polk Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Intersection Intersection Delay, s/veh210.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 178 54 98 171 148 59 513 145 162 552 49 Future Vol, veh/h 34 178 54 98 171 148 59 513 145 162 552 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 37 193 59 107 186 161 64 558 158 176 600 53 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 31.5 43.9 337.8 244.7 HCM LOS D E F F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 78% 0% 77% 0% 54% 0% 92% Vol Right, % 0% 22% 0% 23% 0% 46% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 59 658 34 232 98 319 162 601 LT Vol 59 0 34 0 98 0 162 0 Through Vol 0 513 0 178 0 171 0 552 RT Vol 0 145 0 54 0 148 0 49 Lane Flow Rate 64 715 37 252 107 347 176 653 Geometry Grp 77777777 Degree of Util (X) 0.168 1.74 0.103 0.657 0.285 0.848 0.457 1.593 Departure Headway (Hd) 10.363 9.67412.17511.46311.56410.68210.75610.166 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 348 386 296 318 313 343 338 366 Service Time 8.063 7.374 9.875 9.163 9.264 8.382 8.456 7.866 HCM Lane V/C Ratio 0.184 1.852 0.125 0.792 0.342 1.012 0.521 1.784 HCM Control Delay 15.1 366.7 16.3 33.7 18.8 51.6 22.2 304.7 HCM Lane LOS C F C D C F C F HCM 95th-tile Q 0.6 40.4 0.3 4.3 1.1 7.6 2.3 32.7 HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 21 388 111 7 305 413 183 66 153 273 245 148 Future Volume (vph) 21 388 111 7 305 413 183 66 153 273 245 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3388 3400 1845 1568 1752 3505 1568 1752 3419 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3388 3400 1845 1568 1752 3505 1568 1752 3419 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 23 417 119 8 328 444 197 71 165 294 263 159 RTOR Reduction (vph) 0 25 000012300188017 Lane Group Flow (vph) 23 511 0 0 336 444 74 71 165 106 263 173 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 1.6 21.1 9.3 28.8 28.8 6.9 14.2 14.2 13.5 20.8 Effective Green, g (s) 1.6 21.1 9.3 28.8 28.8 6.9 14.2 14.2 13.5 20.8 Actuated g/C Ratio 0.02 0.28 0.12 0.38 0.38 0.09 0.19 0.19 0.18 0.27 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 36 932 412 692 588 157 648 290 308 927 v/s Ratio Prot 0.01 0.15 c0.10 c0.24 0.04 0.05 c0.15 0.05 v/s Ratio Perm 0.05 c0.07 v/c Ratio 0.64 0.55 0.82 0.64 0.13 0.45 0.25 0.36 0.85 0.19 Uniform Delay, d1 37.3 23.7 32.9 19.7 15.7 33.1 26.7 27.3 30.6 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.7 0.7 11.8 2.0 0.1 2.1 0.2 0.8 19.9 0.1 Delay (s) 68.9 24.4 44.6 21.7 15.8 35.2 26.9 28.1 50.6 21.6 Level of Service E C D C B DCCDC Approach Delay (s) 26.2 28.4 28.7 38.4 Approach LOS C C C D Intersection Summary HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 76.7 Sum of lost time (s) 18.6 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement SBR Lane Configurations Traffic Volume (vph) 29 Future Volume (vph) 29 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 31 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 TWSC Cumulative Year 2035 No Project PM Peak 16: Grantland Avenue & Dakota Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Intersection Int Delay, s/veh 84.6 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 108 23 15 962 26 114 1072 Future Vol, veh/h 108 23 15 962 26 114 1072 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 250 0 250 - 0 150 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 92 Heavy Vehicles, % 3 333333 Mvmt Flow 117 25 16 1046 28 124 1165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2459 1046 - 0 0 1074 0 Stage 1 1046 ------ Stage 2 1413 ------ Critical Hdwy 6.43 6.23 - - - 4.13 - Critical Hdwy Stg 1 5.43 ------ Critical Hdwy Stg 2 5.43 ------ Follow-up Hdwy 3.527 3.327 - - - 2.227 - Pot Cap-1 Maneuver ~ 33 276 - - - 645 - Stage 1 337 ------ Stage 2 224 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 27 276 - - - 645 - Mov Cap-2 Maneuver ~ 27 ------ Stage 1 272 ------ Stage 2 224 ------ Approach WB NB SB HCM Control Delay, s$ 1488.8 1.1 HCM LOS F Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 27 276 645 - HCM Lane V/C Ratio - - - 4.348 0.091 0.192 - HCM Control Delay (s) - - -$ 1801.7 19.3 11.9 - HCM Lane LOS - - - F C B - HCM 95th %tile Q(veh) - - - 14.4 0.3 0.7 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 No Project PM Peak 17: Grantland Avenue & Shields Avenue 12/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Intersection Intersection Delay, s/veh 485.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 108 160 17 11 125 131 22 668 20 354 596 182 Future Vol, veh/h 108 160 17 11 125 131 22 668 20 354 596 182 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333333333 Mvmt Flow 114 168 18 12 132 138 23 703 21 373 627 192 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 48 42.3 350.1 784.9 HCM LOS E E F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 38% 4% 31% Vol Thru, % 94% 56% 47% 53% Vol Right, % 3% 6% 49% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 710 285 267 1132 LT Vol 22 108 11 354 Through Vol 668 160 125 596 RT Vol 20 17 131 182 Lane Flow Rate 747 300 281 1192 Geometry Grp 1111 Degree of Util (X) 1.688 0.732 0.672 2.683 Departure Headway (Hd) 11.496 14.187 14.262 9.565 Convergence, Y/N Yes Yes Yes Yes Cap 321 258 256 393 Service Time 9.496 12.187 12.262 7.565 HCM Lane V/C Ratio 2.327 1.163 1.098 3.033 HCM Control Delay 350.1 48 42.3 784.9 HCM Lane LOS F E E F HCM 95th-tile Q 32.9 5.1 4.3 83.7 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 1: Grantland Avenue & Barstow Avenue 12/14/2018 Improved 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) 57 242 59 87 48 25 29 662 37 14 575 21 Future Volume (veh/h) 57 242 59 87 48 25 29 662 37 14 575 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 62 263 64 95 52 27 32 720 40 15 625 23 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 356 312 76 121 85 44 57 782 43 31 773 28 Arrive On Green 0.20 0.22 0.22 0.07 0.07 0.07 0.03 0.45 0.45 0.02 0.44 0.44 Sat Flow, veh/h 1757 1434 349 1757 1145 595 1757 1731 96 1757 1768 65 Grp Volume(v), veh/h 62 0 327 95 0 79 32 0 760 15 0 648 Grp Sat Flow(s),veh/h/ln 1757 0 1783 1757 0 1740 1757 0 1828 1757 0 1833 Q Serve(g_s), s 2.2 0.0 13.1 4.0 0.0 3.3 1.3 0.0 29.1 0.6 0.0 23.0 Cycle Q Clear(g_c), s 2.2 0.0 13.1 4.0 0.0 3.3 1.3 0.0 29.1 0.6 0.0 23.0 Prop In Lane 1.00 0.20 1.00 0.34 1.00 0.05 1.00 0.04 Lane Grp Cap(c), veh/h 356 0 388 121 0 130 57 0 826 31 0 802 V/C Ratio(X) 0.17 0.00 0.84 0.79 0.00 0.61 0.56 0.00 0.92 0.48 0.00 0.81 Avail Cap(c_a), veh/h 356 0 561 139 0 564 118 0 916 118 0 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.6 0.0 28.0 34.2 0.0 33.5 35.6 0.0 19.2 36.3 0.0 18.3 Incr Delay (d2), s/veh 0.2 0.0 7.7 22.3 0.0 4.5 8.3 0.0 13.4 10.8 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 1.1 0.0 7.3 2.7 0.0 1.7 0.8 0.0 17.6 0.4 0.0 12.6 LnGrp Delay(d),s/veh 24.8 0.0 35.7 56.5 0.0 38.0 43.9 0.0 32.6 47.1 0.0 23.1 LnGrp LOS C D E D D C D C Approach Vol, veh/h 389 174 792 663 Approach Delay, s/veh 34.0 48.1 33.1 23.7 Approach LOS CDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.5 38.6 9.3 21.1 6.6 37.5 20.0 10.5 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 4.9 * 4.9 Max Green Setting (Gmax), s * 5 37.4 * 5.9 23.5 * 5 37.4 5.2 * 24 Max Q Clear Time (g_c+I1), s 2.6 31.1 6.0 15.1 3.3 25.0 4.2 5.3 Green Ext Time (p_c), s 0.0 2.6 0.0 1.1 0.0 3.3 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 31.5 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 3: Grantland Avenue & Shaw Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 359 53 89 292 219 49 383 80 177 503 100 Future Volume (veh/h) 127 359 53 89 292 219 49 383 80 177 503 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 138 390 58 97 317 238 53 416 87 192 547 109 Adj No. of Lanes 110111110210 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 165 422 63 212 574 602 68 516 108 249 573 114 Arrive On Green 0.09 0.27 0.27 0.12 0.31 0.31 0.04 0.35 0.35 0.07 0.38 0.38 Sat Flow, veh/h 1757 1570 233 1757 1845 1568 1757 1480 310 3408 1494 298 Grp Volume(v), veh/h 138 0 448 97 317 238 53 0 503 192 0 656 Grp Sat Flow(s),veh/h/ln 1757 0 1803 1757 1845 1568 1757 0 1790 1704 0 1792 Q Serve(g_s), s 9.0 0.0 28.0 6.0 16.6 12.8 3.5 0.0 29.5 6.4 0.0 41.3 Cycle Q Clear(g_c), s 9.0 0.0 28.0 6.0 16.6 12.8 3.5 0.0 29.5 6.4 0.0 41.3 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.17 1.00 0.17 Lane Grp Cap(c), veh/h 165 0 484 212 574 602 68 0 624 249 0 687 V/C Ratio(X) 0.84 0.00 0.92 0.46 0.55 0.40 0.78 0.00 0.81 0.77 0.00 0.96 Avail Cap(c_a), veh/h 194 0 550 212 574 602 91 0 639 282 0 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.50 0.50 0.50 1.00 0.00 1.00 0.56 0.00 0.56 Uniform Delay (d), s/veh 51.7 0.0 41.3 47.5 33.2 25.9 55.3 0.0 34.2 52.8 0.0 34.8 Incr Delay (d2), s/veh 23.3 0.0 25.9 0.8 1.9 1.0 26.0 0.0 7.4 6.4 0.0 15.5 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 5.4 0.0 17.4 2.9 8.8 5.7 2.2 0.0 15.8 3.2 0.0 23.4 LnGrp Delay(d),s/veh 75.0 0.0 67.2 48.2 35.2 26.9 81.2 0.0 41.6 59.2 0.0 50.3 LnGrp LOS E E D D C F D E D Approach Vol, veh/h 586 652 556 848 Approach Delay, s/veh 69.0 34.1 45.3 52.3 Approach LOS E C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.7 46.5 19.7 37.2 8.7 50.4 15.1 41.8 Change Period (Y+Rc), s * 4.2 6.0 5.7 * 6 * 4.2 * 6 * 4.2 5.7 Max Green Setting (Gmax), s * 9.6 41.4 9.2 * 35 * 6 * 46 * 13 32.1 Max Q Clear Time (g_c+I1), s 8.4 31.5 8.0 30.0 5.5 43.3 11.0 18.6 Green Ext Time (p_c), s 0.1 1.9 0.0 1.1 0.0 1.1 0.1 2.0 Intersection Summary HCM 2010 Ctrl Delay 50.1 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 4: Veterans Boulevard & Shaw Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 540 24 69 661 420 58 1177 87 391 1002 25 Future Volume (veh/h) 23 540 24 69 661 420 58 1177 87 391 1002 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 25 587 26 75 718 457 63 1279 95 425 1089 27 Adj No. of Lanes 121121130130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 42 709 317 92 764 744 494 1522 113 450 1416 35 Arrive On Green 0.03 0.27 0.27 0.02 0.07 0.07 0.28 0.32 0.32 0.26 0.28 0.28 Sat Flow, veh/h 1757 3505 1568 1757 3505 1568 1757 4784 355 1757 5055 125 Grp Volume(v), veh/h 25 587 26 75 718 457 63 898 476 425 723 393 Grp Sat Flow(s),veh/h/ln 1757 1752 1568 1757 1752 1568 1757 1679 1782 1757 1679 1823 Q Serve(g_s), s 1.6 18.3 0.8 4.9 23.7 16.3 3.1 28.9 28.9 27.5 22.9 22.9 Cycle Q Clear(g_c), s 1.6 18.3 0.8 4.9 23.7 16.3 3.1 28.9 28.9 27.5 22.9 22.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.07 Lane Grp Cap(c), veh/h 42 709 317 92 764 744 494 1068 567 450 940 510 V/C Ratio(X) 0.60 0.83 0.08 0.81 0.94 0.61 0.13 0.84 0.84 0.94 0.77 0.77 Avail Cap(c_a), veh/h 76 731 327 92 764 744 494 1068 567 466 1624 881 HCM Platoon Ratio 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.85 0.85 0.85 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 40.5 9.4 56.4 53.1 13.4 31.1 36.8 36.8 42.3 38.3 38.3 Incr Delay (d2), s/veh 8.0 4.8 0.1 35.4 17.2 1.3 0.1 4.8 8.6 27.6 6.0 10.7 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 0.9 9.3 0.3 3.3 13.3 7.4 1.5 14.0 15.5 16.8 11.4 13.1 LnGrp Delay(d),s/veh 63.6 45.3 9.5 91.9 70.2 14.7 31.1 41.6 45.4 69.9 44.3 49.0 LnGrp LOS E D A F E B C D D E D D Approach Vol, veh/h 638 1250 1437 1541 Approach Delay, s/veh 44.6 51.2 42.4 52.6 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.9 42.6 10.3 29.2 38.3 38.2 8.5 31.0 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 5.7 5.7 * 5.7 5.7 * 5.7 Max Green Setting (Gmax), s * 31 35.1 * 6.1 24.2 9.8 * 56 5.0 * 25 Max Q Clear Time (g_c+I1), s 29.5 30.9 6.9 20.3 5.1 24.9 3.6 25.7 Green Ext Time (p_c), s 0.2 2.8 0.0 1.3 0.0 7.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.2 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 5: Bryan Avenue & Shaw Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 561 267 202 764 348 193 Future Volume (vph) 561 267 202 764 348 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3505 1568 1752 3505 1752 1568 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3505 1568 1752 3505 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 610 290 220 830 378 210 RTOR Reduction (vph) 0 166 0 0 0 155 Lane Group Flow (vph) 610 125 220 830 378 55 Turn Type NA Perm Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 2 Actuated Green, G (s) 49.8 49.8 19.7 73.7 30.6 30.6 Effective Green, g (s) 49.8 49.8 19.7 73.7 30.6 30.6 Actuated g/C Ratio 0.43 0.43 0.17 0.64 0.26 0.26 Clearance Time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1504 673 297 2226 462 413 v/s Ratio Prot c0.17 c0.13 0.24 c0.22 v/s Ratio Perm 0.08 0.04 v/c Ratio 0.41 0.18 0.74 0.37 0.82 0.13 Uniform Delay, d1 22.9 20.5 45.7 10.1 40.1 32.6 Progression Factor 0.71 0.66 0.90 1.04 0.71 0.38 Incremental Delay, d2 0.4 0.3 8.4 0.4 10.5 0.1 Delay (s) 16.6 13.8 49.7 10.9 39.1 12.5 Level of Service B B D B D B Approach Delay (s) 15.7 19.0 29.6 Approach LOS B B C Intersection Summary HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 6: Hayes Avenue & Shaw Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 756 84 126 819 90 218 Future Volume (vph) 756 84 126 819 90 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.2 5.7 5.7 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1820 1752 1845 1752 1568 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1820 1752 1845 1752 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 796 88 133 862 95 229 RTOR Reduction (vph)30000204 Lane Group Flow (vph) 881 0 133 862 95 25 Turn Type NA Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 2 Actuated Green, G (s) 74.4 13.1 91.7 12.9 12.9 Effective Green, g (s) 74.4 13.1 91.7 12.9 12.9 Actuated g/C Ratio 0.64 0.11 0.79 0.11 0.11 Clearance Time (s) 5.7 4.2 5.7 5.7 5.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1167 197 1458 194 174 v/s Ratio Prot c0.48 c0.08 0.47 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.76 0.68 0.59 0.49 0.15 Uniform Delay, d1 14.5 49.4 4.8 48.5 46.6 Progression Factor 0.54 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.4 8.8 1.8 1.9 0.4 Delay (s) 12.1 58.2 6.5 50.4 47.0 Level of Service B E A D D Approach Delay (s) 12.1 13.5 48.0 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.6 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 7: Grantland Avenue & Stadium Drive 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 46 187 1341 16 238 875 Future Volume (vph) 46 187 1341 16 238 875 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 Frt 0.89 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1629 3505 1568 1752 3505 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1629 3505 1568 1752 3505 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 53 217 1559 19 277 1017 RTOR Reduction (vph) 127 00800 Lane Group Flow (vph) 143 0 1559 11 277 1017 Turn Type Prot NA Perm Prot NA Protected Phases 3 2 1 6 Permitted Phases 2 Actuated Green, G (s) 8.8 67.8 67.8 14.8 86.8 Effective Green, g (s) 8.8 67.8 67.8 14.8 86.8 Actuated g/C Ratio 0.08 0.58 0.58 0.13 0.75 Clearance Time (s) 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 123 2048 916 223 2622 v/s Ratio Prot c0.09 c0.44 c0.16 0.29 v/s Ratio Perm 0.01 v/c Ratio 1.17 0.76 0.01 1.24 0.39 Uniform Delay, d1 53.6 18.0 10.1 50.6 5.2 Progression Factor 1.00 0.61 0.72 1.36 2.10 Incremental Delay, d2 132.5 2.3 0.0 137.1 0.4 Delay (s) 186.1 13.2 7.3 206.1 11.2 Level of Service F B A F B Approach Delay (s) 186.1 13.2 53.0 Approach LOS F B D Intersection Summary HCM 2000 Control Delay 44.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 203 29 161 27 262 249 1012 87 311 691 91 Future Volume (veh/h) 52 203 29 161 27 262 249 1012 87 311 691 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 60 236 34 187 31 305 290 1177 101 362 803 106 Adj No. of Lanes 111111130121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 77 272 231 209 439 373 317 1292 111 454 1278 572 Arrive On Green 0.04 0.15 0.15 0.12 0.24 0.24 0.24 0.36 0.36 0.09 0.12 0.12 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 4725 405 1757 3505 1568 Grp Volume(v), veh/h 60 236 34 187 31 305 290 836 442 362 803 106 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1679 1773 1757 1752 1568 Q Serve(g_s), s 3.9 14.5 1.5 12.2 1.5 11.3 18.7 27.5 27.5 23.5 25.3 7.1 Cycle Q Clear(g_c), s 3.9 14.5 1.5 12.2 1.5 11.3 18.7 27.5 27.5 23.5 25.3 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 1.00 Lane Grp Cap(c), veh/h 77 272 231 209 439 373 317 918 485 454 1278 572 V/C Ratio(X) 0.78 0.87 0.15 0.89 0.07 0.82 0.92 0.91 0.91 0.80 0.63 0.19 Avail Cap(c_a), veh/h 145 356 303 209 439 373 362 952 503 454 1278 572 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 0.79 0.79 0.79 Uniform Delay (d), s/veh 54.9 48.4 20.3 50.4 34.3 11.7 43.2 35.6 35.6 50.1 43.5 35.5 Incr Delay (d2), s/veh 15.4 16.2 0.3 35.1 0.1 13.3 17.8 9.9 16.6 7.7 1.9 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 2.2 8.6 0.7 8.0 0.8 6.3 10.6 14.0 15.7 12.4 12.7 3.2 LnGrp Delay(d),s/veh 70.3 64.5 20.5 85.5 34.3 25.0 61.0 45.4 52.1 57.8 45.4 36.1 LnGrp LOS E E C F C C E D D E D D Approach Vol, veh/h 330 523 1568 1271 Approach Delay, s/veh 61.0 47.2 50.2 48.2 Approach LOS E D D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 35.7 37.4 19.8 23.1 25.1 48.0 9.3 33.6 Change Period (Y+Rc), s 5.7 * 5.7 6.0 * 6 * 4.2 5.7 * 4.2 6.0 Max Green Setting (Gmax), s 26.8 * 33 13.8 * 22 * 24 35.8 * 9.6 26.6 Max Q Clear Time (g_c+I1), s 25.5 29.5 14.2 16.5 20.7 27.3 5.9 13.3 Green Ext Time (p_c), s 0.2 2.2 0.0 0.6 0.3 3.4 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 50.0 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 243 215 50 64 161 172 236 76 50 141 130 Future Volume (veh/h) 58 243 215 50 64 161 172 236 76 50 141 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 67 283 250 58 74 187 200 274 88 58 164 151 Adj No. of Lanes 111111111111 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 119 334 284 75 259 220 797 330 281 740 271 211 Arrive On Green 0.07 0.18 0.18 0.04 0.14 0.14 0.45 0.18 0.18 0.42 0.15 0.15 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1440 Grp Volume(v), veh/h 67 283 250 58 74 187 200 274 88 58 164 151 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1440 Q Serve(g_s), s 4.3 17.2 6.1 3.8 4.2 13.5 8.1 16.6 4.8 2.3 9.7 11.6 Cycle Q Clear(g_c), s 4.3 17.2 6.1 3.8 4.2 13.5 8.1 16.6 4.8 2.3 9.7 11.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 119 334 284 75 259 220 797 330 281 740 271 211 V/C Ratio(X) 0.56 0.85 0.88 0.78 0.29 0.85 0.25 0.83 0.31 0.08 0.61 0.71 Avail Cap(c_a), veh/h 179 509 433 164 493 419 797 668 568 740 429 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 0.85 0.85 0.85 Uniform Delay (d), s/veh 52.4 45.9 5.3 55.0 44.7 48.7 19.5 45.9 29.3 20.1 46.3 47.2 Incr Delay (d2), s/veh 4.1 8.1 12.7 15.7 0.6 8.9 0.1 17.4 2.3 0.0 8.2 16.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 9.6 3.6 2.2 2.2 6.4 4.0 10.0 2.2 1.1 5.5 5.6 LnGrp Delay(d),s/veh 56.5 54.0 18.0 70.7 45.3 57.6 19.7 63.3 31.6 20.1 54.6 63.2 LnGrp LOS E D B E D E B E C C D E Approach Vol, veh/h 600 319 562 373 Approach Delay, s/veh 39.3 57.1 42.8 52.7 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 53.1 26.8 9.1 27.0 56.8 23.0 13.9 22.3 Change Period (Y+Rc), s 4.2 * 6 * 4.2 6.0 4.2 * 6 6.0 * 6 Max Green Setting (Gmax), s 10.8 * 42 * 11 32.0 25.8 * 27 11.8 * 31 Max Q Clear Time (g_c+I1), s 4.3 18.6 5.8 19.2 10.1 13.6 6.3 15.5 Green Ext Time (p_c), s 0.0 1.6 0.0 1.8 0.4 1.0 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 46.1 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 117 212 23 1046 115 238 808 Future Volume (vph) 117 212 23 1046 115 238 808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3505 1568 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3505 1568 1752 3505 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 136 247 27 1216 134 277 940 RTOR Reduction (vph) 0 193 0 0 55 0 0 Lane Group Flow (vph) 136 54 27 1216 79 277 940 Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 9.0 25.3 3.9 55.7 55.7 19.1 70.9 Effective Green, g (s) 9.0 25.3 3.9 55.7 55.7 19.1 70.9 Actuated g/C Ratio 0.08 0.22 0.03 0.48 0.48 0.16 0.61 Clearance Time (s) 4.2 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 135 341 58 1683 752 288 2142 v/s Ratio Prot c0.08 0.02 c0.35 c0.16 0.27 v/s Ratio Perm c0.03 0.05 v/c Ratio 1.01 0.16 0.47 0.72 0.11 0.96 0.44 Uniform Delay, d1 53.5 36.7 55.0 24.0 16.5 48.1 12.0 Progression Factor 1.00 1.00 1.18 0.33 0.24 0.85 0.68 Incremental Delay, d2 79.4 0.2 4.7 2.2 0.2 41.2 0.6 Delay (s) 132.9 36.9 69.7 10.2 4.2 81.9 8.8 Level of Service F D E B A F A Approach Delay (s) 71.0 10.8 25.4 Approach LOS E B C Intersection Summary HCM 2000 Control Delay 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 116 257 99 33 265 254 174 149 18 174 157 Future Volume (vph) 20 116 257 99 33 265 254 174 149 18 174 157 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 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 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1761 1752 1845 1534 1752 1815 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1761 1752 1845 1534 1752 1815 1752 3505 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 23 135 299 115 38 308 295 202 173 21 202 183 RTOR Reduction (vph) 0 0 14 0 0 0 226 06000 Lane Group Flow (vph) 0 158 400 0 38 308 69 202 188 0 202 183 Confl. Peds. (#/hr) 1 1 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 11.3 26.0 2.8 17.5 17.5 14.3 14.5 11.7 11.9 Effective Green, g (s) 11.3 26.0 2.8 17.5 17.5 14.3 14.5 11.7 11.9 Actuated g/C Ratio 0.15 0.35 0.04 0.23 0.23 0.19 0.19 0.16 0.16 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 263 609 65 429 357 333 350 272 555 v/s Ratio Prot 0.09 c0.23 0.02 c0.17 c0.12 0.10 c0.12 0.05 v/s Ratio Perm 0.04 v/c Ratio 0.60 0.66 0.58 0.72 0.19 0.61 0.54 0.74 0.33 Uniform Delay, d1 29.8 20.8 35.6 26.5 23.1 27.8 27.3 30.3 28.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 2.6 12.7 5.7 0.3 3.1 1.6 10.4 0.4 Delay (s) 33.6 23.3 48.3 32.2 23.4 30.9 28.9 40.7 28.4 Level of Service C C DCCCC DC Approach Delay (s) 26.2 29.1 29.9 32.2 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 29.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 75.1 Sum of lost time (s) 20.1 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Movement SBR Lane Configurations Traffic Volume (vph) 180 Future Volume (vph) 180 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1548 Flt Permitted 1.00 Satd. Flow (perm) 1548 Peak-hour factor, PHF 0.86 Adj. Flow (vph) 209 RTOR Reduction (vph) 176 Lane Group Flow (vph) 33 Confl. Peds. (#/hr) 1 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 11.9 Effective Green, g (s) 11.9 Actuated g/C Ratio 0.16 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 245 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.14 Uniform Delay, d1 27.2 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay (s) 27.4 Level of Service C Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 14: Polk Avenue & Ashlan Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 392 36 30 288 54 15 515 180 156 511 21 Future Volume (veh/h) 34 392 36 30 288 54 15 515 180 156 511 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 36 413 38 32 303 57 16 542 189 164 538 22 Adj No. of Lanes 110110111110 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %333333333333 Cap, veh/h 60 463 43 56 444 84 176 597 508 199 601 25 Arrive On Green 0.03 0.28 0.28 0.03 0.29 0.29 0.10 0.32 0.32 0.11 0.34 0.34 Sat Flow, veh/h 1757 1664 153 1757 1510 284 1757 1845 1568 1757 1760 72 Grp Volume(v), veh/h 36 0 451 32 0 360 16 542 189 164 0 560 Grp Sat Flow(s),veh/h/ln 1757 0 1818 1757 0 1795 1757 1845 1568 1757 0 1832 Q Serve(g_s), s 1.6 0.0 19.3 1.5 0.0 14.3 0.7 22.8 7.5 7.4 0.0 23.5 Cycle Q Clear(g_c), s 1.6 0.0 19.3 1.5 0.0 14.3 0.7 22.8 7.5 7.4 0.0 23.5 Prop In Lane 1.00 0.08 1.00 0.16 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 60 0 505 56 0 528 176 597 508 199 0 626 V/C Ratio(X) 0.60 0.00 0.89 0.57 0.00 0.68 0.09 0.91 0.37 0.82 0.00 0.89 Avail Cap(c_a), veh/h 108 0 608 108 0 609 176 654 556 213 0 767 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.5 0.0 28.1 38.7 0.0 25.2 33.1 26.2 21.0 35.1 0.0 25.3 Incr Delay (d2), s/veh 9.1 0.0 13.7 9.0 0.0 2.6 0.2 15.7 0.5 21.4 0.0 11.4 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 0.9 0.0 11.6 0.8 0.0 7.5 0.3 14.2 3.3 4.8 0.0 13.8 LnGrp Delay(d),s/veh 47.7 0.0 41.8 47.7 0.0 27.8 33.3 41.9 21.5 56.5 0.0 36.6 LnGrp LOS D D D CCDCE D Approach Vol, veh/h 487 392 747 724 Approach Delay, s/veh 42.2 29.4 36.6 41.1 Approach LOS DCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.4 31.5 7.9 28.2 12.3 32.6 7.0 29.1 Change Period (Y+Rc), s 4.2 * 5.3 5.3 * 5.7 4.2 * 4.9 * 4.2 5.3 Max Green Setting (Gmax), s 9.8 * 29 5.0 * 27 5.0 * 34 * 5 27.5 Max Q Clear Time (g_c+I1), s 9.4 24.8 3.5 21.3 2.7 25.5 3.6 16.3 Green Ext Time (p_c), s 0.0 1.4 0.0 1.2 0.0 2.2 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 38.0 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 16: Grantland Avenue & Dakota Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 30 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 197 44 29 1188 25 49 940 Future Volume (vph) 197 44 29 1188 25 49 940 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3494 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3494 1752 3505 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 48 32 1291 27 53 1022 RTOR Reduction (vph) 0 35 01000 Lane Group Flow (vph) 214 13 32 1317 0 53 1022 Turn Type Prot Perm Prot NA Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 19.5 30.4 8.7 64.5 6.7 62.5 Effective Green, g (s) 19.5 30.4 8.7 64.5 6.7 62.5 Actuated g/C Ratio 0.17 0.26 0.07 0.56 0.06 0.54 Clearance Time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 294 410 131 1942 101 1888 v/s Ratio Prot c0.12 0.02 c0.38 0.03 c0.29 v/s Ratio Perm c0.01 v/c Ratio 0.73 0.03 0.24 0.68 0.52 0.54 Uniform Delay, d1 45.7 31.8 50.6 18.4 53.1 17.4 Progression Factor 1.00 1.00 0.66 0.46 1.19 0.50 Incremental Delay, d2 8.7 0.0 0.7 1.3 4.3 1.0 Delay (s) 54.4 31.9 34.1 9.8 67.7 9.8 Level of Service D C C A E A Approach Delay (s) 50.3 10.4 12.6 Approach LOS D B B Intersection Summary HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 17: Grantland Avenue & Shields Avenue 12/14/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 33 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 196 145 5 32 421 297 20 776 16 142 746 208 Future Volume (veh/h) 196 145 5 32 421 297 20 776 16 142 746 208 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 213 158 5 35 458 323 22 843 17 154 811 226 Adj No. of Lanes 110111120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 240 664 21 51 491 417 38 941 19 252 1089 303 Arrive On Green 0.14 0.37 0.37 0.03 0.27 0.27 0.02 0.27 0.27 0.05 0.13 0.13 Sat Flow, veh/h 1757 1778 56 1757 1845 1568 1757 3514 71 1757 2709 755 Grp Volume(v), veh/h 213 0 163 35 458 323 22 420 440 154 525 512 Grp Sat Flow(s),veh/h/ln 1757 0 1835 1757 1845 1568 1757 1752 1832 1757 1752 1711 Q Serve(g_s), s 13.8 0.0 7.1 2.3 28.1 14.7 1.4 26.8 26.8 10.0 33.4 33.4 Cycle Q Clear(g_c), s 13.8 0.0 7.1 2.3 28.1 14.7 1.4 26.8 26.8 10.0 33.4 33.4 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.04 1.00 0.44 Lane Grp Cap(c), veh/h 240 0 685 51 491 417 38 469 491 252 705 688 V/C Ratio(X) 0.89 0.00 0.24 0.68 0.93 0.77 0.57 0.90 0.90 0.61 0.74 0.74 Avail Cap(c_a), veh/h 254 0 685 100 509 433 76 518 542 252 705 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 49.2 0.0 25.0 55.8 41.6 17.5 56.2 40.9 40.9 52.1 44.6 44.6 Incr Delay (d2), s/veh 28.2 0.0 0.2 14.9 24.0 8.3 12.7 22.3 21.6 3.6 5.9 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 0.0 3.6 1.3 17.6 7.3 0.8 15.9 16.5 5.1 17.4 17.0 LnGrp Delay(d),s/veh 77.4 0.0 25.2 70.6 65.6 25.8 68.9 63.2 62.5 55.7 50.5 50.6 LnGrp LOS E C E E C EEEEDD Approach Vol, veh/h 376 816 882 1191 Approach Delay, s/veh 54.7 50.0 63.0 51.2 Approach LOS D D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.3 36.8 7.6 49.3 6.7 52.3 20.1 36.9 Change Period (Y+Rc), s 5.7 * 5.7 * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 Max Green Setting (Gmax), s 12.8 * 34 * 6.6 42.2 * 5 42.1 * 17 32.0 Max Q Clear Time (g_c+I1), s 12.0 28.8 4.3 9.1 3.4 35.4 15.8 30.1 Green Ext Time (p_c), s 0.0 2.3 0.0 0.8 0.0 3.2 0.1 0.7 Intersection Summary HCM 2010 Ctrl Delay 54.5 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 1: Grantland Avenue & Barstow Avenue 12/16/2018 Improved 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) 31 114 33 44 65 25 34 607 50 34 574 20 Future Volume (veh/h) 31 114 33 44 65 25 34 607 50 34 574 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 34 124 36 48 71 27 37 660 54 37 624 22 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 64 180 52 82 180 68 68 770 63 68 832 29 Arrive On Green 0.04 0.13 0.13 0.05 0.14 0.14 0.04 0.46 0.46 0.04 0.47 0.47 Sat Flow, veh/h 1757 1375 399 1757 1274 485 1757 1683 138 1757 1771 62 Grp Volume(v), veh/h 34 0 160 48 0 98 37 0 714 37 0 646 Grp Sat Flow(s),veh/h/ln 1757 0 1774 1757 0 1759 1757 0 1820 1757 0 1834 Q Serve(g_s), s 1.1 0.0 5.0 1.6 0.0 2.9 1.2 0.0 20.3 1.2 0.0 16.7 Cycle Q Clear(g_c), s 1.1 0.0 5.0 1.6 0.0 2.9 1.2 0.0 20.3 1.2 0.0 16.7 Prop In Lane 1.00 0.22 1.00 0.28 1.00 0.08 1.00 0.03 Lane Grp Cap(c), veh/h 64 0 232 82 0 248 68 0 833 68 0 861 V/C Ratio(X) 0.53 0.00 0.69 0.59 0.00 0.39 0.54 0.00 0.86 0.54 0.00 0.75 Avail Cap(c_a), veh/h 155 0 723 158 0 720 155 0 1191 155 0 1199 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.4 0.0 24.0 27.1 0.0 22.6 27.3 0.0 14.0 27.3 0.0 12.6 Incr Delay (d2), s/veh 6.7 0.0 3.6 6.6 0.0 1.0 6.6 0.0 4.5 6.6 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 2.7 0.9 0.0 1.5 0.7 0.0 11.2 0.7 0.0 8.8 LnGrp Delay(d),s/veh 34.1 0.0 27.7 33.7 0.0 23.7 34.0 0.0 18.5 34.0 0.0 14.3 LnGrp LOS C C C C C B C B Approach Vol, veh/h 194 146 751 683 Approach Delay, s/veh 28.8 26.9 19.3 15.4 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 31.4 6.9 12.5 6.4 32.1 6.3 13.1 Change Period (Y+Rc), s 4.9 * 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s 5.1 * 38 * 5.2 23.6 * 5.1 37.9 * 5.1 23.7 Max Q Clear Time (g_c+I1), s 3.2 22.3 3.6 7.0 3.2 18.7 3.1 4.9 Green Ext Time (p_c), s 0.0 4.2 0.0 0.7 0.0 4.0 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 19.4 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 3: Grantland Avenue & Shaw Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 375 21 60 376 230 24 304 104 240 335 65 Future Volume (veh/h) 131 375 21 60 376 230 24 304 104 240 335 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 136 391 22 62 392 240 25 317 108 250 349 68 Adj No. of Lanes 110111110210 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 163 435 24 368 707 743 178 343 117 308 388 76 Arrive On Green 0.09 0.25 0.25 0.21 0.38 0.38 0.10 0.26 0.26 0.09 0.26 0.26 Sat Flow, veh/h 1757 1730 97 1757 1845 1568 1757 1317 449 3408 1501 292 Grp Volume(v), veh/h 136 0 413 62 392 240 25 0 425 250 0 417 Grp Sat Flow(s),veh/h/ln 1757 0 1827 1757 1845 1568 1757 0 1765 1704 0 1793 Q Serve(g_s), s 8.8 0.0 25.4 3.4 19.3 2.7 1.5 0.0 27.2 8.4 0.0 26.1 Cycle Q Clear(g_c), s 8.8 0.0 25.4 3.4 19.3 2.7 1.5 0.0 27.2 8.4 0.0 26.1 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.25 1.00 0.16 Lane Grp Cap(c), veh/h 163 0 459 368 707 743 178 0 459 308 0 464 V/C Ratio(X) 0.83 0.00 0.90 0.17 0.55 0.32 0.14 0.00 0.93 0.81 0.00 0.90 Avail Cap(c_a), veh/h 209 0 659 368 707 743 178 0 517 353 0 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.66 0.66 0.66 1.00 0.00 1.00 0.71 0.00 0.71 Uniform Delay (d), s/veh 51.7 0.0 42.0 37.6 28.0 7.8 47.5 0.0 41.8 51.8 0.0 41.5 Incr Delay (d2), s/veh 19.8 0.0 23.1 0.1 2.1 0.8 0.4 0.0 21.4 8.8 0.0 9.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 15.7 1.7 10.2 3.0 0.7 0.0 15.9 4.3 0.0 14.1 LnGrp Delay(d),s/veh 71.5 0.0 65.1 37.7 30.1 8.6 47.9 0.0 63.2 60.6 0.0 50.8 LnGrp LOS E E D C A D E E D Approach Vol, veh/h 549 694 450 667 Approach Delay, s/veh 66.7 23.3 62.3 54.5 Approach LOS E C E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.7 36.2 30.0 35.2 15.9 34.9 15.0 50.2 Change Period (Y+Rc), s 4.2 * 6 5.7 * 6 4.2 * 4.9 * 4.2 5.7 Max Green Setting (Gmax), s 12.0 * 34 7.8 * 42 6.0 * 41 * 14 36.1 Max Q Clear Time (g_c+I1), s 10.4 29.2 5.4 27.4 3.5 28.1 10.8 21.3 Green Ext Time (p_c), s 0.1 1.0 0.0 1.8 0.0 2.0 0.1 2.5 Intersection Summary HCM 2010 Ctrl Delay 49.7 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 4: Veterans Boulevard & Shaw Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 564 105 130 540 433 93 706 56 547 1613 125 Future Volume (veh/h) 48 564 105 130 540 433 93 706 56 547 1613 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 52 613 114 141 587 471 101 767 61 595 1753 136 Adj No. of Lanes 121121130130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 96 672 301 133 701 757 205 1328 105 497 2060 159 Arrive On Green 0.05 0.19 0.19 0.03 0.07 0.07 0.23 0.56 0.56 0.28 0.43 0.43 Sat Flow, veh/h 1757 3505 1568 1757 3505 1568 1757 4759 377 1757 4768 369 Grp Volume(v), veh/h 52 613 114 141 587 471 101 540 288 595 1233 656 Grp Sat Flow(s),veh/h/ln 1757 1752 1568 1757 1752 1568 1757 1679 1778 1757 1679 1780 Q Serve(g_s), s 3.3 19.9 5.4 8.8 19.2 14.8 5.8 12.2 12.3 32.8 38.3 38.4 Cycle Q Clear(g_c), s 3.3 19.9 5.4 8.8 19.2 14.8 5.8 12.2 12.3 32.8 38.3 38.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.21 Lane Grp Cap(c), veh/h 96 672 301 133 701 757 205 937 496 497 1450 769 V/C Ratio(X) 0.54 0.91 0.38 1.06 0.84 0.62 0.49 0.58 0.58 1.20 0.85 0.85 Avail Cap(c_a), veh/h 96 686 307 133 764 785 205 937 496 497 1583 839 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 0.86 0.86 0.86 0.62 0.62 0.62 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.4 45.9 22.0 56.5 52.3 11.3 41.5 21.2 21.2 41.6 29.6 29.6 Incr Delay (d2), s/veh 4.5 12.9 0.6 88.3 6.6 1.2 1.1 1.6 3.1 107.2 6.4 11.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 10.8 2.4 7.6 10.0 6.7 2.9 5.8 6.3 30.7 18.9 21.2 LnGrp Delay(d),s/veh 58.0 58.8 22.6 145.0 58.9 12.5 42.6 22.8 24.3 148.8 36.0 41.2 LnGrp LOS E E C F E B D C C F D D Approach Vol, veh/h 779 1199 929 2484 Approach Delay, s/veh 53.4 50.8 25.4 64.4 Approach LOS D D C E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 37.0 38.1 13.0 27.9 19.2 55.8 12.0 28.9 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 5.7 5.7 * 5.7 5.7 * 5.7 Max Green Setting (Gmax), s * 33 31.9 * 8.8 22.7 10.0 * 55 6.2 * 25 Max Q Clear Time (g_c+I1), s 34.8 14.3 10.8 21.9 7.8 40.4 5.3 21.2 Green Ext Time (p_c), s 0.0 4.5 0.0 0.4 0.0 9.7 0.0 2.0 Intersection Summary HCM 2010 Ctrl Delay 53.1 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 5: Bryan Avenue & Shaw Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 693 410 207 758 334 110 Future Volume (vph) 693 410 207 758 334 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3505 1529 1752 3505 1752 1568 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3505 1529 1752 3505 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 753 446 225 824 363 120 RTOR Reduction (vph) 0 250 0 0 0 90 Lane Group Flow (vph) 753 196 225 824 363 30 Confl. Peds. (#/hr) 2 Turn Type NA Perm Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 2 Actuated Green, G (s) 51.1 51.1 19.7 75.0 29.3 29.3 Effective Green, g (s) 51.1 51.1 19.7 75.0 29.3 29.3 Actuated g/C Ratio 0.44 0.44 0.17 0.65 0.25 0.25 Clearance Time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1544 673 297 2266 442 396 v/s Ratio Prot c0.21 c0.13 0.24 c0.21 v/s Ratio Perm 0.13 0.02 v/c Ratio 0.49 0.29 0.76 0.36 0.82 0.08 Uniform Delay, d1 23.1 20.8 45.9 9.5 40.9 33.0 Progression Factor 0.47 2.19 0.91 0.77 1.00 1.00 Incremental Delay, d2 0.1 0.1 7.9 0.3 11.6 0.1 Delay (s) 11.0 45.7 49.4 7.6 52.5 33.1 Level of Service B D D A D C Approach Delay (s) 24.0 16.6 47.7 Approach LOS C B D Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 6: Hayes Avenue & Shaw Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 804 101 227 955 69 149 Future Volume (vph) 804 101 227 955 69 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.2 5.7 5.7 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1817 1752 1845 1752 1568 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1817 1752 1845 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 874 110 247 1038 75 162 RTOR Reduction (vph)30000145 Lane Group Flow (vph) 981 0 247 1038 75 17 Turn Type NA Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 2 Actuated Green, G (s) 71.2 17.2 92.6 12.0 12.0 Effective Green, g (s) 71.2 17.2 92.6 12.0 12.0 Actuated g/C Ratio 0.61 0.15 0.80 0.10 0.10 Clearance Time (s) 5.7 4.2 5.7 5.7 5.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1115 259 1472 181 162 v/s Ratio Prot c0.54 c0.14 0.56 c0.04 v/s Ratio Perm 0.01 v/c Ratio 0.88 0.95 0.71 0.41 0.10 Uniform Delay, d1 18.8 49.0 5.4 48.7 47.1 Progression Factor 0.79 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.4 43.0 2.9 1.5 0.3 Delay (s) 24.3 92.0 8.3 50.2 47.4 Level of Service C F A D D Approach Delay (s) 24.3 24.4 48.3 Approach LOS C C D Intersection Summary HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.6 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 7: Grantland Avenue & Stadium Drive 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 66 169 864 9 88 1224 Future Volume (vph) 66 169 864 9 88 1224 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 Frt 0.90 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1642 3505 1568 1752 3505 Flt Permitted 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1642 3505 1568 1752 3505 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 73 188 960 10 98 1360 RTOR Reduction (vph) 81 00400 Lane Group Flow (vph) 180 0 960 6 98 1360 Turn Type Prot NA Perm Prot NA Protected Phases 3 2 1 6 Permitted Phases 2 Actuated Green, G (s) 16.6 64.1 64.1 10.7 79.0 Effective Green, g (s) 16.6 64.1 64.1 10.7 79.0 Actuated g/C Ratio 0.14 0.55 0.55 0.09 0.68 Clearance Time (s) 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 234 1936 866 161 2387 v/s Ratio Prot c0.11 0.27 0.06 c0.39 v/s Ratio Perm 0.00 v/c Ratio 0.77 0.50 0.01 0.61 0.57 Uniform Delay, d1 47.8 16.0 11.7 50.6 9.6 Progression Factor 1.00 0.23 0.05 1.04 0.93 Incremental Delay, d2 14.0 0.8 0.0 5.0 0.8 Delay (s) 61.8 4.5 0.6 57.6 9.7 Level of Service E AAEA Approach Delay (s) 61.8 4.5 12.9 Approach LOS E A B Intersection Summary HCM 2000 Control Delay 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 122 85 56 112 77 77 668 130 611 1095 144 Future Volume (veh/h) 106 122 85 56 112 77 77 668 130 611 1095 144 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 123 142 99 65 130 90 90 777 151 710 1273 167 Adj No. of Lanes 111111130121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 118 182 154 83 174 148 114 864 167 788 2106 942 Arrive On Green 0.07 0.10 0.10 0.05 0.09 0.09 0.02 0.07 0.07 0.15 0.20 0.20 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 4240 817 1757 3505 1568 Grp Volume(v), veh/h 123 142 99 65 130 90 90 614 314 710 1273 167 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1679 1700 1757 1752 1568 Q Serve(g_s), s 7.8 8.7 5.9 4.2 8.0 2.5 5.9 21.1 21.3 46.1 38.4 10.3 Cycle Q Clear(g_c), s 7.8 8.7 5.9 4.2 8.0 2.5 5.9 21.1 21.3 46.1 38.4 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 118 182 154 83 174 148 114 684 346 788 2106 942 V/C Ratio(X) 1.04 0.78 0.64 0.78 0.75 0.61 0.79 0.90 0.91 0.90 0.60 0.18 Avail Cap(c_a), veh/h 118 369 314 106 356 303 138 692 350 788 2106 942 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.51 0.51 0.51 Uniform Delay (d), s/veh 54.1 51.1 34.7 54.7 51.2 7.8 56.0 52.9 53.0 46.9 33.9 22.7 Incr Delay (d2), s/veh 94.3 7.1 4.4 24.6 6.3 4.0 20.0 15.2 27.0 7.6 0.7 0.2 Initial Q Delay(d3),s/veh 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 4.8 2.7 2.6 4.3 1.2 3.5 11.3 12.6 24.1 18.9 4.5 LnGrp Delay(d),s/veh 148.9 58.2 39.1 79.2 57.5 11.8 76.0 68.1 80.0 54.5 34.6 22.9 LnGrp LOS F E D EEBEEFDCC Approach Vol, veh/h 364 285 1018 2150 Approach Delay, s/veh 83.7 48.1 72.5 40.3 Approach LOS F D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 57.8 29.3 11.5 17.4 11.7 75.4 12.0 16.9 Change Period (Y+Rc), s 5.7 * 5.7 6.0 * 6 * 4.2 5.7 * 4.2 6.0 Max Green Setting (Gmax), s 41.8 * 24 7.0 * 23 * 9.1 56.6 * 7.8 22.4 Max Q Clear Time (g_c+I1), s 48.1 23.3 6.2 10.7 7.9 40.4 9.8 10.0 Green Ext Time (p_c), s 0.0 0.3 0.0 0.7 0.0 8.1 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 53.6 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 346 324 68 14 137 53 225 65 109 305 168 Future Volume (veh/h) 97 346 324 68 14 137 53 225 65 109 305 168 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 108 384 360 76 16 152 59 250 72 121 339 187 Adj No. of Lanes 111111111111 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %333333333333 Cap, veh/h 352 506 430 108 250 213 94 338 287 154 460 391 Arrive On Green 0.20 0.27 0.27 0.06 0.14 0.14 0.05 0.18 0.18 0.09 0.25 0.25 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 108 384 360 76 16 152 59 250 72 121 339 187 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 3.0 10.8 8.3 2.4 0.4 5.2 1.9 7.2 2.2 3.8 9.5 2.8 Cycle Q Clear(g_c), s 3.0 10.8 8.3 2.4 0.4 5.2 1.9 7.2 2.2 3.8 9.5 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 352 506 430 108 250 213 94 338 287 154 460 391 V/C Ratio(X) 0.31 0.76 0.84 0.70 0.06 0.71 0.63 0.74 0.25 0.79 0.74 0.48 Avail Cap(c_a), veh/h 352 849 722 156 761 647 156 722 614 202 771 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 18.8 8.9 26.0 21.3 23.4 26.2 21.8 19.7 25.2 19.5 4.4 Incr Delay (d2), s/veh 0.5 2.4 4.4 8.0 0.1 4.4 6.7 3.2 0.5 13.8 2.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 5.8 4.5 1.4 0.2 2.5 1.1 4.0 1.0 2.4 5.1 2.2 LnGrp Delay(d),s/veh 19.7 21.2 13.2 34.0 21.4 27.8 32.9 25.0 20.2 39.1 21.8 5.3 LnGrp LOS B C B CCCCCCDCA Approach Vol, veh/h 852 244 381 647 Approach Delay, s/veh 17.6 29.3 25.3 20.3 Approach LOS B C C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 16.3 7.7 21.5 7.2 20.1 15.5 13.7 Change Period (Y+Rc), s 6.0 * 6 4.2 * 6 * 4.2 6.0 4.2 * 6 Max Green Setting (Gmax), s 6.5 * 22 5.0 * 26 * 5 23.6 7.7 * 23 Max Q Clear Time (g_c+I1), s 5.8 9.2 4.4 12.8 3.9 11.5 5.0 7.2 Green Ext Time (p_c), s 0.0 1.1 0.0 2.7 0.0 1.8 0.1 0.4 Intersection Summary HCM 2010 Ctrl Delay 21.1 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 11: Grantland Avenue & Ashlan Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 84 93 9 781 90 245 1029 Future Volume (vph) 84 93 9 781 90 245 1029 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3505 1531 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3505 1531 1752 3505 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 93 103 10 868 100 272 1143 RTOR Reduction (vph) 0 80 0 0 54 0 0 Lane Group Flow (vph) 93 23 10 868 46 272 1143 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 9.7 26.0 1.0 53.0 53.0 21.1 73.1 Effective Green, g (s) 9.7 26.0 1.0 53.0 53.0 21.1 73.1 Actuated g/C Ratio 0.08 0.22 0.01 0.46 0.46 0.18 0.63 Clearance Time (s) 4.2 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 146 351 15 1601 699 318 2208 v/s Ratio Prot c0.05 c0.01 c0.25 c0.16 0.33 v/s Ratio Perm c0.01 0.03 v/c Ratio 0.64 0.07 0.67 0.54 0.07 0.86 0.52 Uniform Delay, d1 51.4 35.4 57.3 22.7 17.6 46.0 11.8 Progression Factor 1.00 1.00 0.53 0.36 0.43 1.02 1.30 Incremental Delay, d2 8.8 0.1 68.8 1.2 0.2 16.9 0.7 Delay (s) 60.2 35.5 98.9 9.4 7.8 63.8 16.1 Level of Service E D F AAEB Approach Delay (s) 47.2 10.2 25.2 Approach LOS D B C Intersection Summary HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 110 199 58 37 146 104 23 215 44 214 389 Future Volume (vph) 1 110 199 58 37 146 104 23 215 44 214 389 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 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 0.97 1.00 1.00 0.85 1.00 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1777 1752 1845 1568 1752 1798 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1777 1752 1845 1568 1752 1798 1752 3505 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1 122 221 64 41 162 116 26 239 49 238 432 RTOR Reduction (vph) 0 0 11 0 0 0 97 08000 Lane Group Flow (vph) 0 123 274 0 41 162 19 26 280 0 238 432 Confl. Peds. (#/hr) 2 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 11.2 20.7 3.5 13.0 13.0 5.1 20.1 13.7 28.7 Effective Green, g (s) 11.2 20.7 3.5 13.0 13.0 5.1 20.1 13.7 28.7 Actuated g/C Ratio 0.14 0.27 0.04 0.17 0.17 0.07 0.26 0.18 0.37 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 251 470 78 307 260 114 462 307 1288 v/s Ratio Prot 0.07 c0.15 0.02 c0.09 0.01 c0.16 c0.14 0.12 v/s Ratio Perm 0.01 v/c Ratio 0.49 0.58 0.53 0.53 0.07 0.23 0.61 0.78 0.34 Uniform Delay, d1 30.8 24.9 36.5 29.7 27.5 34.6 25.5 30.7 17.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 1.8 6.3 1.6 0.1 1.0 2.2 11.6 0.2 Delay (s) 32.3 26.8 42.7 31.4 27.6 35.7 27.8 42.3 18.0 Level of Service C C DCCDC DB Approach Delay (s) 28.5 31.5 28.4 25.7 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 78.1 Sum of lost time (s) 20.1 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Movement SBR Lane Configurations Traffic Volume (vph) 57 Future Volume (vph) 57 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1544 Flt Permitted 1.00 Satd. Flow (perm) 1544 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 63 RTOR Reduction (vph) 40 Lane Group Flow (vph) 23 Confl. Peds. (#/hr) 4 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 28.7 Effective Green, g (s) 28.7 Actuated g/C Ratio 0.37 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 567 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.04 Uniform Delay, d1 15.9 Progression Factor 1.00 Incremental Delay, d2 0.0 Delay (s) 15.9 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 14: Polk Avenue & Ashlan Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 178 54 98 171 148 59 513 145 162 552 49 Future Volume (veh/h) 34 178 54 98 171 148 59 513 145 162 552 49 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 37 193 59 107 186 161 64 558 158 176 600 53 Adj No. of Lanes 110110111110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 63 287 88 136 218 189 121 620 527 213 657 58 Arrive On Green 0.04 0.21 0.21 0.08 0.24 0.24 0.07 0.34 0.34 0.12 0.39 0.39 Sat Flow, veh/h 1757 1357 415 1757 914 791 1757 1845 1568 1757 1671 148 Grp Volume(v), veh/h 37 0 252 107 0 347 64 558 158 176 0 653 Grp Sat Flow(s),veh/h/ln 1757 0 1771 1757 0 1705 1757 1845 1568 1757 0 1819 Q Serve(g_s), s 1.6 0.0 10.0 4.6 0.0 14.9 2.7 22.0 4.0 7.5 0.0 26.0 Cycle Q Clear(g_c), s 1.6 0.0 10.0 4.6 0.0 14.9 2.7 22.0 4.0 7.5 0.0 26.0 Prop In Lane 1.00 0.23 1.00 0.46 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 63 0 375 136 0 407 121 620 527 213 0 715 V/C Ratio(X) 0.59 0.00 0.67 0.79 0.00 0.85 0.53 0.90 0.30 0.83 0.00 0.91 Avail Cap(c_a), veh/h 117 0 582 156 0 607 121 693 589 230 0 807 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.3 0.0 27.7 34.6 0.0 27.8 34.3 24.2 9.1 32.8 0.0 21.9 Incr Delay (d2), s/veh 8.6 0.0 2.1 20.6 0.0 7.5 4.2 13.9 0.3 20.1 0.0 13.7 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 0.9 0.0 5.1 3.0 0.0 7.8 1.4 13.6 2.2 4.8 0.0 15.6 LnGrp Delay(d),s/veh 44.9 0.0 29.8 55.2 0.0 35.3 38.5 38.1 9.4 52.9 0.0 35.6 LnGrp LOS D C E D D D A D D Approach Vol, veh/h 289 454 780 829 Approach Delay, s/veh 31.7 40.0 32.3 39.3 Approach LOS CDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 31.0 10.1 21.9 9.5 34.9 8.4 23.5 Change Period (Y+Rc), s 4.2 * 5.3 * 4.2 5.7 4.2 * 4.9 5.7 * 5.3 Max Green Setting (Gmax), s 10.0 * 29 * 6.8 25.1 5.2 * 34 5.1 * 27 Max Q Clear Time (g_c+I1), s 9.5 24.0 6.6 12.0 4.7 28.0 3.6 16.9 Green Ext Time (p_c), s 0.0 1.7 0.0 1.0 0.0 2.1 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 36.2 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 16: Grantland Avenue & Dakota Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 30 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 108 23 15 962 26 114 1072 Future Volume (vph) 108 23 15 962 26 114 1072 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.5 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3491 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3491 1752 3505 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 117 25 16 1046 28 124 1165 RTOR Reduction (vph) 0 20 01000 Lane Group Flow (vph) 117 5 16 1073 0 124 1165 Turn Type Prot Perm Prot NA Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 12.0 22.6 4.3 66.3 12.4 74.4 Effective Green, g (s) 12.0 22.6 4.3 66.3 12.4 74.4 Actuated g/C Ratio 0.10 0.19 0.04 0.57 0.11 0.64 Clearance Time (s) 4.2 4.5 4.2 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 181 305 64 1995 187 2248 v/s Ratio Prot c0.07 0.01 c0.31 c0.07 0.33 v/s Ratio Perm c0.00 v/c Ratio 0.65 0.02 0.25 0.54 0.66 0.52 Uniform Delay, d1 50.0 37.7 54.3 15.4 49.8 11.2 Progression Factor 1.00 1.00 0.74 0.40 0.87 1.43 Incremental Delay, d2 7.7 0.0 1.8 0.9 7.7 0.8 Delay (s) 57.7 37.7 41.9 7.1 51.2 16.8 Level of Service E D D A D B Approach Delay (s) 54.2 7.6 20.1 Approach LOS D A C Intersection Summary HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 17: Grantland Avenue & Shields Avenue 12/16/2018 Improved Synchro 10 Report JLB Traffic Engineering, Inc.Page 33 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 160 17 11 125 131 22 668 20 354 596 182 Future Volume (veh/h) 108 160 17 11 125 131 22 668 20 354 596 182 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 114 168 18 12 132 138 23 703 21 373 627 192 Adj No. of Lanes 110111120120 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %333333333333 Cap, veh/h 139 288 31 24 204 173 626 1432 43 395 707 216 Arrive On Green 0.08 0.18 0.18 0.01 0.11 0.11 0.36 0.41 0.41 0.45 0.53 0.53 Sat Flow, veh/h 1757 1638 176 1757 1845 1568 1757 3475 104 1757 2645 809 Grp Volume(v), veh/h 114 0 186 12 132 138 23 354 370 373 415 404 Grp Sat Flow(s),veh/h/ln 1757 0 1814 1757 1845 1568 1757 1752 1826 1757 1752 1702 Q Serve(g_s), s 7.4 0.0 10.9 0.8 8.0 10.0 1.0 17.3 17.3 23.6 24.3 24.4 Cycle Q Clear(g_c), s 7.4 0.0 10.9 0.8 8.0 10.0 1.0 17.3 17.3 23.6 24.3 24.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.06 1.00 0.48 Lane Grp Cap(c), veh/h 139 0 319 24 204 173 626 722 753 395 469 455 V/C Ratio(X) 0.82 0.00 0.58 0.49 0.65 0.80 0.04 0.49 0.49 0.94 0.89 0.89 Avail Cap(c_a), veh/h 170 0 519 76 429 365 626 722 753 459 784 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 52.6 0.0 43.9 56.8 49.4 50.3 24.3 25.1 25.1 31.2 25.4 25.4 Incr Delay (d2), s/veh 22.1 0.0 1.7 14.7 3.4 8.1 0.0 2.4 2.3 24.2 18.8 19.5 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 4.5 0.0 5.6 0.5 4.3 4.7 0.5 8.8 9.2 13.8 14.0 13.7 LnGrp Delay(d),s/veh 74.7 0.0 45.6 71.5 52.9 58.4 24.4 27.5 27.4 55.4 44.2 44.9 LnGrp LOS E D E D E C C C E D D Approach Vol, veh/h 300 282 747 1192 Approach Delay, s/veh 56.6 56.4 27.4 48.0 Approach LOS E E C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.3 53.5 5.8 26.4 47.1 36.7 13.4 18.8 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 6.0 5.7 * 5.7 * 4.2 6.0 Max Green Setting (Gmax), s * 30 27.4 * 5 33.2 5.8 * 52 * 11 27.0 Max Q Clear Time (g_c+I1), s 25.6 19.3 2.8 12.9 3.0 26.4 9.4 12.0 Green Ext Time (p_c), s 0.5 2.5 0.0 0.8 0.0 4.6 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 43.8 HCM 2010 LOS D Notes Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 99 313 158 138 55 420 31 455 Average Queue (ft) 38 128 65 47 29 236 14 208 95th Queue (ft) 77 232 129 97 58 385 36 339 Link Distance (ft) 646 2480 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 1 5 4 Queuing Penalty (veh) 1 1 1 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 74 23 55 115 Average Queue (ft) 17 1 28 42 95th Queue (ft) 54 8 55 75 Link Distance (ft) 2578 2609 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB SB SB SB Directions Served L TR L T R L TR L L TR Maximum Queue (ft) 424 562 160 355 184 254 472 123 469 562 Average Queue (ft) 133 275 61 163 47 80 240 56 124 310 95th Queue (ft) 289 461 128 317 121 225 413 105 333 497 Link Distance (ft) 2609 1169 1169 1623 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 350 350 Storage Blk Time (%) 8 1 25 8 Queuing Penalty (veh) 10 1 12 13 Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Veterans Boulevard & 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 T TR Maximum Queue (ft) 32 206 218 75 90 334 334 176 74 380 380 440 Average Queue (ft) 10 110 138 17 36 196 181 82 20 153 185 197 95th Queue (ft) 29 166 206 47 76 314 283 157 54 307 320 351 Link Distance (ft) 1169 1169 1241 1241 2550 2550 2550 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 Storage Blk Time (%) 5 0 3 Queuing Penalty (veh) 3 2 2 Intersection: 4: Veterans Boulevard & Shaw Avenue Movement SB SB SB SB Directions Served L T T TR Maximum Queue (ft) 370 470 431 203 Average Queue (ft) 244 188 137 68 95th Queue (ft) 374 360 292 151 Link Distance (ft) 2755 2755 2755 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 11 1 Queuing Penalty (veh) 37 4 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L R Maximum Queue (ft) 187 152 90 249 228 223 354 507 Average Queue (ft) 118 82 48 134 81 113 206 101 95th Queue (ft) 174 154 79 225 182 213 369 369 Link Distance (ft) 1241 1241 1225 1225 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 275 Storage Blk Time (%) 0 9 Queuing Penalty (veh) 1 17 Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 682 205 246 118 246 Average Queue (ft) 251 98 117 54 109 95th Queue (ft) 560 172 228 106 198 Link Distance (ft) 1276 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 7: Grantland Avenue & Stadium Drive Movement WB NB NB NB B21 B21 SB SB SB Directions Served LR T T R T T L T T Maximum Queue (ft) 489 740 796 26 348 360 369 399 279 Average Queue (ft) 172 157 175 7 12 12 181 90 45 95th Queue (ft) 348 442 472 25 115 118 315 273 162 Link Distance (ft) 1241 909 909 378 378 1001 1001 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 530 250 Storage Blk Time (%) 1 5 1 Queuing Penalty (veh) 0 22 2 Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T TR L T Maximum Queue (ft) 113 289 24 205 51 222 370 520 460 380 360 297 Average Queue (ft) 60 123 10 117 18 93 213 197 190 222 208 182 95th Queue (ft) 107 231 27 199 49 182 375 417 370 400 329 310 Link Distance (ft) 811 931 1001 1001 1001 2550 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 Storage Blk Time (%) 2 8 2 9 4 Queuing Penalty (veh) 1 25 6 30 11 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement SB SB Directions Served T R Maximum Queue (ft) 345 72 Average Queue (ft) 166 21 95th Queue (ft) 284 48 Link Distance (ft) 2550 2550 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 139 324 136 130 129 87 200 216 58 107 133 86 Average Queue (ft) 45 129 55 48 48 39 118 99 15 36 51 22 95th Queue (ft) 100 248 107 105 96 74 194 186 39 77 116 52 Link Distance (ft) 1296 1296 2521 2516 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 150 250 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 3 0 Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 204 89 53 420 428 370 290 372 394 Average Queue (ft) 87 49 16 210 231 77 146 112 78 95th Queue (ft) 163 76 42 425 452 293 254 269 209 Link Distance (ft) 2576 2576 2627 2627 378 378 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) 10 13 2 1 Queuing Penalty (veh) 2 15 9 2 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB SB Directions Served UL TR L T R L TR L T T R Maximum Queue (ft) 171 282 73 262 142 185 120 161 113 77 73 Average Queue (ft) 77 116 23 118 58 88 71 97 52 9 40 95th Queue (ft) 140 232 51 206 104 147 116 150 91 39 68 Link Distance (ft) 2576 407 1002 2516 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 1 0 2 Queuing Penalty (veh) 1 1 2 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 194 202 76 116 Average Queue (ft) 76 96 44 52 95th Queue (ft) 135 171 69 84 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 174 528 68 453 149 470 370 181 267 Average Queue (ft) 39 209 19 147 18 240 98 91 151 95th Queue (ft) 109 366 49 305 67 392 257 153 236 Link Distance (ft) 2575 2097 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 250 275 Storage Blk Time (%) 1 33 10 48 0 Queuing Penalty (veh) 6 11 3 94 0 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 74 207 260 385 495 2526 2525 94 137 228 170 247 Average Queue (ft) 23 129 139 357 438 1485 751 43 41 44 93 122 95th Queue (ft) 58 196 227 467 658 2937 2352 83 79 127 158 210 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) 18 6 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 86 17 0 2 13 7 Queuing Penalty (veh) 180 35 0 6 7 7 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 189 90 Average Queue (ft) 83 24 95th Queue (ft) 155 68 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 3 Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 7 Intersection: 16: Grantland Avenue & Dakota Avenue Movement WB WB NB NB NB SB SB SB Directions Served L R U T TR L T T Maximum Queue (ft) 339 77 112 436 414 118 452 445 Average Queue (ft) 141 30 28 161 184 44 120 127 95th Queue (ft) 248 66 70 351 352 100 317 321 Link Distance (ft) 1218 2592 2592 2627 2627 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 150 Storage Blk Time (%) 2 4 4 Queuing Penalty (veh) 1 1 2 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R L T TR L T TR Maximum Queue (ft) 254 224 90 347 361 369 401 378 225 422 456 Average Queue (ft) 139 76 30 236 101 32 225 220 99 162 202 95th Queue (ft) 219 160 74 347 204 143 338 326 167 350 397 Link Distance (ft) 2583 2562 1249 1249 2592 2592 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 Storage Blk Time (%) 2 10 6 4 Queuing Penalty (veh) 2 33 1 6 Network Summary Network wide Queuing Penalty: 640 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 54 196 74 96 71 362 53 281 Average Queue (ft) 19 78 33 42 23 178 24 156 95th Queue (ft) 47 140 69 89 54 324 51 251 Link Distance (ft) 646 2480 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 2 1 Queuing Penalty (veh) 1 0 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 138 26 31 74 Average Queue (ft) 19 3 18 40 95th Queue (ft) 70 18 43 70 Link Distance (ft) 2578 2609 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB SB SB SB Directions Served L TR L T R L TR L L TR Maximum Queue (ft) 424 435 73 412 182 254 472 114 193 404 Average Queue (ft) 126 198 39 153 53 37 245 60 97 209 95th Queue (ft) 243 341 74 306 134 139 398 104 151 366 Link Distance (ft) 2609 1172 1172 1599 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 350 350 Storage Blk Time (%) 1 1 24 1 Queuing Penalty (veh) 2 1 6 3 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Veterans Boulevard & 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 T TR Maximum Queue (ft) 76 299 322 111 172 238 207 221 116 132 171 148 Average Queue (ft) 30 136 157 40 84 146 129 93 40 37 58 60 95th Queue (ft) 69 220 253 81 139 221 199 169 94 90 132 134 Link Distance (ft) 1172 1172 1238 1238 2545 2545 2545 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 4: Veterans Boulevard & Shaw Avenue Movement SB SB SB SB Directions Served L T T TR Maximum Queue (ft) 370 2090 2103 1965 Average Queue (ft) 349 1056 974 595 95th Queue (ft) 429 2167 2156 1580 Link Distance (ft) 2764 2764 2764 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 53 4 Queuing Penalty (veh) 284 22 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L R Maximum Queue (ft) 231 235 156 320 140 169 347 320 Average Queue (ft) 85 42 50 149 50 79 194 28 95th Queue (ft) 180 134 109 246 108 152 297 120 Link Distance (ft) 1238 1238 1224 1224 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 275 Storage Blk Time (%) 0 1 3 Queuing Penalty (veh) 0 2 3 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 606 285 322 158 208 Average Queue (ft) 214 175 152 65 98 95th Queue (ft) 431 269 304 118 174 Link Distance (ft) 1277 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) 1 1 Queuing Penalty (veh) 7 3 Intersection: 7: Grantland Avenue & Stadium Drive Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 248 182 193 24 181 349 331 Average Queue (ft) 129 37 46 1 79 141 143 95th Queue (ft) 230 114 126 8 153 300 297 Link Distance (ft) 1242 909 909 1000 1000 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 530 250 Storage Blk Time (%) 2 Queuing Penalty (veh) 2 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T TR L T Maximum Queue (ft) 200 172 103 135 112 66 201 217 232 265 370 1386 Average Queue (ft) 89 83 37 48 59 22 61 133 153 188 345 570 95th Queue (ft) 174 163 77 98 111 43 123 214 230 284 427 1120 Link Distance (ft) 831 928 1000 1000 1000 2545 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 Storage Blk Time (%)46 3 Queuing Penalty (veh)253 21 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement SB SB Directions Served T R Maximum Queue (ft) 1020 997 Average Queue (ft) 392 58 95th Queue (ft) 831 347 Link Distance (ft) 2545 2545 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 157 247 136 113 23 88 115 220 62 111 219 87 Average Queue (ft) 62 140 72 51 8 24 38 82 20 51 93 27 95th Queue (ft) 128 223 112 97 25 56 78 173 48 100 175 58 Link Distance (ft) 1296 1296 2521 2516 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 150 250 Storage Blk Time (%) 0 2 Queuing Penalty (veh) 1 5 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 11: Grantland Avenue & Ashlan Avenue Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 177 53 53 218 243 54 233 368 353 Average Queue (ft) 68 23 12 69 84 12 137 116 99 95th Queue (ft) 131 46 40 183 215 37 212 266 248 Link Distance (ft) 2576 2576 2627 2627 370 370 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 0 5 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB SB Directions Served UL TR L T R L TR L T T R Maximum Queue (ft) 133 191 52 115 76 30 197 224 221 186 49 Average Queue (ft) 49 78 18 54 35 9 106 98 109 47 14 95th Queue (ft) 104 163 45 107 66 30 173 164 184 127 37 Link Distance (ft) 2576 403 1003 2516 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 2 2 0 Queuing Penalty (veh) 4 5 0 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 127 120 138 110 Average Queue (ft) 65 45 48 46 95th Queue (ft) 106 85 86 79 Link Distance (ft) 1469 2575 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 174 217 220 241 150 422 370 200 444 Average Queue (ft) 32 88 52 119 60 234 54 110 214 95th Queue (ft) 85 160 117 215 141 362 155 180 347 Link Distance (ft) 2575 2097 1100 1271 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 75 250 275 Storage Blk Time (%) 7 11 2 43 3 Queuing Penalty (veh) 2 11 11 88 4 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 54 188 221 385 495 2563 2563 98 73 72 133 250 Average Queue (ft) 22 107 117 352 436 1886 1593 49 44 36 65 135 95th Queue (ft) 52 176 202 498 677 3406 3462 89 73 64 107 238 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) 56 22 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 88 26 1 1 0 3 15 Queuing Penalty (veh) 363 108 4 1 0 3 11 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 370 56 Average Queue (ft) 96 19 95th Queue (ft) 243 50 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 12/14/2018 Improved SimTraffic Report JLB Traffic Engineering, Inc.Page 7 Intersection: 16: Grantland Avenue & Dakota Avenue Movement WB WB NB NB NB SB SB SB Directions Served L R U T TR L T T Maximum Queue (ft) 161 50 53 237 285 269 614 586 Average Queue (ft) 67 14 13 61 76 80 137 155 95th Queue (ft) 126 40 39 158 176 156 377 415 Link Distance (ft) 1215 2592 2592 2627 2627 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 150 Storage Blk Time (%) 0 1 6 Queuing Penalty (veh) 0 3 7 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R L T TR L T TR Maximum Queue (ft) 147 248 51 224 75 53 291 290 369 495 297 Average Queue (ft) 76 100 7 102 38 17 171 172 216 146 154 95th Queue (ft) 128 176 30 175 64 47 258 263 372 343 267 Link Distance (ft) 2583 2562 2576 2576 2592 2592 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 Storage Blk Time (%) 0 1 11 0 Queuing Penalty (veh) 0 0 32 0 Network Summary Network wide Queuing Penalty: 1282 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | L Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix L: Cumulative Year 2035 plus Project (Buildout)Traffic Conditions HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 1: Grantland Avenue & Barstow Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 234.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 242 59 87 48 25 29 673 37 14 576 21 Future Vol, veh/h 57 242 59 87 48 25 29 673 37 14 576 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 62 263 64 95 52 27 32 732 40 15 626 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1524 1504 638 1647 1495 752 649 0 0 772 0 0 Stage 1 668 668 - 816 816 ------- Stage 2 856 836 - 831 679 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 96 ~ 121 475 ~ 79 122 409 932 - - 839 - - Stage 1 446 455 - 369 389 ------- Stage 2 351 381 - 362 450 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 56 ~ 115 475 - 116 409 932 - - 839 - - Mov Cap-2 Maneuver ~ 56 ~ 115 - - 116 ------- Stage 1 431 447 - 356 376 ------- Stage 2 273 368 - 127 442 ------- Approach EB WB NB SB HCM Control Delay, s$ 1223.6 0.4 0.2 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 932 - - 110 - 839 - - HCM Lane V/C Ratio 0.034 - - 3.538 - 0.018 - - HCM Control Delay (s) 9 - -$ 1223.6 - 9.4 - - HCM Lane LOS A - - F - A - - HCM 95th %tile Q(veh) 0.1 - - 38.7 - 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 2: Garfield Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 454 3 4 383 27 15 30 6 45 9 79 Future Vol, veh/h 57 454 3 4 383 27 15 30 6 45 9 79 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 62 493 3 4 416 29 16 33 7 49 10 86 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 445 0 0 496 0 0 1106 1072 495 1078 1059 431 Stage 1 ------619619-439439- Stage 2 ------487453-639620- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1110 - - 1063 - - 187 220 573 195 223 622 Stage 1 ------474479-595576- Stage 2 ------560568-463478- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1110 - - 1063 - - 146 202 573 159 205 622 Mov Cap-2 Maneuver ------146202-159205- Stage 1 ------438442-549573- Stage 2 ------472565-391441- Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 30.6 28.7 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 195 1110 - - 1063 - - 293 HCM Lane V/C Ratio 0.284 0.056 - - 0.004 - - 0.493 HCM Control Delay (s) 30.6 8.4 0 - 8.4 0 - 28.7 HCM Lane LOS D A A - A A - D HCM 95th %tile Q(veh) 1.1 0.2 - - 0 - - 2.6 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 3: Grantland Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 359 53 92 292 219 49 393 89 177 504 100 Future Volume (veh/h) 127 359 53 92 292 219 49 393 89 177 504 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 138 390 58 100 317 238 53 427 97 192 548 109 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 627 979 146 124 318 238 68 437 99 217 566 113 Arrive On Green 0.36 0.62 0.62 0.07 0.32 0.32 0.04 0.30 0.30 0.12 0.38 0.38 Sat Flow, veh/h 1757 1570 233 1757 979 735 1757 1456 331 1757 1495 297 Grp Volume(v), veh/h 138 0 448 100 0 555 53 0 524 192 0 657 Grp Sat Flow(s),veh/h/ln 1757 0 1803 1757 0 1715 1757 0 1786 1757 0 1792 Q Serve(g_s), s 6.6 0.0 14.9 6.7 0.0 38.8 3.6 0.0 34.9 12.9 0.0 43.1 Cycle Q Clear(g_c), s 6.6 0.0 14.9 6.7 0.0 38.8 3.6 0.0 34.9 12.9 0.0 43.1 Prop In Lane 1.00 0.13 1.00 0.43 1.00 0.19 1.00 0.17 Lane Grp Cap(c), veh/h 627 0 1124 124 0 556 68 0 536 217 0 679 V/C Ratio(X) 0.22 0.00 0.40 0.81 0.00 1.00 0.78 0.00 0.98 0.89 0.00 0.97 Avail Cap(c_a), veh/h 627 0 1124 149 0 556 76 0 536 217 0 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.00 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 11.3 55.0 0.0 40.5 57.2 0.0 41.6 51.8 0.0 36.5 Incr Delay (d2), s/veh 0.2 0.0 1.1 2.6 0.0 11.1 36.3 0.0 33.0 32.5 0.0 26.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 7.7 3.4 0.0 20.1 2.4 0.0 22.1 8.2 0.0 26.3 LnGrp Delay(d),s/veh 27.1 0.0 12.4 57.6 0.0 51.6 93.5 0.0 74.6 84.3 0.0 62.8 LnGrp LOS C B E D F E F E Approach Vol, veh/h 586 655 577 849 Approach Delay, s/veh 15.8 52.5 76.4 67.7 Approach LOS B D E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 42.0 12.6 81.0 10.6 50.4 49.0 44.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 6.0 * 4.9 6.0 * 5.7 Max Green Setting (Gmax), s * 15 35.2 * 10 39.4 5.2 * 46 11.0 * 39 Max Q Clear Time (g_c+I1), s 14.9 36.9 8.7 16.9 5.6 45.1 8.6 40.8 Green Ext Time (p_c), s 0.0 0.0 0.0 2.3 0.0 0.3 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 54.4 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 4: Veterans Boulevard & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 540 24 112 661 420 58 1277 255 391 1033 25 Future Volume (veh/h) 23 540 24 112 661 420 58 1277 255 391 1033 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 25 587 26 122 718 457 63 1388 277 425 1123 27 Adj No. of Lanes 110110120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 51 565 25 111 363 231 162 1001 196 187 1249 30 Arrive On Green 0.01 0.11 0.11 0.06 0.34 0.34 0.03 0.11 0.11 0.11 0.36 0.36 Sat Flow, veh/h 1757 1753 78 1757 1055 671 1757 2922 574 1757 3498 84 Grp Volume(v), veh/h 25 0 613 122 0 1175 63 823 842 425 563 587 Grp Sat Flow(s),veh/h/ln 1757 0 1831 1757 0 1726 1757 1752 1743 1757 1752 1830 Q Serve(g_s), s 1.7 0.0 38.7 7.6 0.0 41.3 4.2 41.1 41.1 12.8 36.5 36.5 Cycle Q Clear(g_c), s 1.7 0.0 38.7 7.6 0.0 41.3 4.2 41.1 41.1 12.8 36.5 36.5 Prop In Lane 1.00 0.04 1.00 0.39 1.00 0.33 1.00 0.05 Lane Grp Cap(c), veh/h 51 0 590 111 0 594 162 600 597 187 626 653 V/C Ratio(X) 0.49 0.00 1.04 1.10 0.00 1.98 0.39 1.37 1.41 2.27 0.90 0.90 Avail Cap(c_a), veh/h 73 0 590 111 0 594 162 600 597 187 694 724 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.52 0.00 0.52 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.5 0.0 53.6 56.2 0.0 39.4 54.9 53.2 53.2 53.6 36.5 36.5 Incr Delay (d2), s/veh 3.7 0.0 37.0 113.7 0.0 446.1 0.1 168.0 185.5 587.3 18.3 17.7 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 0.9 0.0 25.7 7.2 0.0 93.2 2.1 48.0 50.6 36.8 20.8 21.6 LnGrp Delay(d),s/veh 62.2 0.0 90.7 169.9 0.0 485.4 55.0 221.2 238.7 640.9 54.8 54.2 LnGrp LOS E F F F E F F F D D Approach Vol, veh/h 638 1297 1728 1575 Approach Delay, s/veh 89.5 455.7 223.7 212.7 Approach LOS FFFF Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 46.8 11.8 44.4 15.3 48.5 9.2 47.0 Change Period (Y+Rc), s 4.2 * 5.7 * 4.2 5.7 4.2 * 5.7 5.7 * 5.7 Max Green Setting (Gmax), s 12.8 * 41 * 7.6 38.7 6.4 * 48 5.0 * 41 Max Q Clear Time (g_c+I1), s 14.8 43.1 9.6 40.7 6.2 38.5 3.7 43.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 261.5 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 5: Bryan Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 752.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 728 267 202 807 348 193 Future Vol, veh/h 728 267 202 807 348 193 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 791 290 220 877 378 210 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1081 0 2253 936 Stage 1 - - - - 936 - Stage 2 - - - - 1317 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 641 - ~ 45 320 Stage 1 - - - - 380 - Stage 2 - - - - ~ 249 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 641 - ~ 30 320 Mov Cap-2 Maneuver - - - - ~ 30 - Stage 1 - - - - ~ 250 - Stage 2 - - - - ~ 249 - Approach EB WB NB HCM Control Delay, s 0 2.7 $ 3535.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 30 320 - - 641 - HCM Lane V/C Ratio 12.609 0.656 - - 0.343 - HCM Control Delay (s) $ 5476.2 35.3 - - 13.5 - HCM Lane LOS F E - - B - HCM 95th %tile Q(veh) 46.6 4.3 - - 1.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 6: Hayes Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 193.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 918 84 126 859 90 218 Future Vol, veh/h 918 84 126 859 90 218 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 33333 Mvmt Flow 966 88 133 904 95 229 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1054 0 2180 1010 Stage 1 - - - - 1010 - Stage 2 - - - - 1170 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 657 - ~ 50 290 Stage 1 - - - - 350 - Stage 2 - - - - 294 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 657 - ~ 30 290 Mov Cap-2 Maneuver - - - - ~ 30 - Stage 1 - - - - 208 - Stage 2 - - - - 294 - Approach EB WB NB HCM Control Delay, s 0 1.5 $ 1434.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 82 - - 657 - HCM Lane V/C Ratio 3.954 - - 0.202 - HCM Control Delay (s) $ 1434.5 - - 11.9 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 33.9 - - 0.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 218 8 56 46 6 187 22 1432 16 238 911 54 Future Vol, veh/h 218 8 56 46 6 187 22 1432 16 238 911 54 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 253 9 65 53 7 217 26 1665 19 277 1059 63 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3484 3381 1091 3399 3393 1665 1122 0 0 1684 0 0 Stage 1 1645 1645 - 1717 1717 ------- Stage 2 1839 1736 - 1682 1676 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver ~ 4 ~ 8 260 ~ 4 7 ~ 119 619 - - 377 - - Stage 1 ~ 125 156 - 113 144 ------- Stage 2 ~ 96 141 - 119 151 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - 0 260 - 0 ~ 119 619 - - 377 - - Mov Cap-2 Maneuver - 0 - - 0 ------- Stage 1 ~ 120 0 - 108 138 ------- Stage 2 - 135 - - 0 ------- Approach EB WB NB SB HCM Control Delay, s 0.2 7.3 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 619 - - - 260 - 377 - - HCM Lane V/C Ratio 0.041 - - - 0.286 - 0.734 - - HCM Control Delay (s) 11.1 - - - 24.3 - 36.8 0 - HCM Lane LOS B - - - C - E A - HCM 95th %tile Q(veh) 0.1 - - - 1.1 - 5.7 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 203 34 172 27 262 269 1280 108 311 765 91 Future Volume (veh/h) 52 203 34 172 27 262 269 1280 108 311 765 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 57 221 37 187 29 285 292 1391 117 338 832 99 Adj No. of Lanes 110110110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 73 291 49 129 30 297 180 778 65 187 840 714 Arrive On Green 0.04 0.19 0.19 0.07 0.21 0.21 0.10 0.46 0.46 0.21 0.91 0.91 Sat Flow, veh/h 1757 1541 258 1757 147 1443 1757 1679 141 1757 1845 1568 Grp Volume(v), veh/h 57 0 258 187 0 314 292 0 1508 338 832 99 Grp Sat Flow(s),veh/h/ln 1757 0 1799 1757 0 1590 1757 0 1820 1757 1845 1568 Q Serve(g_s), s 3.9 0.0 16.3 8.8 0.0 23.5 12.3 0.0 55.6 12.8 49.5 0.8 Cycle Q Clear(g_c), s 3.9 0.0 16.3 8.8 0.0 23.5 12.3 0.0 55.6 12.8 49.5 0.8 Prop In Lane 1.00 0.14 1.00 0.91 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 73 0 340 129 0 327 180 0 843 187 840 714 V/C Ratio(X) 0.78 0.00 0.76 1.45 0.00 0.96 1.62 0.00 1.79 1.80 0.99 0.14 Avail Cap(c_a), veh/h 110 0 351 129 0 327 180 0 843 187 859 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.43 0.43 0.43 Uniform Delay (d), s/veh 57.0 0.0 46.1 55.6 0.0 47.2 53.9 0.0 32.2 47.2 5.1 3.0 Incr Delay (d2), s/veh 18.2 0.0 9.0 241.0 0.0 38.9 304.7 0.0 359.5 370.7 18.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 8.9 12.9 0.0 13.8 21.2 0.0 112.1 25.4 25.1 0.3 LnGrp Delay(d),s/veh 75.1 0.0 55.0 296.6 0.0 86.1 358.6 0.0 391.7 417.9 23.5 3.1 LnGrp LOS E E F F F F F C A Approach Vol, veh/h 315 501 1800 1269 Approach Delay, s/veh 58.7 164.7 386.3 127.0 Approach LOS E F F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 61.3 13.0 28.7 18.5 59.9 11.0 30.7 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 6.0 5.7 * 5.7 6.0 * 6 Max Green Setting (Gmax), s * 13 54.9 * 8.8 23.4 11.8 * 56 7.5 * 25 Max Q Clear Time (g_c+I1), s 14.8 57.6 10.8 18.3 14.3 51.5 5.9 25.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 2.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 246.4 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Int Delay, s/veh 97.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 58 262 215 50 74 161 172 236 76 50 141 130 Future Vol, veh/h 58 262 215 50 74 161 172 236 76 50 141 130 Conflicting Peds, #/hr 0 0000024000024 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 33333333333 Mvmt Flow 67 305 250 58 86 187 200 274 88 58 164 151 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1235 1142 264 1351 1173 318 339 0 0 362 0 0 Stage 1 380 380 - 718 718 ------- Stage 2 855 762 - 633 455 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 152 ~ 200 772 127 191 720 1215 - - 1191 - - Stage 1 640 612 - 419 432 ------- Stage 2 351 412 - 466 567 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 51 ~ 155 754 - 148 720 1187 - - 1191 - - Mov Cap-2 Maneuver ~ 51 ~ 155 - - 148 ------- Stage 1 520 569 - 349 359 ------- Stage 2 164 343 - 138 527 ------- Approach EB WB NB SB HCM Control Delay, s 292.1 3.1 1.3 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1187 - - 51 155 754 - 325 1191 - - HCM Lane V/C Ratio 0.168 - - 1.322 1.965 0.332 - 0.841 0.049 - - HCM Control Delay (s) 8.6 - -$ 365.5$ 505.7 12.1 - 54.2 8.2 - - HCM Lane LOS A - - F F B - F A - - HCM 95th %tile Q(veh) 0.6 - - 6.2 23.6 1.5 - 7.4 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Roundabout Cumulative Year 2035 + Project AM Peak 10: Ashlan Avenue & Project Driveway 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 7 108 191 Demand Flow Rate, veh/h 7 111 197 Vehicles Circulating, veh/h 197 0 34 Vehicles Exiting, veh/h 34 204 77 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.1 4.1 5.0 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 7 111 197 Cap Entry Lane, veh/h 928 1130 1092 Entry HV Adj Factor 0.971 0.973 0.970 Flow Entry, veh/h 7 108 191 Cap Entry, veh/h 901 1100 1059 V/C Ratio 0.008 0.098 0.180 Control Delay, s/veh 4.1 4.1 5.0 LOS A A A 95th %tile Queue, veh 0 0 1 HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Intersection Int Delay, s/veh 11.9 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 22 69 117 43 221 23 22 1059 115 252 850 38 Future Vol, veh/h 93 22 69 117 43 221 23 22 1059 115 252 850 38 Conflicting Peds, #/hr 0 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length 250 - - 230 - 0 - 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 3 333333333333 Mvmt Flow 108 26 80 136 50 257 27 26 1231 134 293 988 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2197 3045 988 3053 3022 683 - 1032 0 0 1365 0 0 Stage 1 1574 1574 - 1404 1404 -------- Stage 2 623 1471 - 1649 1618 -------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 - 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 -------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 -------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.9285 -2.2285 - -3.1285 - - Pot Cap-1 Maneuver ~ 39 ~ 12 297 ~ 10 ~ 13 335 - 666 - - ~ 259 - - Stage 1 134 168 - ~ 105 204 -------- Stage 2 412 189 - ~ 121 160 -------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - 0 297 - 0 335 ~ ~ - - ~ 259 - - Mov Cap-2 Maneuver - 0 - - 0 -------- Stage 1 134 0 - ~ 105 204 -------- Stage 2 ~ 72 189 - - 0 -------- Approach EB WB NB SB HCM Control Delay, s 30.4 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) ~ - - - 297 - - 335 ~ 259 - - HCM Lane V/C Ratio ~ - - - 0.356 - - 0.767 1.131 - - HCM Control Delay (s)----23.7 - - 43.7 137.6 - - HCM Lane LOS ----C--EF-- HCM 95th %tile Q(veh) ~ - - - 1.6 - - 6.1 12.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 + Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh 126.9 Intersection LOS F Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 116 289 101 33 284 254 175 149 18 174 157 Future Vol, veh/h 20 116 289 101 33 284 254 175 149 18 174 157 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, %333333333333 Mvmt Flow 23 135 336 117 38 330 295 203 173 21 202 183 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 100.6 287.7 27.1 41 HCM LOS F F D E Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 69% 0% Vol Thru, % 0% 89% 0% 74% 0% 53% 31% 30% Vol Right, % 0% 11% 0% 26% 0% 47% 0% 70% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 175 167 136 390 33 538 253 259 LT Vol 175 0 136 0 33 0 174 0 Through Vol 0 149 0 289 0 284 79 79 RT Vol 0 18 0 101 0 254 0 180 Lane Flow Rate 203 194 158 453 38 626 294 301 Geometry Grp 77777777 Degree of Util (X) 0.575 0.518 0.432 1.153 0.107 1.597 0.789 0.738 Departure Headway (Hd) 11.702 11.087 10.992 10.269 10.448 9.575 11.13 10.244 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 311 328 331 358 345 388 329 355 Service Time 9.402 8.787 8.692 7.969 8.148 7.275 8.83 7.944 HCM Lane V/C Ratio 0.653 0.591 0.477 1.265 0.11 1.613 0.894 0.848 HCM Control Delay 29.1 25.1 21.8 128.1 14.4 304.5 45.1 36.9 HCM Lane LOS D D C F B F E E HCM 95th-tile Q 3.4 2.8 2.1 16.1 0.4 34.6 6.4 5.7 HCM 2010 AWSC Cumulative Year 2035 + Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 180 Future Vol, veh/h 180 Peak Hour Factor 0.86 Heavy Vehicles, % 3 Mvmt Flow 209 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Cumulative Year 2035 + Project AM Peak 13: Hayes Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Intersection Intersection Delay, s/veh24.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 319 50 22 340 21 80 82 49 35 108 51 Future Vol, veh/h 31 319 50 22 340 21 80 82 49 35 108 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 34 347 54 24 370 23 87 89 53 38 117 55 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 30.2 28.4 16.8 16 HCM LOS D D C C Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 38% 8% 6% 18% Vol Thru, % 39% 80% 89% 56% Vol Right, % 23% 12% 5% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 211 400 383 194 LT Vol 80 31 22 35 Through Vol 82 319 340 108 RT Vol 49 50 21 51 Lane Flow Rate 229 435 416 211 Geometry Grp 1111 Degree of Util (X) 0.469 0.792 0.767 0.433 Departure Headway (Hd) 7.367 6.557 6.631 7.384 Convergence, Y/N Yes Yes Yes Yes Cap 489 552 545 487 Service Time 5.43 4.609 4.683 5.446 HCM Lane V/C Ratio 0.468 0.788 0.763 0.433 HCM Control Delay 16.8 30.2 28.4 16 HCM Lane LOS CDDC HCM 95th-tile Q 2.5 7.5 6.9 2.2 HCM 2010 AWSC Cumulative Year 2035 + Project AM Peak 14: Polk Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Intersection Intersection Delay, s/veh255.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 410 36 30 298 54 16 515 180 156 511 22 Future Vol, veh/h 35 410 36 30 298 54 16 515 180 156 511 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333 Mvmt Flow 37 432 38 32 314 57 17 542 189 164 538 23 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 163 84.4 446.5 219 HCM LOS F F F F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 74% 0% 92% 0% 85% 0% 96% Vol Right, % 0% 26% 0% 8% 0% 15% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 16 695 35 446 30 352 156 533 LT Vol 16 0 35 0 30 0 156 0 Through Vol 0 515 0 410 0 298 0 511 RT Vol 0 180 0 36 0 54 0 22 Lane Flow Rate 17 732 37 469 32 371 164 561 Geometry Grp 77777777 Degree of Util (X) 0.048 1.936 0.104 1.258 0.09 0.992 0.464 1.505 Departure Headway (Hd) 11.68610.95812.85112.24913.65312.99213.16212.589 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 308 337 281 300 264 282 276 292 Service Time 9.386 8.65810.551 9.94911.35310.69210.86210.289 HCM Lane V/C Ratio 0.055 2.172 0.132 1.563 0.121 1.316 0.594 1.921 HCM Control Delay 15 456.4 17 174.5 17.7 90.1 26.8 275.3 HCM Lane LOS B F C F C F D F HCM 95th-tile Q 0.2 43.9 0.3 17.4 0.3 10 2.3 24.6 HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 32 624 126 1 282 216 80 50 117 400 221 197 Future Volume (vph) 32 624 126 1 282 216 80 50 117 400 221 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3446 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3416 3400 1845 1568 1752 3505 1568 1752 3446 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 35 678 137 1 307 235 87 54 127 435 240 214 RTOR Reduction (vph) 0 15 0000550014109 Lane Group Flow (vph) 35 800 0 0 308 235 32 54 127 294 240 232 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 3.5 28.2 9.1 33.8 33.8 6.3 22.1 22.1 14.3 30.1 Effective Green, g (s) 3.5 28.2 9.1 33.8 33.8 6.3 22.1 22.1 14.3 30.1 Actuated g/C Ratio 0.04 0.31 0.10 0.37 0.37 0.07 0.24 0.24 0.15 0.33 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 66 1043 335 675 574 119 839 375 271 1123 v/s Ratio Prot 0.02 c0.23 c0.09 0.13 0.03 0.04 c0.14 0.07 v/s Ratio Perm 0.02 c0.19 v/c Ratio 0.53 0.77 0.92 0.35 0.06 0.45 0.15 0.78 0.89 0.21 Uniform Delay, d1 43.6 29.1 41.2 21.2 18.9 41.3 27.7 32.9 38.2 22.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.0 3.4 29.1 0.3 0.0 2.7 0.1 10.3 27.2 0.1 Delay (s) 51.5 32.5 70.3 21.6 19.0 44.1 27.8 43.2 65.4 22.6 Level of Service D C E C B D C D E C Approach Delay (s) 33.3 45.1 40.1 43.9 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 92.3 Sum of lost time (s) 18.6 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 15: Cornelia Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 23 Movement SBR Lane Configurations Traffic Volume (vph) 25 Future Volume (vph) 25 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 27 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 TWSC Cumulative Year 2035 + Project AM Peak 16: Grantland Avenue & Dakota Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Intersection Int Delay, s/veh 280.7 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 197 44 29 1221 25 49 1045 Future Vol, veh/h 197 44 29 1221 25 49 1045 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 250 0 250 - 0 150 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 92 Heavy Vehicles, % 3 333333 Mvmt Flow 214 48 32 1327 27 53 1136 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2569 1327 - 0 0 1354 0 Stage 1 1327 ------ Stage 2 1242 ------ Critical Hdwy 6.43 6.23 - - - 4.13 - Critical Hdwy Stg 1 5.43 ------ Critical Hdwy Stg 2 5.43 ------ Follow-up Hdwy 3.527 3.327 - - - 2.227 - Pot Cap-1 Maneuver ~ 28 189 - - - 505 - Stage 1 246 ------ Stage 2 271 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 25 189 - - - 505 - Mov Cap-2 Maneuver ~ 25 ------ Stage 1 220 ------ Stage 2 271 ------ Approach WB NB SB HCM Control Delay, s$ 3037.6 0.6 HCM LOS F Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 25 189 505 - HCM Lane V/C Ratio - - - 8.565 0.253 0.105 - HCM Control Delay (s) - - -$ 3709.2 30.4 13 - HCM Lane LOS - - - F D B - HCM 95th %tile Q(veh) - - - 26.7 1 0.4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 + Project AM Peak 17: Grantland Avenue & Shields Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 26 Intersection Intersection Delay, s/veh 783.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 199 145 5 32 421 309 20 790 16 165 801 228 Future Vol, veh/h 199 145 5 32 421 309 20 790 16 165 801 228 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333333333 Mvmt Flow 216 158 5 35 458 336 22 859 17 179 871 248 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 169.6 585.3 696.7 1149.4 HCM LOS FFFF Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 2% 57% 4% 14% Vol Thru, % 96% 42% 55% 67% Vol Right, % 2% 1% 41% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 826 349 762 1194 LT Vol 20 199 32 165 Through Vol 790 145 421 801 RT Vol 16 5 309 228 Lane Flow Rate 898 379 828 1298 Geometry Grp 1111 Degree of Util (X) 2.404 1.028 2.166 3.447 Departure Headway (Hd) 23.678 34.272 21.065 19.05 Convergence, Y/N Yes Yes Yes Yes Cap 162 110 182 208 Service Time 21.678 32.272 19.065 17.05 HCM Lane V/C Ratio 5.543 3.445 4.549 6.24 HCM Control Delay 696.7 169.6 585.3 1149.4 HCM Lane LOS FFFF HCM 95th-tile Q 31.1 6.5 29.6 61.8 HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 1: Grantland Avenue & Barstow Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Intersection Int Delay, s/veh 61.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 114 33 44 65 25 34 609 50 34 585 20 Future Vol, veh/h 31 114 33 44 65 25 34 609 50 34 585 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------280--250-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 34 124 36 48 71 27 37 662 54 37 636 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1533 1511 647 1564 1495 689 658 0 0 716 0 0 Stage 1 721 721 - 763 763 ------- Stage 2 812 790 - 801 732 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 95 ~ 120 469 90 122 444 925 - - 880 - - Stage 1 417 430 - 395 412 ------- Stage 2 371 400 - 377 425 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 42 ~ 110 469 - 112 444 925 - - 880 - - Mov Cap-2 Maneuver 42 ~ 110 - - 112 ------- Stage 1 400 412 - 379 396 ------- Stage 2 275 384 - 233 407 ------- Approach EB WB NB SB HCM Control Delay, s$ 564.6 0.4 0.5 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 925 - - 96 - 880 - - HCM Lane V/C Ratio 0.04 - - 2.015 - 0.042 - - HCM Control Delay (s) 9.1 - -$ 564.6 - 9.3 - - HCM Lane LOS A - - F - A - - HCM 95th %tile Q(veh) 0.1 - - 16.6 - 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 2: Garfield Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 433 6 11 371 34 4 7 26 33 41 34 Future Vol, veh/h 38 433 6 11 371 34 4 7 26 33 41 34 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 471 7 12 403 37 4 8 28 36 45 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 440 0 0 478 0 0 1044 1021 475 1021 1006 422 Stage 1 ------557557-446446- Stage 2 ------487464-575560- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1115 - - 1079 - - 206 235 588 214 240 630 Stage 1 ------513511-590572- Stage 2 ------560562-502509- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1115 - - 1079 - - 157 220 588 189 225 630 Mov Cap-2 Maneuver ------157220-189225- Stage 1 ------487485-561563- Stage 2 ------478554-447484- Approach EB WB NB SB HCM Control Delay, s 0.7 0.2 16.1 29.3 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 364 1115 - - 1079 - - 263 HCM Lane V/C Ratio 0.11 0.037 - - 0.011 - - 0.446 HCM Control Delay (s) 16.1 8.4 0 - 8.4 0 - 29.3 HCM Lane LOS C A A - A A - D HCM 95th %tile Q(veh) 0.4 0.1 - - 0 - - 2.2 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 3: Grantland Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 375 21 72 376 230 24 306 112 240 346 65 Future Volume (veh/h) 131 375 21 72 376 230 24 306 112 240 346 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 136 391 22 75 392 240 25 319 117 250 360 68 Adj No. of Lanes 110110110110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 151 433 24 419 449 275 41 303 111 264 568 107 Arrive On Green 0.09 0.25 0.25 0.24 0.42 0.42 0.02 0.23 0.23 0.15 0.38 0.38 Sat Flow, veh/h 1757 1730 97 1757 1072 657 1757 1289 473 1757 1509 285 Grp Volume(v), veh/h 136 0 413 75 0 632 25 0 436 250 0 428 Grp Sat Flow(s),veh/h/ln 1757 0 1827 1757 0 1729 1757 0 1761 1757 0 1794 Q Serve(g_s), s 9.2 0.0 26.3 4.1 0.0 40.2 1.7 0.0 28.2 16.9 0.0 23.4 Cycle Q Clear(g_c), s 9.2 0.0 26.3 4.1 0.0 40.2 1.7 0.0 28.2 16.9 0.0 23.4 Prop In Lane 1.00 0.05 1.00 0.38 1.00 0.27 1.00 0.16 Lane Grp Cap(c), veh/h 151 0 458 419 0 723 41 0 414 264 0 675 V/C Ratio(X) 0.90 0.00 0.90 0.18 0.00 0.87 0.60 0.00 1.05 0.95 0.00 0.63 Avail Cap(c_a), veh/h 151 0 650 419 0 723 88 0 414 264 0 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.00 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 43.5 36.3 0.0 32.0 58.0 0.0 45.9 50.5 0.0 30.6 Incr Delay (d2), s/veh 45.7 0.0 23.6 0.0 0.0 1.5 13.3 0.0 59.0 41.5 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 0.0 16.2 2.0 0.0 19.4 1.0 0.0 20.5 11.2 0.0 12.0 LnGrp Delay(d),s/veh 100.0 0.0 67.1 36.3 0.0 33.5 71.4 0.0 104.9 92.0 0.0 32.6 LnGrp LOS F E D C E F F C Approach Vol, veh/h 549 707 461 678 Approach Delay, s/veh 75.3 33.8 103.1 54.5 Approach LOS E C F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.9 34.2 34.3 36.1 7.0 50.1 14.5 55.9 Change Period (Y+Rc), s 4.9 * 6 5.7 * 6 * 4.2 4.9 * 4.2 5.7 Max Green Setting (Gmax), s 18.0 * 28 10.7 * 43 * 6 41.3 * 10 43.4 Max Q Clear Time (g_c+I1), s 18.9 30.2 6.1 28.3 3.7 25.4 11.2 42.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 0.0 2.2 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 62.5 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 4: Veterans Boulevard & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 564 105 271 540 433 93 775 158 547 1724 125 Future Volume (veh/h) 48 564 105 271 540 433 93 775 158 547 1724 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 52 613 114 295 587 471 101 842 172 595 1874 136 Adj No. of Lanes 110110120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 67 448 83 158 330 265 85 824 168 290 1330 95 Arrive On Green 0.04 0.30 0.30 0.09 0.35 0.35 0.02 0.09 0.09 0.17 0.40 0.40 Sat Flow, veh/h 1757 1514 281 1757 949 761 1757 2900 592 1757 3317 238 Grp Volume(v), veh/h 52 0 727 295 0 1058 101 509 505 595 979 1031 Grp Sat Flow(s),veh/h/ln 1757 0 1795 1757 0 1710 1757 1752 1740 1757 1752 1803 Q Serve(g_s), s 3.5 0.0 35.5 10.8 0.0 41.8 5.8 34.1 34.1 19.8 48.1 48.1 Cycle Q Clear(g_c), s 3.5 0.0 35.5 10.8 0.0 41.8 5.8 34.1 34.1 19.8 48.1 48.1 Prop In Lane 1.00 0.16 1.00 0.45 1.00 0.34 1.00 0.13 Lane Grp Cap(c), veh/h 67 0 531 158 0 595 85 498 494 290 702 723 V/C Ratio(X) 0.78 0.00 1.37 1.87 0.00 1.78 1.19 1.02 1.02 2.05 1.39 1.43 Avail Cap(c_a), veh/h 73 0 531 158 0 595 85 498 494 290 702 723 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.52 0.00 0.52 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 0.0 42.3 54.6 0.0 39.1 59.0 54.4 54.4 50.1 36.0 36.0 Incr Delay (d2), s/veh 22.3 0.0 172.3 412.7 0.0 356.8 95.9 18.0 18.1 485.5 186.0 199.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 43.0 23.4 0.0 78.7 5.1 19.0 18.9 48.7 59.5 64.0 LnGrp Delay(d),s/veh 79.5 0.0 214.6 467.3 0.0 395.9 154.9 72.4 72.5 535.6 221.9 235.9 LnGrp LOS E F F FFFFFFF Approach Vol, veh/h 779 1353 1115 2605 Approach Delay, s/veh 205.6 411.5 79.9 299.1 Approach LOS F F E F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.0 39.8 15.0 41.2 10.0 53.8 8.7 47.5 Change Period (Y+Rc), s 4.2 * 5.7 * 4.2 5.7 4.2 * 5.7 * 4.2 5.7 Max Green Setting (Gmax), s 19.8 * 34 * 11 35.5 5.8 * 48 * 5 41.3 Max Q Clear Time (g_c+I1), s 21.8 36.1 12.8 37.5 7.8 50.1 5.5 43.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 270.9 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 5: Bryan Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1098.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 795 410 207 898 334 110 Future Vol, veh/h 795 410 207 898 334 110 Conflicting Peds, #/hr 0 22000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 250 - 275 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 864 446 225 976 363 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1312 0 2515 1089 Stage 1 - - - - 1089 - Stage 2 - - - - 1426 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 524 - ~ 31 261 Stage 1 - - - - ~ 321 - Stage 2 - - - - ~ 220 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 523 - ~ 18 261 Mov Cap-2 Maneuver - - - - ~ 18 - Stage 1 - - - - ~ 183 - Stage 2 - - - - ~ 220 - Approach EB WB NB HCM Control Delay, s 0 3.2 $ 6805.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 18 261 - - 523 - HCM Lane V/C Ratio 20.169 0.458 - - 0.43 - HCM Control Delay (s) $ 9036.6 29.9 - - 17 - HCM Lane LOS F D - - C - HCM 95th %tile Q(veh) 46.1 2.2 - - 2.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 6: Hayes Avenue & Shaw Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 6.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 903 101 227 1090 69 149 Future Vol, veh/h 903 101 227 1090 69 149 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 982 110 247 1185 75 162 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1092 0 2716 1037 Stage 1 - - - - 1037 - Stage 2 - - - - 1679 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 635 - ~ 23 280 Stage 1 - - - - 340 - Stage 2 - - - - 165 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 635 - 0 280 Mov Cap-2 Maneuver - - - - 0 - Stage 1 - - - - 0 - Stage 2 - - - - 165 - Approach EB WB NB HCM Control Delay, s 0 2.5 61.3 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 280 - - 635 - HCM Lane V/C Ratio 0.846 - - 0.389 - HCM Control Delay (s) 61.3 - - 14.2 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 7.1 - - 1.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 142 8 36 66 7 169 83 924 9 88 1342 181 Future Vol, veh/h 142 8 36 66 7 169 83 924 9 88 1342 181 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 250 -----250----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 158 9 40 73 8 188 92 1027 10 98 1491 201 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3102 3009 1592 3023 3099 1027 1692 0 0 1037 0 0 Stage 1 1788 1788 - 1211 1211 ------- Stage 2 1314 1221 - 1812 1888 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver ~ 7 13 131 ~ 8 12 283 374 - - 666 - - Stage 1 ~ 103 133 - 222 254 ------- Stage 2 194 251 - 100 118 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - 0 131 - 0 283 374 - - 666 - - Mov Cap-2 Maneuver - 0 - - 0 ------- Stage 1 ~ 78 0 - 167 192 ------- Stage 2 ~ 47 189 - - 0 ------- Approach EB WB NB SB HCM Control Delay, s 1.4 0.6 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 374 - - - 131 - 666 - - HCM Lane V/C Ratio 0.247 - - - 0.373 - 0.147 - - HCM Control Delay (s) 17.7 - - - 48 - 11.3 0 - HCM Lane LOS C - - - E - B A - HCM 95th %tile Q(veh) 1 - - - 1.6 - 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 122 109 79 112 77 89 840 148 611 1347 144 Future Volume (veh/h) 106 122 109 79 112 77 89 840 148 611 1347 144 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 115 133 118 86 122 84 97 913 161 664 1464 157 Adj No. of Lanes 110110110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 100 149 132 100 183 126 100 595 105 363 995 846 Arrive On Green 0.06 0.16 0.16 0.06 0.18 0.18 0.06 0.39 0.39 0.27 0.72 0.72 Sat Flow, veh/h 1757 903 801 1757 1019 702 1757 1528 269 1757 1845 1568 Grp Volume(v), veh/h 115 0 251 86 0 206 97 0 1074 664 1464 157 Grp Sat Flow(s),veh/h/ln 1757 0 1703 1757 0 1721 1757 0 1797 1757 1845 1568 Q Serve(g_s), s 6.8 0.0 17.3 5.8 0.0 13.4 6.6 0.0 46.7 24.8 64.7 3.9 Cycle Q Clear(g_c), s 6.8 0.0 17.3 5.8 0.0 13.4 6.6 0.0 46.7 24.8 64.7 3.9 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 100 0 280 100 0 309 100 0 700 363 995 846 V/C Ratio(X) 1.16 0.00 0.89 0.86 0.00 0.67 0.97 0.00 1.53 1.83 1.47 0.19 Avail Cap(c_a), veh/h 100 0 332 100 0 336 100 0 700 363 995 846 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 56.6 0.0 49.1 56.1 0.0 45.9 56.5 0.0 36.6 43.5 16.9 8.4 Incr Delay (d2), s/veh 138.0 0.0 22.8 49.8 0.0 4.5 81.6 0.0 247.6 373.9 212.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 0.0 9.9 4.2 0.0 6.7 5.5 0.0 71.3 49.7 90.8 1.7 LnGrp Delay(d),s/veh 194.6 0.0 71.9 105.9 0.0 50.3 138.2 0.0 284.3 417.5 229.4 8.4 LnGrp LOS F E F D F F F F A Approach Vol, veh/h 366 292 1171 2285 Approach Delay, s/veh 110.4 66.7 272.2 268.9 Approach LOS F E F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.0 52.4 12.8 25.8 11.0 70.4 11.0 27.6 Change Period (Y+Rc), s * 4.2 5.7 6.0 * 6 * 4.2 5.7 * 4.2 6.0 Max Green Setting (Gmax), s * 25 44.9 6.8 * 23 * 6.8 62.9 * 6.8 23.4 Max Q Clear Time (g_c+I1), s 26.8 48.7 7.8 19.3 8.6 66.7 8.8 15.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 241.4 HCM 2010 LOS F Notes HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Intersection Int Delay, s/veh 132.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 97 362 324 68 35 137 53 225 65 109 305 168 Future Vol, veh/h 97 362 324 68 35 137 53 225 65 109 305 168 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 250 250 - - 250 - - 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 108 402 360 76 39 152 59 250 72 121 339 187 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1175 1115 433 1460 1172 286 526 0 0 322 0 0 Stage 1 675 675 - 404 404 ------- Stage 2 500 440 - 1056 768 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 168 ~ 207 621 106 191 751 1036 - - 1232 - - Stage 1 442 452 - 621 597 ------- Stage 2 551 576 - 271 409 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 97 ~ 176 621 - 163 751 1036 - - 1232 - - Mov Cap-2 Maneuver ~ 97 ~ 176 - - 163 ------- Stage 1 417 408 - 586 563 ------- Stage 2 386 543 - ~ 1 369 ------- Approach EB WB NB SB HCM Control Delay, s$ 328.2 1.3 1.5 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1036 - - 97 176 621 - 433 1232 - - HCM Lane V/C Ratio 0.057 - - 1.111 2.285 0.58 - 0.441 0.098 - - HCM Control Delay (s) 8.7 - - 205.6$ 638.2 18.5 - 19.7 8.2 - - HCM Lane LOS A - - F F C - C A - - HCM 95th %tile Q(veh) 0.2 - - 7.1 32.9 3.7 - 2.2 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Roundabout Cumulative Year 2035 + Project PM Peak 10: Ashlan Avenue & Parc West Drive 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Intersection Intersection Delay, s/veh 5.2 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 13 277 125 Demand Flow Rate, veh/h 13 285 129 Vehicles Circulating, veh/h 129 0 12 Vehicles Exiting, veh/h 12 142 273 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.8 5.6 4.3 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 13 285 129 Cap Entry Lane, veh/h 993 1130 1116 Entry HV Adj Factor 0.971 0.971 0.969 Flow Entry, veh/h 13 277 125 Cap Entry, veh/h 964 1097 1082 V/C Ratio 0.013 0.252 0.116 Control Delay, s/veh 3.8 5.6 4.3 LOS A A A 95th %tile Queue, veh 0 1 0 HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 17 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 21 46 84 28 111 9 109 846 90 259 1051 120 Future Vol, veh/h 62 21 46 84 28 111 9 109 846 90 259 1051 120 Conflicting Peds, #/hr 0 000000002200 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length 250 - - 230 - 0 - 250 - - 250 - 0 Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 333333333333 Mvmt Flow 69 23 51 93 31 123 10 121 940 100 288 1168 133 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2398 3048 1168 3102 3131 522 - 1301 0 0 1042 0 0 Stage 1 1744 1744 - 1254 1254 -------- Stage 2 654 1304 - 1848 1877 -------- Critical Hdwy 6.795 6.545 6.245 6.795 6.545 7.145 - 4.145 - - 5.345 - - Critical Hdwy Stg 1 6.145 5.545 - 7.345 5.545 -------- Critical Hdwy Stg 2 6.745 5.545 - 6.145 5.545 -------- Follow-up Hdwy 3.67854.02853.32853.67854.02853.9285 -2.2285 - -3.1285 - - Pot Cap-1 Maneuver ~ 28 ~ 12 233 ~ 9 ~ 11 427 - 526 - - 372 - - Stage 1 107 139 - 134 241 -------- Stage 2 394 228 - ~ 93 119 -------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 3 233 - ~ 2 426 ~ -13 ~ -13 - - 371 - - Mov Cap-2 Maneuver - ~ 3 - - ~ 2 -------- Stage 1 107 31 - 134 241 -------- Stage 2 244 228 - ~ 4 ~ 27 -------- Approach EB WB NB SB HCM Control Delay, s 7.5 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) + - - - 9 - 2 426 371 - - HCM Lane V/C Ratio ----8.272 -15.556 0.29 0.776 - - HCM Control Delay (s)----$ 4082.1 -$ 9909.7 16.9 41.3 - - HCM Lane LOS ----F-FCE-- HCM 95th %tile Q(veh)----10.8 - 5.7 1.2 6.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 + Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Intersection Intersection Delay, s/veh 53.9 Intersection LOS F Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 110 231 60 37 188 104 25 215 44 214 389 Future Vol, veh/h 1 110 231 60 37 188 104 25 215 44 214 389 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %333333333333 Mvmt Flow 1 122 257 67 41 209 116 28 239 49 238 432 Number of Lanes 011011011002 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 32.7 36.4 31.4 85.3 HCM LOS D E D F Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 52% 0% Vol Thru, % 0% 83% 0% 79% 0% 64% 48% 77% Vol Right, % 0% 17% 0% 21% 0% 36% 0% 23% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 25 259 111 291 37 292 409 252 LT Vol 25 0 111 0 37 0 214 0 Through Vol 0 215 0 231 0 188 195 195 RT Vol 0 44 0 60 0 104 0 57 Lane Flow Rate 28 288 123 323 41 324 454 279 Geometry Grp 77777777 Degree of Util (X) 0.075 0.722 0.324 0.789 0.11 0.794 1.147 0.672 Departure Headway (Hd) 10.084 9.435 9.832 9.158 9.98 9.196 9.099 8.661 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 358 386 368 398 361 396 404 419 Service Time 7.784 7.135 7.532 6.858 7.68 6.896 6.799 6.361 HCM Lane V/C Ratio 0.078 0.746 0.334 0.812 0.114 0.818 1.124 0.666 HCM Control Delay 13.6 33.1 17.2 38.6 13.9 39.3 121 27.4 HCM Lane LOS B D C E B E F D HCM 95th-tile Q 0.2 5.5 1.4 6.8 0.4 6.9 17.2 4.8 HCM 2010 AWSC Cumulative Year 2035 + Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 19 Intersection Intersection Delay, s/veh Intersection LOS Movement SBR Lane Configurations Traffic Vol, veh/h 57 Future Vol, veh/h 57 Peak Hour Factor 0.90 Heavy Vehicles, % 3 Mvmt Flow 63 Number of Lanes 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS HCM 2010 AWSC Cumulative Year 2035 + Project PM Peak 13: Hayes Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 20 Intersection Intersection Delay, s/veh 22 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 352 56 25 183 32 60 137 45 26 111 43 Future Vol, veh/h 43 352 56 25 183 32 60 137 45 26 111 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 47 383 61 27 199 35 65 149 49 28 121 47 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 31.7 15.4 16.3 14.1 HCM LOS D C C B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 10% 10% 14% Vol Thru, % 57% 78% 76% 62% Vol Right, % 19% 12% 13% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 242 451 240 180 LT Vol 60 43 25 26 Through Vol 137 352 183 111 RT Vol 45 56 32 43 Lane Flow Rate 263 490 261 196 Geometry Grp 1111 Degree of Util (X) 0.493 0.826 0.473 0.375 Departure Headway (Hd) 6.751 6.064 6.533 6.899 Convergence, Y/N Yes Yes Yes Yes Cap 531 593 548 518 Service Time 4.83 4.126 4.612 4.986 HCM Lane V/C Ratio 0.495 0.826 0.476 0.378 HCM Control Delay 16.3 31.7 15.4 14.1 HCM Lane LOS C D C B HCM 95th-tile Q 2.7 8.5 2.5 1.7 HCM 2010 AWSC Cumulative Year 2035 + Project PM Peak 14: Polk Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Intersection Intersection Delay, s/veh225.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 196 54 98 198 148 60 513 145 162 552 51 Future Vol, veh/h 35 196 54 98 198 148 60 513 145 162 552 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 38 213 59 107 215 161 65 558 158 176 600 55 Number of Lanes 1 10110110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 36.8 57.6 365.1 263.1 HCM LOS E F F F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% Vol Thru, % 0% 78% 0% 78% 0% 57% 0% 92% Vol Right, % 0% 22% 0% 22% 0% 43% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 60 658 35 250 98 346 162 603 LT Vol 60 0 35 0 98 0 162 0 Through Vol 0 513 0 196 0 198 0 552 RT Vol 0 145 0 54 0 148 0 51 Lane Flow Rate 65 715 38 272 107 376 176 655 Geometry Grp 77777777 Degree of Util (X) 0.177 1.807 0.107 0.718 0.288 0.934 0.469 1.643 Departure Headway (Hd) 10.689 9.99812.49311.79111.84910.99211.17610.581 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 338 372 289 310 306 335 324 347 Service Time 8.389 7.69810.193 9.491 9.549 8.692 8.876 8.281 HCM Lane V/C Ratio 0.192 1.922 0.131 0.877 0.35 1.122 0.543 1.888 HCM Control Delay 15.7 397 16.7 39.6 19.3 68.4 23.4 327.5 HCM Lane LOS C F C E C F C F HCM 95th-tile Q 0.6 42.1 0.4 5.2 1.2 9.4 2.4 33.6 HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 22 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 22 402 112 7 305 434 183 68 153 273 245 148 Future Volume (vph) 22 402 112 7 305 434 183 68 153 273 245 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Lane Util. Factor 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3391 3400 1845 1568 1752 3505 1568 1752 3417 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3391 3400 1845 1568 1752 3505 1568 1752 3417 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 24 432 120 8 328 467 197 73 165 294 263 159 RTOR Reduction (vph) 0 24 000012200181018 Lane Group Flow (vph) 24 528 0 0 336 467 75 73 165 113 263 173 Turn Type Prot NA Prot Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 3 8 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 1.6 22.1 9.3 29.8 29.8 7.0 14.5 14.5 13.5 21.0 Effective Green, g (s) 1.6 22.1 9.3 29.8 29.8 7.0 14.5 14.5 13.5 21.0 Actuated g/C Ratio 0.02 0.28 0.12 0.38 0.38 0.09 0.19 0.19 0.17 0.27 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 4.9 4.9 4.2 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 35 960 405 704 599 157 651 291 303 919 v/s Ratio Prot 0.01 0.16 c0.10 c0.25 0.04 0.05 c0.15 0.05 v/s Ratio Perm 0.05 c0.07 v/c Ratio 0.69 0.55 0.83 0.66 0.13 0.46 0.25 0.39 0.87 0.19 Uniform Delay, d1 38.0 23.7 33.6 19.9 15.6 33.7 27.1 27.9 31.4 21.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 43.6 0.7 13.2 2.4 0.1 2.2 0.2 0.9 22.1 0.1 Delay (s) 81.5 24.4 46.7 22.3 15.7 35.9 27.3 28.7 53.5 22.0 Level of Service F C D C B DCCDC Approach Delay (s) 26.8 29.2 29.3 40.3 Approach LOS C C C D Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 78.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 15: Cornelia Avenue & Ashlan Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 23 Movement SBR Lane Configurations Traffic Volume (vph) 30 Future Volume (vph) 30 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 32 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM 2010 TWSC Cumulative Year 2035 + Project PM Peak 16: Grantland Avenue & Dakota Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 25 Intersection Int Delay, s/veh 117.1 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 108 23 15 1125 26 114 1126 Future Vol, veh/h 108 23 15 1125 26 114 1126 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 250 0 250 - 0 150 - Veh in Median Storage, # 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 92 Heavy Vehicles, % 3 333333 Mvmt Flow 117 25 16 1223 28 124 1224 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2695 1223 - 0 0 1251 0 Stage 1 1223 ------ Stage 2 1472 ------ Critical Hdwy 6.43 6.23 - - - 4.13 - Critical Hdwy Stg 1 5.43 ------ Critical Hdwy Stg 2 5.43 ------ Follow-up Hdwy 3.527 3.327 - - - 2.227 - Pot Cap-1 Maneuver ~ 24 218 - - - 553 - Stage 1 277 ------ Stage 2 209 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 19 218 - - - 553 - Mov Cap-2 Maneuver ~ 19 ------ Stage 1 215 ------ Stage 2 209 ------ Approach WB NB SB HCM Control Delay, s$ 2256.8 1.2 HCM LOS F Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 19 218 553 - HCM Lane V/C Ratio - - - 6.178 0.115 0.224 - HCM Control Delay (s) - - -$ 2732.4 23.6 13.4 - HCM Lane LOS - - - F C B - HCM 95th %tile Q(veh) - - - 15.2 0.4 0.9 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Cumulative Year 2035 + Project PM Peak 17: Grantland Avenue & Shields Avenue 12/14/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 26 Intersection Intersection Delay, s/veh 584.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 135 160 17 11 125 155 22 774 20 373 620 189 Future Vol, veh/h 135 160 17 11 125 155 22 774 20 373 620 189 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333333333 Mvmt Flow 142 168 18 12 132 163 23 815 21 393 653 199 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 65.7 56.2 506.8 905.2 HCM LOS FFFF Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 43% 4% 32% Vol Thru, % 95% 51% 43% 52% Vol Right, % 2% 5% 53% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 816 312 291 1182 LT Vol 22 135 11 373 Through Vol 774 160 125 620 RT Vol 20 17 155 189 Lane Flow Rate 859 328 306 1244 Geometry Grp 1111 Degree of Util (X) 2.038 0.819 0.748 2.945 Departure Headway (Hd) 12.785 16.173 16.401 10.853 Convergence, Y/N Yes Yes Yes Yes Cap 292 227 224 348 Service Time 10.785 14.173 14.401 8.853 HCM Lane V/C Ratio 2.942 1.445 1.366 3.575 HCM Control Delay 506.8 65.7 56.2 905.2 HCM Lane LOS FFFF HCM 95th-tile Q 41.7 6.1 5.1 85 HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 1: Grantland Avenue & Barstow Avenue 12/14/2018 Mitigated 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) 57 242 59 87 48 25 29 673 37 14 576 21 Future Volume (veh/h) 57 242 59 87 48 25 29 673 37 14 576 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 62 263 64 95 52 27 32 732 40 15 626 23 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 84 310 75 121 282 146 116 784 43 31 698 26 Arrive On Green 0.05 0.22 0.22 0.07 0.25 0.25 0.07 0.45 0.45 0.02 0.40 0.40 Sat Flow, veh/h 1757 1434 349 1757 1145 595 1757 1733 95 1757 1768 65 Grp Volume(v), veh/h 62 0 327 95 0 79 32 0 772 15 0 649 Grp Sat Flow(s),veh/h/ln 1757 0 1783 1757 0 1740 1757 0 1828 1757 0 1833 Q Serve(g_s), s 2.7 0.0 13.6 4.1 0.0 2.8 1.3 0.0 30.9 0.7 0.0 25.6 Cycle Q Clear(g_c), s 2.7 0.0 13.6 4.1 0.0 2.8 1.3 0.0 30.9 0.7 0.0 25.6 Prop In Lane 1.00 0.20 1.00 0.34 1.00 0.05 1.00 0.04 Lane Grp Cap(c), veh/h 84 0 385 121 0 428 116 0 827 31 0 724 V/C Ratio(X) 0.74 0.00 0.85 0.79 0.00 0.18 0.27 0.00 0.93 0.48 0.00 0.90 Avail Cap(c_a), veh/h 118 0 543 134 0 545 116 0 885 114 0 888 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.3 0.0 29.1 35.4 0.0 23.0 34.3 0.0 20.0 37.6 0.0 21.9 Incr Delay (d2), s/veh 13.9 0.0 8.8 23.7 0.0 0.2 1.3 0.0 15.9 10.9 0.0 10.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 7.6 2.8 0.0 1.3 0.7 0.0 19.1 0.4 0.0 14.8 LnGrp Delay(d),s/veh 50.2 0.0 37.8 59.1 0.0 23.2 35.5 0.0 35.9 48.5 0.0 32.1 LnGrp LOS D D E C D D D C Approach Vol, veh/h 389 174 804 664 Approach Delay, s/veh 39.8 42.8 35.9 32.4 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.6 39.8 10.2 21.6 10.0 35.4 7.9 23.9 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.9 4.9 * 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 5 37.4 5.9 * 24 5.0 * 37 * 5.2 24.2 Max Q Clear Time (g_c+I1), s 2.7 32.9 6.1 15.6 3.3 27.6 4.7 4.8 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 2.9 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 36.1 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 3: Grantland Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 359 53 92 292 219 49 393 89 177 504 100 Future Volume (veh/h) 127 359 53 92 292 219 49 393 89 177 504 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 138 390 58 100 317 238 53 427 97 192 548 109 Adj No. of Lanes 110111110210 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 323 511 76 124 368 427 68 517 117 249 573 114 Arrive On Green 0.18 0.33 0.33 0.07 0.20 0.20 0.04 0.36 0.36 0.07 0.38 0.38 Sat Flow, veh/h 1757 1570 233 1757 1845 1568 1757 1456 331 3408 1495 297 Grp Volume(v), veh/h 138 0 448 100 317 238 53 0 524 192 0 657 Grp Sat Flow(s),veh/h/ln 1757 0 1803 1757 1845 1568 1757 0 1786 1704 0 1792 Q Serve(g_s), s 8.1 0.0 25.9 6.5 19.3 8.4 3.5 0.0 31.0 6.4 0.0 41.4 Cycle Q Clear(g_c), s 8.1 0.0 25.9 6.5 19.3 8.4 3.5 0.0 31.0 6.4 0.0 41.4 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.19 1.00 0.17 Lane Grp Cap(c), veh/h 323 0 587 124 368 427 68 0 635 249 0 687 V/C Ratio(X) 0.43 0.00 0.76 0.81 0.86 0.56 0.78 0.00 0.83 0.77 0.00 0.96 Avail Cap(c_a), veh/h 323 0 587 139 510 548 91 0 638 282 0 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.62 0.62 0.62 1.00 0.00 1.00 0.56 0.00 0.56 Uniform Delay (d), s/veh 41.9 0.0 35.1 53.1 44.9 15.1 55.3 0.0 34.1 52.8 0.0 34.8 Incr Delay (d2), s/veh 0.9 0.0 9.1 17.5 15.3 3.2 26.0 0.0 8.7 6.5 0.0 15.6 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 4.0 0.0 14.3 3.8 11.3 4.0 2.2 0.0 16.8 3.2 0.0 23.4 LnGrp Delay(d),s/veh 42.8 0.0 44.2 70.6 60.2 18.4 81.2 0.0 42.8 59.3 0.0 50.4 LnGrp LOS D D E E B F D E D Approach Vol, veh/h 586 655 577 849 Approach Delay, s/veh 43.9 46.6 46.4 52.4 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.7 47.2 12.4 43.7 10.5 49.4 27.3 28.8 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 6.0 * 4.9 6.0 * 5.7 Max Green Setting (Gmax), s * 9.6 41.4 * 9.2 35.4 6.0 * 46 12.8 * 32 Max Q Clear Time (g_c+I1), s 8.4 33.0 8.5 27.9 5.5 43.4 10.1 21.3 Green Ext Time (p_c), s 0.1 1.9 0.0 1.4 0.0 1.1 0.1 1.8 Intersection Summary HCM 2010 Ctrl Delay 47.8 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 4: Veterans Boulevard & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 540 24 112 661 420 58 1277 255 391 1033 25 Future Volume (veh/h) 23 540 24 112 661 420 58 1277 255 391 1033 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 25 587 26 122 718 457 63 1388 277 425 1123 27 Adj No. of Lanes 121121131230 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 62 665 298 149 838 707 81 1664 518 721 2574 62 Arrive On Green 0.01 0.06 0.06 0.06 0.16 0.16 0.05 0.33 0.33 0.21 0.51 0.51 Sat Flow, veh/h 1757 3505 1568 1757 3505 1568 1757 5036 1568 3408 5059 122 Grp Volume(v), veh/h 25 587 26 122 718 457 63 1388 277 425 745 405 Grp Sat Flow(s),veh/h/ln 1757 1752 1568 1757 1752 1568 1757 1679 1568 1704 1679 1823 Q Serve(g_s), s 1.6 19.3 1.5 8.0 23.1 4.8 4.1 29.6 16.7 13.0 16.3 16.3 Cycle Q Clear(g_c), s 1.6 19.3 1.5 8.0 23.1 4.8 4.1 29.6 16.7 13.0 16.3 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07 Lane Grp Cap(c), veh/h 62 665 298 149 838 707 81 1664 518 721 1709 928 V/C Ratio(X) 0.40 0.88 0.09 0.82 0.86 0.65 0.78 0.83 0.53 0.59 0.44 0.44 Avail Cap(c_a), veh/h 76 704 315 179 909 739 148 1836 572 721 1709 928 HCM Platoon Ratio 0.33 0.33 0.33 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.84 0.84 0.84 0.43 0.43 0.43 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 53.1 31.5 53.8 46.8 28.4 54.7 35.9 31.6 41.2 18.0 18.0 Incr Delay (d2), s/veh 2.6 8.0 0.1 18.9 6.5 1.6 6.8 2.3 1.7 1.3 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 10.1 0.7 4.7 12.0 2.3 2.1 14.0 7.5 6.3 7.6 8.5 LnGrp Delay(d),s/veh 58.7 61.0 31.6 72.7 53.3 30.0 61.5 38.1 33.3 42.5 18.8 19.5 LnGrp LOS E E C E D C E D C D B B Approach Vol, veh/h 638 1297 1728 1575 Approach Delay, s/veh 59.7 46.9 38.2 25.4 Approach LOS E D D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.2 44.0 14.0 27.7 9.5 64.7 8.3 33.4 Change Period (Y+Rc), s 5.7 * 5.7 4.2 * 5.7 * 4.2 5.7 4.2 * 5.7 Max Green Setting (Gmax), s 18.8 * 42 11.8 * 23 * 9.8 51.3 5.0 * 30 Max Q Clear Time (g_c+I1), s 15.0 31.6 10.0 21.3 6.1 18.3 3.6 25.1 Green Ext Time (p_c), s 0.6 6.8 0.0 0.7 0.0 8.0 0.0 2.6 Intersection Summary HCM 2010 Ctrl Delay 39.1 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 5: Bryan Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 728 267 202 807 348 193 Future Volume (vph) 728 267 202 807 348 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3505 1568 1752 3505 1752 1568 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3505 1568 1752 3505 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 791 290 220 877 378 210 RTOR Reduction (vph) 0 164 0 0 0 156 Lane Group Flow (vph) 791 127 220 877 378 54 Turn Type NA Perm Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 2 Actuated Green, G (s) 50.6 50.6 19.4 74.2 30.1 30.1 Effective Green, g (s) 50.6 50.6 19.4 74.2 30.1 30.1 Actuated g/C Ratio 0.44 0.44 0.17 0.64 0.26 0.26 Clearance Time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1528 683 293 2241 454 406 v/s Ratio Prot c0.23 c0.13 0.25 c0.22 v/s Ratio Perm 0.08 0.03 v/c Ratio 0.52 0.19 0.75 0.39 0.83 0.13 Uniform Delay, d1 23.8 20.1 46.0 10.0 40.6 33.0 Progression Factor 0.34 0.25 0.89 1.03 0.78 0.81 Incremental Delay, d2 0.9 0.4 8.9 0.4 12.0 0.1 Delay (s) 9.0 5.4 49.9 10.8 43.8 26.9 Level of Service A A D B D C Approach Delay (s) 8.0 18.7 37.7 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 6: Hayes Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 918 84 126 859 90 218 Future Volume (vph) 918 84 126 859 90 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.2 5.7 5.7 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1824 1752 1845 1752 1568 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1824 1752 1845 1752 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 966 88 133 904 95 229 RTOR Reduction (vph)20000204 Lane Group Flow (vph) 1052 0 133 904 95 25 Turn Type NA Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 2 Actuated Green, G (s) 77.2 10.3 91.7 12.9 12.9 Effective Green, g (s) 77.2 10.3 91.7 12.9 12.9 Actuated g/C Ratio 0.67 0.09 0.79 0.11 0.11 Clearance Time (s) 5.7 4.2 5.7 5.7 5.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1213 155 1458 194 174 v/s Ratio Prot c0.58 c0.08 0.49 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.87 0.86 0.62 0.49 0.15 Uniform Delay, d1 15.3 52.1 5.0 48.5 46.6 Progression Factor 0.65 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.8 34.6 2.0 1.9 0.4 Delay (s) 17.8 86.7 7.0 50.4 47.0 Level of Service B F A D D Approach Delay (s) 17.8 17.2 48.0 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 15.6 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 218 8 56 46 6 187 22 1432 16 238 911 54 Future Volume (veh/h) 218 8 56 46 6 187 22 1432 16 238 911 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 253 9 65 53 7 217 26 1665 19 277 1059 63 Adj No. of Lanes 110110131121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 270 13 95 420 8 254 265 1711 533 294 1250 559 Arrive On Green 0.15 0.07 0.07 0.24 0.17 0.17 0.15 0.34 0.34 0.17 0.36 0.36 Sat Flow, veh/h 1757 194 1403 1757 49 1526 1757 5036 1568 1757 3505 1568 Grp Volume(v), veh/h 253 0 74 53 0 224 26 1665 19 277 1059 63 Grp Sat Flow(s),veh/h/ln 1757 0 1597 1757 0 1575 1757 1679 1568 1757 1752 1568 Q Serve(g_s), s 15.4 0.0 4.9 2.6 0.0 14.9 1.4 35.2 0.9 16.8 30.1 2.9 Cycle Q Clear(g_c), s 15.4 0.0 4.9 2.6 0.0 14.9 1.4 35.2 0.9 16.8 30.1 2.9 Prop In Lane 1.00 0.88 1.00 0.97 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 270 0 108 420 0 263 265 1711 533 294 1250 559 V/C Ratio(X) 0.94 0.00 0.69 0.13 0.00 0.85 0.10 0.97 0.04 0.94 0.85 0.11 Avail Cap(c_a), veh/h 270 0 531 420 0 438 265 1711 533 294 1580 707 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.2 0.0 49.2 32.2 0.0 43.7 39.5 35.2 23.8 44.4 32.0 23.3 Incr Delay (d2), s/veh 38.1 0.0 7.5 0.1 0.0 8.3 0.2 15.8 0.0 36.9 3.7 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 10.3 0.0 2.4 1.3 0.0 7.1 0.7 18.8 0.4 11.2 15.2 1.3 LnGrp Delay(d),s/veh 83.3 0.0 56.8 32.4 0.0 52.0 39.7 50.9 23.9 81.4 35.7 23.4 LnGrp LOS F E C DDDCFDC Approach Vol, veh/h 327 277 1710 1399 Approach Delay, s/veh 77.3 48.3 50.5 44.2 Approach LOS E D D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.3 42.7 30.0 13.0 20.5 44.5 20.8 22.2 Change Period (Y+Rc), s 4.2 * 6 4.2 * 5.7 4.2 * 6 * 4.2 * 4.2 Max Green Setting (Gmax), s 18.1 * 37 9.2 * 36 6.1 * 49 * 17 * 30 Max Q Clear Time (g_c+I1), s 18.8 37.2 4.6 6.9 3.4 32.1 17.4 16.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 6.4 0.0 1.1 Intersection Summary HCM 2010 Ctrl Delay 50.3 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 203 34 172 27 262 269 1280 108 311 765 91 Future Volume (veh/h) 52 203 34 172 27 262 269 1280 108 311 765 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 57 221 37 187 29 285 292 1391 117 338 832 99 Adj No. of Lanes 111111130121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 258 267 227 205 212 504 405 1525 128 363 990 443 Arrive On Green 0.15 0.14 0.14 0.12 0.11 0.11 0.23 0.32 0.32 0.21 0.28 0.28 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 4734 398 1757 3505 1568 Grp Volume(v), veh/h 57 221 37 187 29 285 292 987 521 338 832 99 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1679 1774 1757 1752 1568 Q Serve(g_s), s 2.7 11.2 2.0 10.1 1.4 8.1 14.7 27.0 27.0 18.1 21.4 4.6 Cycle Q Clear(g_c), s 2.7 11.2 2.0 10.1 1.4 8.1 14.7 27.0 27.0 18.1 21.4 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 258 267 227 205 212 504 405 1082 572 363 990 443 V/C Ratio(X) 0.22 0.83 0.16 0.91 0.14 0.57 0.72 0.91 0.91 0.93 0.84 0.22 Avail Cap(c_a), veh/h 258 431 366 205 473 726 405 1103 583 363 1195 535 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.1 39.8 35.9 41.9 38.2 10.7 34.0 31.2 31.2 37.4 32.4 26.3 Incr Delay (d2), s/veh 0.4 7.0 0.3 39.2 0.3 1.0 6.2 11.2 18.6 30.4 4.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.2 0.9 7.1 0.7 3.6 7.8 14.2 16.1 11.8 10.9 2.0 LnGrp Delay(d),s/veh 36.5 46.8 36.2 81.0 38.5 11.7 40.2 42.4 49.7 67.8 37.1 26.6 LnGrp LOS D D D F D B D D D E D C Approach Vol, veh/h 315 501 1800 1269 Approach Delay, s/veh 43.7 39.1 44.2 44.4 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.0 36.6 15.4 19.9 27.8 32.8 18.3 17.0 Change Period (Y+Rc), s * 4.2 5.7 4.2 * 6 5.7 * 5.7 4.2 * 6 Max Green Setting (Gmax), s * 20 31.5 11.2 * 22 18.6 * 33 9.0 * 25 Max Q Clear Time (g_c+I1), s 20.1 29.0 12.1 13.2 16.7 23.4 4.7 10.1 Green Ext Time (p_c), s 0.0 1.8 0.0 0.7 0.2 3.7 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 43.6 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 9: Bryan Avenue & Gettysburg Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 262 215 50 74 161 172 236 76 50 141 130 Future Volume (veh/h) 58 262 215 50 74 161 172 236 76 50 141 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 67 305 250 58 86 187 200 274 88 58 164 151 Adj No. of Lanes 111111111111 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %333333333333 Cap, veh/h 86 358 304 75 374 318 231 330 280 664 813 672 Arrive On Green 0.05 0.19 0.19 0.04 0.20 0.20 0.13 0.18 0.18 0.38 0.44 0.44 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1525 Grp Volume(v), veh/h 67 305 250 58 86 187 200 274 88 58 164 151 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1525 Q Serve(g_s), s 4.4 18.5 12.9 3.8 4.5 5.0 12.9 16.6 5.7 2.5 6.3 7.1 Cycle Q Clear(g_c), s 4.4 18.5 12.9 3.8 4.5 5.0 12.9 16.6 5.7 2.5 6.3 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 358 304 75 374 318 231 330 280 664 813 672 V/C Ratio(X) 0.78 0.85 0.82 0.78 0.23 0.59 0.87 0.83 0.31 0.09 0.20 0.22 Avail Cap(c_a), veh/h 179 541 460 164 525 446 376 636 541 664 813 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.84 0.84 0.84 Uniform Delay (d), s/veh 54.5 45.2 23.7 55.0 38.7 6.6 49.4 45.9 41.4 23.2 19.9 20.1 Incr Delay (d2), s/veh 14.0 8.2 7.2 15.7 0.3 1.7 9.4 17.6 2.4 0.0 0.5 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 2.5 10.2 6.2 2.2 2.3 2.3 6.9 10.1 2.6 1.2 3.3 3.1 LnGrp Delay(d),s/veh 68.5 53.4 30.9 70.7 39.0 8.3 58.7 63.5 43.8 23.3 20.4 20.8 LnGrp LOS E D C E D A E E DCCC Approach Vol, veh/h 622 331 562 373 Approach Delay, s/veh 46.0 27.2 58.7 21.0 Approach LOS D C E C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 49.8 26.7 10.9 28.5 19.5 57.1 9.9 29.5 Change Period (Y+Rc), s 6.0 * 6 6.0 * 6 * 4.2 6.0 * 4.2 6.0 Max Green Setting (Gmax), s 10.8 * 40 10.8 * 34 * 25 26.0 * 12 33.0 Max Q Clear Time (g_c+I1), s 4.5 18.6 5.8 20.5 14.9 9.1 6.4 7.0 Green Ext Time (p_c), s 0.0 1.5 0.0 2.0 0.3 1.1 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 23 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 93 22 69 117 43 221 23 22 1059 115 252 850 Future Volume (vph) 93 22 69 117 43 221 23 22 1059 115 252 850 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1636 1752 1845 1568 1752 3505 1568 1752 3482 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1636 1752 1845 1568 1752 3505 1568 1752 3482 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 108 26 80 136 50 257 27 26 1231 134 293 988 RTOR Reduction (vph) 0 71 0 0 0 220 0 0 0 66 0 2 Lane Group Flow (vph) 108 35 0 136 50 37 0 53 1231 68 293 1030 Turn Type Prot NA Prot NA Perm Prot Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 5.8 12.5 10.0 16.7 16.7 14.1 42.8 42.8 30.6 59.3 Effective Green, g (s) 5.8 12.5 10.0 16.7 16.7 14.1 42.8 42.8 30.6 59.3 Actuated g/C Ratio 0.05 0.11 0.09 0.14 0.14 0.12 0.37 0.37 0.26 0.51 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 87 176 151 265 225 212 1293 578 462 1780 v/s Ratio Prot c0.06 0.02 0.08 c0.03 0.03 c0.35 c0.17 0.30 v/s Ratio Perm 0.02 0.04 v/c Ratio 1.24 0.20 0.90 0.19 0.16 0.25 0.95 0.12 0.63 0.58 Uniform Delay, d1 55.1 47.2 52.5 43.7 43.5 46.2 35.6 24.1 37.8 19.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.58 0.46 0.49 1.00 1.00 Incremental Delay, d2 174.8 0.6 45.2 0.3 0.3 0.5 13.9 0.3 2.8 1.4 Delay (s) 229.9 47.7 97.7 44.0 43.9 27.3 30.4 12.3 40.6 21.1 Level of Service F D F D D C C B D C Approach Delay (s) 139.6 60.4 28.6 25.4 Approach LOS F E C C Intersection Summary HCM 2000 Control Delay 38.5 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) 20.1 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Movement SBR Lane Configurations Traffic Volume (vph) 38 Future Volume (vph) 38 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.86 Adj. Flow (vph) 44 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 26 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 116 289 101 33 284 254 175 149 18 174 157 Future Volume (vph) 20 116 289 101 33 284 254 175 149 18 174 157 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 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 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1767 1752 1845 1534 1752 1815 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1767 1752 1845 1534 1752 1815 1752 3505 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 23 135 336 117 38 330 295 203 173 21 202 183 RTOR Reduction (vph) 0 0 12 0 0 0 225 06000 Lane Group Flow (vph) 0 158 441 0 38 330 70 203 188 0 202 183 Confl. Peds. (#/hr) 1 1 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 11.9 27.4 2.8 18.3 18.3 14.3 14.6 11.7 12.0 Effective Green, g (s) 11.9 27.4 2.8 18.3 18.3 14.3 14.6 11.7 12.0 Actuated g/C Ratio 0.16 0.36 0.04 0.24 0.24 0.19 0.19 0.15 0.16 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 272 632 64 440 366 327 345 267 549 v/s Ratio Prot c0.09 c0.25 0.02 0.18 c0.12 c0.10 c0.12 0.05 v/s Ratio Perm 0.05 v/c Ratio 0.58 0.70 0.59 0.75 0.19 0.62 0.55 0.76 0.33 Uniform Delay, d1 30.0 21.1 36.3 27.0 23.3 28.7 28.0 31.1 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 3.4 13.9 7.0 0.3 3.6 1.8 11.6 0.4 Delay (s) 33.2 24.4 50.2 34.1 23.5 32.3 29.8 42.6 29.1 Level of Service C C DCCCC DC Approach Delay (s) 26.7 30.3 31.1 33.3 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 76.6 Sum of lost time (s) 20.1 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 27 Movement SBR Lane Configurations Traffic Volume (vph) 180 Future Volume (vph) 180 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1548 Flt Permitted 1.00 Satd. Flow (perm) 1548 Peak-hour factor, PHF 0.86 Adj. Flow (vph) 209 RTOR Reduction (vph) 176 Lane Group Flow (vph) 33 Confl. Peds. (#/hr) 1 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 12.0 Effective Green, g (s) 12.0 Actuated g/C Ratio 0.16 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 242 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.14 Uniform Delay, d1 27.8 Progression Factor 1.00 Incremental Delay, d2 0.3 Delay (s) 28.1 Level of Service C Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 14: Polk Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 410 36 30 298 54 16 515 180 156 511 22 Future Volume (veh/h) 35 410 36 30 298 54 16 515 180 156 511 22 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 37 432 38 32 314 57 17 542 189 164 538 23 Adj No. of Lanes 110111111111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %333333333333 Cap, veh/h 62 481 42 56 525 446 175 599 509 199 609 517 Arrive On Green 0.04 0.29 0.29 0.03 0.28 0.28 0.10 0.32 0.32 0.11 0.33 0.33 Sat Flow, veh/h 1757 1672 147 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 37 0 470 32 314 57 17 542 189 164 538 23 Grp Sat Flow(s),veh/h/ln 1757 0 1819 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 1.7 0.0 19.9 1.4 11.8 2.2 0.7 22.5 7.4 7.3 22.1 0.6 Cycle Q Clear(g_c), s 1.7 0.0 19.9 1.4 11.8 2.2 0.7 22.5 7.4 7.3 22.1 0.6 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 62 0 524 56 525 446 175 599 509 199 609 517 V/C Ratio(X) 0.60 0.00 0.90 0.57 0.60 0.13 0.10 0.90 0.37 0.82 0.88 0.04 Avail Cap(c_a), veh/h 110 0 615 110 633 538 175 661 561 215 780 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.1 0.0 27.4 38.3 24.7 21.3 32.8 25.9 20.8 34.7 25.4 11.1 Incr Delay (d2), s/veh 9.1 0.0 14.5 8.9 1.1 0.1 0.2 15.1 0.4 20.9 9.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 12.0 0.8 6.1 1.0 0.4 14.0 3.3 4.7 12.9 0.3 LnGrp Delay(d),s/veh 47.2 0.0 41.9 47.2 25.8 21.4 33.1 41.0 21.2 55.6 35.1 11.1 LnGrp LOS D DDCCCDCEDB Approach Vol, veh/h 507 403 748 725 Approach Delay, s/veh 42.2 26.9 35.8 39.0 Approach LOS DCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 31.3 6.7 28.8 13.3 31.4 7.0 28.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.7 5.3 * 4.9 * 4.2 * 5.7 Max Green Setting (Gmax), s * 9.8 28.7 * 5 27.1 5.0 * 34 * 5 * 28 Max Q Clear Time (g_c+I1), s 9.3 24.5 3.4 21.9 2.7 24.1 3.7 13.8 Green Ext Time (p_c), s 0.0 1.5 0.0 1.2 0.0 2.3 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 36.6 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project AM Peak 16: Grantland Avenue & Dakota Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 32 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 197 44 29 1221 25 49 1045 Future Volume (vph) 197 44 29 1221 25 49 1045 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3494 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3494 1752 3505 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 48 32 1327 27 53 1136 RTOR Reduction (vph) 0 37 01000 Lane Group Flow (vph) 214 11 32 1353 0 53 1136 Turn Type Prot Perm Prot NA Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 15.3 26.2 4.2 68.8 6.6 71.2 Effective Green, g (s) 15.3 26.2 4.2 68.8 6.6 71.2 Actuated g/C Ratio 0.13 0.23 0.04 0.59 0.06 0.61 Clearance Time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 231 354 63 2072 99 2151 v/s Ratio Prot c0.12 0.02 c0.39 0.03 c0.32 v/s Ratio Perm c0.01 v/c Ratio 0.93 0.03 0.51 0.65 0.54 0.53 Uniform Delay, d1 49.8 35.0 54.9 15.7 53.2 12.8 Progression Factor 1.00 1.00 1.17 0.44 0.89 1.14 Incremental Delay, d2 39.2 0.0 4.1 1.0 4.5 0.8 Delay (s) 89.0 35.0 68.2 8.0 52.1 15.4 Level of Service F D E A D B Approach Delay (s) 79.1 9.4 17.0 Approach LOS E A B Intersection Summary HCM 2000 Control Delay 19.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project AM Peak 17: Grantland Avenue & Shields Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 35 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 199 145 5 32 421 309 20 790 16 165 801 228 Future Volume (veh/h) 199 145 5 32 421 309 20 790 16 165 801 228 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 216 158 5 35 458 336 22 859 17 179 871 248 Adj No. of Lanes 110111120121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 243 690 22 51 486 413 164 1024 20 208 1063 476 Arrive On Green 0.14 0.39 0.39 0.03 0.26 0.26 0.09 0.29 0.29 0.04 0.10 0.10 Sat Flow, veh/h 1757 1778 56 1757 1845 1568 1757 3515 70 1757 3505 1568 Grp Volume(v), veh/h 216 0 163 35 458 336 22 428 448 179 871 248 Grp Sat Flow(s),veh/h/ln 1757 0 1835 1757 1845 1568 1757 1752 1832 1757 1752 1568 Q Serve(g_s), s 14.0 0.0 6.9 2.3 28.2 16.8 1.3 26.6 26.6 11.8 28.3 17.4 Cycle Q Clear(g_c), s 14.0 0.0 6.9 2.3 28.2 16.8 1.3 26.6 26.6 11.8 28.3 17.4 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 243 0 712 51 486 413 164 510 534 208 1063 476 V/C Ratio(X) 0.89 0.00 0.23 0.68 0.94 0.81 0.13 0.84 0.84 0.86 0.82 0.52 Avail Cap(c_a), veh/h 254 0 712 100 493 419 164 518 542 209 1296 580 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 49.1 0.0 23.8 55.8 41.9 20.8 48.3 38.6 38.6 54.8 49.1 44.2 Incr Delay (d2), s/veh 28.7 0.0 0.2 14.9 26.6 11.5 0.4 15.2 14.6 24.4 5.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 0.0 3.5 1.3 18.0 8.6 0.7 15.0 15.6 7.1 14.6 8.0 LnGrp Delay(d),s/veh 77.8 0.0 24.0 70.6 68.5 32.3 48.7 53.7 53.2 79.2 54.9 47.5 LnGrp LOS E C E E CDDDEDD Approach Vol, veh/h 379 829 898 1298 Approach Delay, s/veh 54.7 53.9 53.3 56.8 Approach LOS D D D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.5 7.6 51.0 16.5 40.9 22.0 36.6 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 6.0 5.7 * 5.7 6.0 * 6 Max Green Setting (Gmax), s * 14 34.3 * 6.6 41.2 5.2 * 43 16.8 * 31 Max Q Clear Time (g_c+I1), s 13.8 28.6 4.3 8.9 3.3 30.3 16.0 30.2 Green Ext Time (p_c), s 0.0 2.4 0.0 0.8 0.0 4.9 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 55.0 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 1: Grantland Avenue & Barstow Avenue 12/14/2018 Mitigated 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) 31 114 33 44 65 25 34 609 50 34 585 20 Future Volume (veh/h) 31 114 33 44 65 25 34 609 50 34 585 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 34 124 36 48 71 27 37 662 54 37 636 22 Adj No. of Lanes 110110110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 64 180 52 82 195 74 128 772 63 68 752 26 Arrive On Green 0.04 0.13 0.13 0.05 0.15 0.15 0.07 0.46 0.46 0.04 0.42 0.42 Sat Flow, veh/h 1757 1375 399 1757 1274 485 1757 1683 137 1757 1773 61 Grp Volume(v), veh/h 34 0 160 48 0 98 37 0 716 37 0 658 Grp Sat Flow(s),veh/h/ln 1757 0 1774 1757 0 1759 1757 0 1820 1757 0 1834 Q Serve(g_s), s 1.1 0.0 5.0 1.6 0.0 2.9 1.2 0.0 20.4 1.2 0.0 18.7 Cycle Q Clear(g_c), s 1.1 0.0 5.0 1.6 0.0 2.9 1.2 0.0 20.4 1.2 0.0 18.7 Prop In Lane 1.00 0.22 1.00 0.28 1.00 0.08 1.00 0.03 Lane Grp Cap(c), veh/h 64 0 232 82 0 269 128 0 835 68 0 778 V/C Ratio(X) 0.53 0.00 0.69 0.59 0.00 0.36 0.29 0.00 0.86 0.54 0.00 0.85 Avail Cap(c_a), veh/h 154 0 721 157 0 718 154 0 1188 154 0 1197 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.5 0.0 24.1 27.1 0.0 22.1 25.5 0.0 14.0 27.4 0.0 15.0 Incr Delay (d2), s/veh 6.7 0.0 3.6 6.6 0.0 0.8 1.2 0.0 4.6 6.6 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 0.7 0.0 2.7 0.9 0.0 1.5 0.6 0.0 11.2 0.7 0.0 10.1 LnGrp Delay(d),s/veh 34.2 0.0 27.7 33.7 0.0 22.9 26.7 0.0 18.6 34.0 0.0 18.6 LnGrp LOS C C C C C B C B Approach Vol, veh/h 194 146 753 695 Approach Delay, s/veh 28.9 26.5 19.0 19.4 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.4 31.5 7.6 12.5 8.4 29.5 6.3 13.8 Change Period (Y+Rc), s 4.2 * 4.9 4.9 * 4.9 4.2 * 4.9 * 4.2 4.9 Max Green Setting (Gmax), s 5.1 * 38 5.2 * 24 5.1 * 38 * 5.1 23.7 Max Q Clear Time (g_c+I1), s 3.2 22.4 3.6 7.0 3.2 20.7 3.1 4.9 Green Ext Time (p_c), s 0.0 4.2 0.0 0.7 0.0 3.9 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 20.8 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 3: Grantland Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 375 21 72 376 230 24 306 112 240 346 65 Future Volume (veh/h) 131 375 21 72 376 230 24 306 112 240 346 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1900 Adj Flow Rate, veh/h 136 391 22 75 392 240 25 319 117 250 360 68 Adj No. of Lanes 110111110210 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %333333333333 Cap, veh/h 389 725 41 95 441 517 41 344 126 307 503 95 Arrive On Green 0.22 0.42 0.42 0.05 0.24 0.24 0.02 0.27 0.27 0.09 0.33 0.33 Sat Flow, veh/h 1757 1730 97 1757 1845 1568 1757 1289 473 3408 1509 285 Grp Volume(v), veh/h 136 0 413 75 392 240 25 0 436 250 0 428 Grp Sat Flow(s),veh/h/ln 1757 0 1827 1757 1845 1568 1757 0 1761 1704 0 1794 Q Serve(g_s), s 7.8 0.0 20.4 5.1 24.6 6.9 1.7 0.0 29.0 8.6 0.0 25.1 Cycle Q Clear(g_c), s 7.8 0.0 20.4 5.1 24.6 6.9 1.7 0.0 29.0 8.6 0.0 25.1 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.27 1.00 0.16 Lane Grp Cap(c), veh/h 389 0 766 95 441 517 41 0 470 307 0 598 V/C Ratio(X) 0.35 0.00 0.54 0.79 0.89 0.46 0.60 0.00 0.93 0.81 0.00 0.72 Avail Cap(c_a), veh/h 389 0 766 143 558 616 88 0 528 364 0 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.68 0.68 0.68 1.00 0.00 1.00 0.67 0.00 0.67 Uniform Delay (d), s/veh 39.4 0.0 26.2 56.1 44.1 12.3 58.0 0.0 42.9 53.6 0.0 35.0 Incr Delay (d2), s/veh 0.5 0.0 2.7 10.8 16.7 2.1 13.3 0.0 21.6 8.0 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 10.8 2.7 14.6 3.2 1.0 0.0 16.9 4.4 0.0 12.7 LnGrp Delay(d),s/veh 40.0 0.0 28.9 66.9 60.8 14.4 71.4 0.0 64.5 61.6 0.0 37.3 LnGrp LOS D C EEBE EE D Approach Vol, veh/h 549 707 461 678 Approach Delay, s/veh 31.6 45.7 64.8 46.3 Approach LOS C D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 38.0 10.7 56.3 7.0 46.0 32.6 34.4 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 * 4.2 * 6 6.0 * 5.7 Max Green Setting (Gmax), s * 13 36.0 * 9.8 41.0 * 6 * 44 14.8 * 36 Max Q Clear Time (g_c+I1), s 10.6 31.0 7.1 22.4 3.7 27.1 9.8 26.6 Green Ext Time (p_c), s 0.2 1.0 0.0 2.0 0.0 2.3 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 46.3 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 4: Veterans Boulevard & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 564 105 271 540 433 93 775 158 547 1724 125 Future Volume (veh/h) 48 564 105 271 540 433 93 775 158 547 1724 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1900 Adj Flow Rate, veh/h 52 613 114 295 587 471 101 842 172 595 1874 136 Adj No. of Lanes 121121131230 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 269 663 297 305 733 724 118 1109 345 860 1943 141 Arrive On Green 0.05 0.06 0.06 0.23 0.28 0.28 0.02 0.07 0.07 0.25 0.41 0.41 Sat Flow, veh/h 1757 3505 1568 1757 3505 1568 1757 5036 1568 3408 4794 347 Grp Volume(v), veh/h 52 613 114 295 587 471 101 842 172 595 1311 699 Grp Sat Flow(s),veh/h/ln 1757 1752 1568 1757 1752 1568 1757 1679 1568 1704 1679 1783 Q Serve(g_s), s 3.4 20.9 8.4 20.0 18.7 0.0 6.9 19.7 12.7 19.0 45.7 46.1 Cycle Q Clear(g_c), s 3.4 20.9 8.4 20.0 18.7 0.0 6.9 19.7 12.7 19.0 45.7 46.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 269 663 297 305 733 724 118 1109 345 860 1361 723 V/C Ratio(X) 0.19 0.92 0.38 0.97 0.80 0.65 0.86 0.76 0.50 0.69 0.96 0.97 Avail Cap(c_a), veh/h 269 663 297 305 1002 844 118 1456 453 860 1362 724 HCM Platoon Ratio 0.33 0.33 0.33 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.83 0.83 0.83 0.29 0.29 0.29 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 55.4 49.5 45.8 41.0 21.9 58.1 52.5 49.3 40.6 34.8 34.9 Incr Delay (d2), s/veh 0.3 15.2 0.6 38.6 2.8 1.2 16.3 1.5 1.5 2.4 17.0 26.5 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 1.7 11.6 3.7 12.9 9.3 10.6 3.9 9.3 5.6 9.2 24.3 27.9 LnGrp Delay(d),s/veh 50.1 70.6 50.2 84.4 43.8 23.0 74.4 54.0 50.8 43.0 51.9 61.4 LnGrp LOS D E D F D C E DDDDE Approach Vol, veh/h 779 1353 1115 2605 Approach Delay, s/veh 66.2 45.4 55.3 52.4 Approach LOS E D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 34.5 32.1 25.0 28.4 12.3 54.3 22.6 30.8 Change Period (Y+Rc), s 4.2 * 5.7 4.2 * 5.7 4.2 * 5.7 4.2 * 5.7 Max Green Setting (Gmax), s 22.0 * 35 20.8 * 23 8.0 * 49 9.2 * 34 Max Q Clear Time (g_c+I1), s 21.0 21.7 22.0 22.9 8.9 48.1 5.4 20.7 Green Ext Time (p_c), s 0.3 4.7 0.0 0.0 0.0 0.6 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 53.2 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 5: Bryan Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 795 410 207 898 334 110 Future Volume (vph) 795 410 207 898 334 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3505 1528 1752 3505 1752 1568 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3505 1528 1752 3505 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 864 446 225 976 363 120 RTOR Reduction (vph) 0 245 0 0 0 90 Lane Group Flow (vph) 864 201 225 976 363 30 Confl. Peds. (#/hr) 2 Turn Type NA Perm Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 2 Actuated Green, G (s) 54.1 54.1 20.2 78.5 29.8 29.8 Effective Green, g (s) 54.1 54.1 20.2 78.5 29.8 29.8 Actuated g/C Ratio 0.45 0.45 0.17 0.65 0.25 0.25 Clearance Time (s) 5.7 5.7 4.2 5.7 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1580 688 294 2292 435 389 v/s Ratio Prot c0.25 c0.13 0.28 c0.21 v/s Ratio Perm 0.13 0.02 v/c Ratio 0.55 0.29 0.77 0.43 0.83 0.08 Uniform Delay, d1 24.0 20.8 47.6 9.9 42.8 34.6 Progression Factor 0.35 0.78 0.90 0.90 1.00 1.00 Incremental Delay, d2 0.9 0.7 7.2 0.4 12.9 0.1 Delay (s) 9.4 17.0 50.0 9.3 55.7 34.6 Level of Service A B D A E C Approach Delay (s) 11.9 16.9 50.5 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 20.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 6: Hayes Avenue & Shaw Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 903 101 227 1090 69 149 Future Volume (vph) 903 101 227 1090 69 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.2 5.7 5.7 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1820 1752 1845 1752 1568 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1820 1752 1845 1752 1568 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 982 110 247 1185 75 162 RTOR Reduction (vph)30000146 Lane Group Flow (vph) 1089 0 247 1185 75 16 Turn Type NA Prot NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 2 Actuated Green, G (s) 76.5 15.8 96.5 12.1 12.1 Effective Green, g (s) 76.5 15.8 96.5 12.1 12.1 Actuated g/C Ratio 0.64 0.13 0.80 0.10 0.10 Clearance Time (s) 5.7 4.2 5.7 5.7 5.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1160 230 1483 176 158 v/s Ratio Prot c0.60 c0.14 0.64 c0.04 v/s Ratio Perm 0.01 v/c Ratio 0.94 1.07 0.80 0.43 0.10 Uniform Delay, d1 19.6 52.1 6.4 50.7 49.0 Progression Factor 0.80 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 80.3 4.6 1.7 0.3 Delay (s) 29.9 132.4 11.0 52.3 49.3 Level of Service C F B D D Approach Delay (s) 29.9 32.0 50.3 Approach LOS C C D Intersection Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.6 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 8 36 66 7 169 83 924 9 88 1342 181 Future Volume (veh/h) 142 8 36 66 7 169 83 924 9 88 1342 181 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 158 9 40 73 8 188 92 1027 10 98 1491 201 Adj No. of Lanes 110110131121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %333333333333 Cap, veh/h 173 14 63 322 9 220 299 1309 408 599 1510 676 Arrive On Green 0.10 0.05 0.05 0.18 0.15 0.15 0.17 0.26 0.26 0.68 0.86 0.86 Sat Flow, veh/h 1757 296 1316 1757 64 1513 1757 5036 1568 1757 3505 1568 Grp Volume(v), veh/h 158 0 49 73 0 196 92 1027 10 98 1491 201 Grp Sat Flow(s),veh/h/ln 1757 0 1612 1757 0 1578 1757 1679 1568 1757 1752 1568 Q Serve(g_s), s 10.7 0.0 3.6 4.2 0.0 14.5 5.5 22.7 0.6 2.4 47.3 2.9 Cycle Q Clear(g_c), s 10.7 0.0 3.6 4.2 0.0 14.5 5.5 22.7 0.6 2.4 47.3 2.9 Prop In Lane 1.00 0.82 1.00 0.96 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 0 77 322 0 230 299 1309 408 599 1510 676 V/C Ratio(X) 0.91 0.00 0.63 0.23 0.00 0.85 0.31 0.78 0.02 0.16 0.99 0.30 Avail Cap(c_a), veh/h 173 0 399 322 0 394 299 1943 605 599 1528 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.51 0.51 0.51 Uniform Delay (d), s/veh 53.6 0.0 56.1 41.7 0.0 50.0 43.6 41.3 33.1 12.9 8.0 4.9 Incr Delay (d2), s/veh 44.7 0.0 8.3 0.4 0.0 8.7 0.6 4.8 0.1 0.1 13.9 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 7.3 0.0 1.8 2.1 0.0 6.9 2.7 11.1 0.3 1.2 23.2 1.3 LnGrp Delay(d),s/veh 98.3 0.0 64.4 42.1 0.0 58.7 44.2 46.0 33.2 13.0 21.9 5.5 LnGrp LOS F E D E D D C B C A Approach Vol, veh/h 207 269 1129 1790 Approach Delay, s/veh 90.3 54.2 45.8 19.5 Approach LOS F D D B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 45.1 37.2 26.2 11.4 24.6 57.7 16.0 21.7 Change Period (Y+Rc), s 4.2 * 6 4.2 * 5.7 4.2 * 6 * 4.2 * 4.2 Max Green Setting (Gmax), s 13.3 * 46 10.6 * 30 7.3 * 52 * 12 * 30 Max Q Clear Time (g_c+I1), s 4.4 24.7 6.2 5.6 7.5 49.3 12.7 16.5 Green Ext Time (p_c), s 0.1 6.4 0.0 0.2 0.0 2.4 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 35.3 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 122 109 79 112 77 89 840 148 611 1347 144 Future Volume (veh/h) 106 122 109 79 112 77 89 840 148 611 1347 144 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 115 133 118 86 122 84 97 913 161 664 1464 157 Adj No. of Lanes 111111130121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 120 178 151 101 185 717 357 1323 232 627 1569 702 Arrive On Green 0.07 0.10 0.10 0.06 0.10 0.10 0.27 0.41 0.41 0.71 0.90 0.90 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 4311 757 1757 3505 1568 Grp Volume(v), veh/h 115 133 118 86 122 84 97 710 364 664 1464 157 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1679 1711 1757 1752 1568 Q Serve(g_s), s 7.8 8.4 8.8 5.8 7.6 3.7 5.2 20.9 21.0 42.8 31.9 1.1 Cycle Q Clear(g_c), s 7.8 8.4 8.8 5.8 7.6 3.7 5.2 20.9 21.0 42.8 31.9 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 120 178 151 101 185 717 357 1031 525 627 1569 702 V/C Ratio(X) 0.96 0.75 0.78 0.85 0.66 0.12 0.27 0.69 0.69 1.06 0.93 0.22 Avail Cap(c_a), veh/h 120 364 310 101 344 852 357 1031 525 627 1738 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.20 0.20 0.20 Uniform Delay (d), s/veh 55.7 52.8 53.0 56.0 52.0 18.7 36.8 30.8 30.8 17.2 5.1 1.9 Incr Delay (d2), s/veh 68.8 6.2 8.5 46.3 3.9 0.1 0.3 3.2 6.3 34.8 2.9 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 6.1 4.6 4.2 4.1 4.1 1.6 2.6 10.1 10.8 25.9 14.1 0.4 LnGrp Delay(d),s/veh 124.5 59.0 61.4 102.3 55.9 18.8 37.1 34.0 37.2 52.0 8.1 2.0 LnGrp LOS F E E F E B D C D F A A Approach Vol, veh/h 366 292 1171 2285 Approach Delay, s/veh 80.4 58.9 35.3 20.4 Approach LOS F E D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 47.0 42.5 12.9 17.6 34.0 55.5 12.4 18.1 Change Period (Y+Rc), s * 4.2 5.7 6.0 * 6 5.7 * 5.7 * 4.2 6.0 Max Green Setting (Gmax), s * 43 26.5 6.9 * 24 9.8 * 60 * 8.2 22.4 Max Q Clear Time (g_c+I1), s 44.8 23.0 7.8 10.8 7.2 33.9 9.8 9.6 Green Ext Time (p_c), s 0.0 2.0 0.0 0.7 0.0 12.1 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 32.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 9: Bryan Avenue & Gettysburg Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 362 324 68 35 137 53 225 65 109 305 168 Future Volume (veh/h) 97 362 324 68 35 137 53 225 65 109 305 168 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 108 402 360 76 39 152 59 250 72 121 339 187 Adj No. of Lanes 111111111111 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %333333333333 Cap, veh/h 310 524 445 108 253 215 94 338 287 192 441 375 Arrive On Green 0.18 0.28 0.28 0.06 0.14 0.14 0.05 0.18 0.18 0.11 0.24 0.24 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 108 402 360 76 39 152 59 250 72 121 339 187 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 3.0 11.3 8.1 2.4 1.1 5.2 1.9 7.2 1.6 3.7 9.7 5.8 Cycle Q Clear(g_c), s 3.0 11.3 8.1 2.4 1.1 5.2 1.9 7.2 1.6 3.7 9.7 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 524 445 108 253 215 94 338 287 192 441 375 V/C Ratio(X) 0.35 0.77 0.81 0.70 0.15 0.71 0.63 0.74 0.25 0.63 0.77 0.50 Avail Cap(c_a), veh/h 310 850 723 156 762 648 156 723 614 202 772 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.4 18.5 8.5 26.0 21.4 23.2 26.1 21.8 9.7 24.0 20.0 18.5 Incr Delay (d2), s/veh 0.7 2.4 3.5 7.9 0.3 4.2 6.7 3.2 0.5 5.7 2.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 6.0 4.3 1.4 0.6 2.5 1.1 4.0 0.9 2.1 5.2 2.6 LnGrp Delay(d),s/veh 21.0 20.9 12.0 33.9 21.7 27.5 32.9 24.9 10.2 29.7 22.8 19.6 LnGrp LOS C C B CCCCCBCCB Approach Vol, veh/h 870 267 381 647 Approach Delay, s/veh 17.2 28.5 23.4 23.2 Approach LOS B C C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.4 16.3 7.7 22.0 7.2 19.5 16.0 13.7 Change Period (Y+Rc), s 4.2 * 6 * 4.2 6.0 4.2 * 6 6.0 * 6 Max Green Setting (Gmax), s 6.5 * 22 * 5 26.0 5.0 * 24 7.7 * 23 Max Q Clear Time (g_c+I1), s 5.7 9.2 4.4 13.3 3.9 11.7 5.0 7.2 Green Ext Time (p_c), s 0.0 1.1 0.0 2.8 0.0 1.8 0.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 21.5 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 23 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 62 21 46 84 28 111 9 109 846 90 259 1051 Future Volume (vph) 62 21 46 84 28 111 9 109 846 90 259 1051 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1654 1752 1845 1568 1752 3505 1530 1752 3451 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 1654 1752 1845 1568 1752 3505 1530 1752 3451 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 69 23 51 93 31 123 10 121 940 100 288 1168 RTOR Reduction (vph) 0 44 0 0 0 100 0 0 0 59 0 6 Lane Group Flow (vph) 69 30 0 93 31 23 0 131 940 41 288 1295 Confl. Peds. (#/hr)2 Turn Type Prot NA Prot NA Perm Prot Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 5 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 6.0 16.6 11.4 22.0 22.0 10.6 48.8 48.8 23.1 61.3 Effective Green, g (s) 6.0 16.6 11.4 22.0 22.0 10.6 48.8 48.8 23.1 61.3 Actuated g/C Ratio 0.05 0.14 0.10 0.18 0.18 0.09 0.41 0.41 0.19 0.51 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 87 228 166 338 287 154 1425 622 337 1762 v/s Ratio Prot c0.04 c0.02 c0.05 0.02 c0.07 0.27 c0.16 c0.38 v/s Ratio Perm 0.01 0.03 v/c Ratio 0.79 0.13 0.56 0.09 0.08 0.85 0.66 0.07 0.85 0.74 Uniform Delay, d1 56.4 45.4 51.9 40.7 40.6 53.9 28.9 21.7 46.8 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.87 0.90 2.21 0.59 0.93 Incremental Delay, d2 37.6 0.3 4.3 0.1 0.1 29.0 2.0 0.2 13.1 1.8 Delay (s) 94.0 45.6 56.2 40.8 40.7 76.0 28.0 48.1 40.7 23.2 Level of Service F D E D D E CDDC Approach Delay (s) 69.0 46.6 35.1 26.4 Approach LOS E D D C Intersection Summary HCM 2000 Control Delay 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 11: Grantland Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 24 Movement SBR Lane Configurations Traffic Volume (vph) 120 Future Volume (vph) 120 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.90 Adj. Flow (vph) 133 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 26 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 110 231 60 37 188 104 25 215 44 214 389 Future Volume (vph) 1 110 231 60 37 188 104 25 215 44 214 389 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 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 0.97 1.00 1.00 0.85 1.00 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1782 1752 1845 1568 1752 1798 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1782 1752 1845 1568 1752 1798 1752 3505 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1 122 257 67 41 209 116 28 239 49 238 432 RTOR Reduction (vph) 0 0 10 0 0 0 95 08000 Lane Group Flow (vph) 0 123 314 0 41 209 21 28 280 0 238 432 Confl. Peds. (#/hr) 2 Turn Type Prot Prot NA Prot NA Perm Prot NA Prot NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 10.5 22.2 2.8 14.5 14.5 2.0 20.2 13.7 31.9 Effective Green, g (s) 10.5 22.2 2.8 14.5 14.5 2.0 20.2 13.7 31.9 Actuated g/C Ratio 0.13 0.28 0.04 0.18 0.18 0.03 0.26 0.17 0.40 Clearance Time (s) 4.2 5.7 4.2 5.7 5.7 4.2 6.0 4.2 6.0 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) 232 500 62 338 287 44 459 303 1415 v/s Ratio Prot 0.07 c0.18 0.02 c0.11 0.02 c0.16 c0.14 0.12 v/s Ratio Perm 0.01 v/c Ratio 0.53 0.63 0.66 0.62 0.07 0.64 0.61 0.79 0.31 Uniform Delay, d1 31.9 24.8 37.6 29.7 26.7 38.1 25.9 31.2 16.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 2.5 23.4 3.4 0.1 26.4 2.3 12.6 0.1 Delay (s) 34.3 27.3 61.0 33.1 26.8 64.5 28.2 43.8 16.1 Level of Service C C E C C E C D B Approach Delay (s) 29.2 34.2 31.4 25.0 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 79.0 Sum of lost time (s) 20.1 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 12: Bryan Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 27 Movement SBR Lane Configurations Traffic Volume (vph) 57 Future Volume (vph) 57 Ideal Flow (vphpl) 1900 Total Lost time (s) 6.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1544 Flt Permitted 1.00 Satd. Flow (perm) 1544 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 63 RTOR Reduction (vph) 38 Lane Group Flow (vph) 25 Confl. Peds. (#/hr) 4 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 31.9 Effective Green, g (s) 31.9 Actuated g/C Ratio 0.40 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 623 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.04 Uniform Delay, d1 14.3 Progression Factor 1.00 Incremental Delay, d2 0.0 Delay (s) 14.3 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 14: Polk Avenue & Ashlan Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 31 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 196 54 98 198 148 60 513 145 162 552 51 Future Volume (veh/h) 35 196 54 98 198 148 60 513 145 162 552 51 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 38 213 59 107 215 161 65 558 158 176 600 55 Adj No. of Lanes 110111111111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333333333 Cap, veh/h 64 261 72 136 458 390 87 624 530 214 757 643 Arrive On Green 0.04 0.19 0.19 0.08 0.25 0.25 0.05 0.34 0.34 0.12 0.41 0.41 Sat Flow, veh/h 1757 1391 385 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 38 0 272 107 215 161 65 558 158 176 600 55 Grp Sat Flow(s),veh/h/ln 1757 0 1777 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 1.6 0.0 10.9 4.5 7.4 6.4 2.7 21.4 3.7 7.3 21.2 1.6 Cycle Q Clear(g_c), s 1.6 0.0 10.9 4.5 7.4 6.4 2.7 21.4 3.7 7.3 21.2 1.6 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 64 0 333 136 458 390 87 624 530 214 757 643 V/C Ratio(X) 0.59 0.00 0.82 0.79 0.47 0.41 0.75 0.89 0.30 0.82 0.79 0.09 Avail Cap(c_a), veh/h 146 0 598 160 646 549 118 710 604 236 844 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 0.0 29.0 33.8 23.8 23.4 34.9 23.4 8.1 31.9 19.2 13.4 Incr Delay (d2), s/veh 8.4 0.0 4.9 19.6 0.7 0.7 15.8 12.8 0.3 19.0 4.7 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 0.0 5.8 2.9 3.9 2.8 1.7 13.1 2.2 4.6 11.7 0.7 LnGrp Delay(d),s/veh 43.8 0.0 33.9 53.3 24.6 24.2 50.7 36.2 8.4 50.9 23.9 13.5 LnGrp LOS D CDCCDDADCB Approach Vol, veh/h 310 483 781 831 Approach Delay, s/veh 35.1 30.8 31.8 29.0 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 30.5 11.1 19.7 7.9 35.9 6.9 23.8 Change Period (Y+Rc), s * 4.2 5.3 5.3 * 5.7 * 4.2 * 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 10 28.7 6.8 * 25 * 5 * 34 * 6.2 26.1 Max Q Clear Time (g_c+I1), s 9.3 23.4 6.5 12.9 4.7 23.2 3.6 9.4 Green Ext Time (p_c), s 0.0 1.8 0.0 1.0 0.0 2.9 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 31.0 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 + Project PM Peak 16: Grantland Avenue & Dakota Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 33 Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 108 23 15 1125 26 114 1126 Future Volume (vph) 108 23 15 1125 26 114 1126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1568 1752 3493 1752 3505 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 1568 1752 3493 1752 3505 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 117 25 16 1223 28 124 1224 RTOR Reduction (vph) 0 20 01000 Lane Group Flow (vph) 117 5 16 1250 0 124 1224 Turn Type Prot Perm Prot NA Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 12.4 23.3 5.1 69.5 12.8 77.2 Effective Green, g (s) 12.4 23.3 5.1 69.5 12.8 77.2 Actuated g/C Ratio 0.10 0.19 0.04 0.58 0.11 0.64 Clearance Time (s) 4.2 4.2 4.2 6.0 4.2 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 181 304 74 2023 186 2254 v/s Ratio Prot c0.07 0.01 c0.36 c0.07 0.35 v/s Ratio Perm c0.00 v/c Ratio 0.65 0.02 0.22 0.62 0.67 0.54 Uniform Delay, d1 51.7 39.1 55.5 16.5 51.5 11.7 Progression Factor 1.00 1.00 0.71 0.37 1.05 1.34 Incremental Delay, d2 7.7 0.0 1.2 1.2 6.5 0.7 Delay (s) 59.4 39.1 40.4 7.2 60.5 16.4 Level of Service E D D A E B Approach Delay (s) 55.8 7.7 20.4 Approach LOS E A C Intersection Summary HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Cumulative Year 2035 + Project PM Peak 17: Grantland Avenue & Shields Avenue 12/14/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 160 17 11 125 155 22 774 20 373 620 189 Future Volume (veh/h) 135 160 17 11 125 155 22 774 20 373 620 189 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 142 168 18 12 132 163 23 815 21 393 653 199 Adj No. of Lanes 110111120121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %333333333333 Cap, veh/h 168 339 36 24 231 197 663 1318 34 411 778 348 Arrive On Green 0.10 0.21 0.21 0.01 0.13 0.13 0.38 0.38 0.38 0.47 0.44 0.44 Sat Flow, veh/h 1757 1638 176 1757 1845 1568 1757 3491 90 1757 3505 1568 Grp Volume(v), veh/h 142 0 186 12 132 163 23 409 427 393 653 199 Grp Sat Flow(s),veh/h/ln 1757 0 1814 1757 1845 1568 1757 1752 1829 1757 1752 1568 Q Serve(g_s), s 9.5 0.0 10.9 0.8 8.1 12.2 1.0 22.7 22.7 25.8 19.8 8.8 Cycle Q Clear(g_c), s 9.5 0.0 10.9 0.8 8.1 12.2 1.0 22.7 22.7 25.8 19.8 8.8 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 168 0 376 24 231 197 663 662 690 411 778 348 V/C Ratio(X) 0.85 0.00 0.50 0.50 0.57 0.83 0.03 0.62 0.62 0.96 0.84 0.57 Avail Cap(c_a), veh/h 173 0 511 73 415 353 663 662 690 436 1612 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 Uniform Delay (d), s/veh 53.4 0.0 42.0 58.8 49.4 51.2 23.6 30.3 30.3 31.3 31.5 17.3 Incr Delay (d2), s/veh 29.9 0.0 1.0 15.0 2.2 8.6 0.0 4.3 4.1 28.0 9.1 5.7 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 6.0 0.0 5.5 0.5 4.3 5.8 0.5 11.8 12.3 15.6 10.4 4.3 LnGrp Delay(d),s/veh 83.3 0.0 43.0 73.7 51.6 59.8 23.6 34.6 34.5 59.3 40.6 23.0 LnGrp LOS F D E D E C C C E D C Approach Vol, veh/h 328 307 859 1245 Approach Delay, s/veh 60.5 56.9 34.2 43.7 Approach LOS E E C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 32.3 51.0 5.8 30.8 51.0 32.3 15.7 21.0 Change Period (Y+Rc), s * 4.2 5.7 * 4.2 6.0 5.7 * 5.7 * 4.2 6.0 Max Green Setting (Gmax), s * 30 31.3 * 5 33.8 5.9 * 55 * 12 27.0 Max Q Clear Time (g_c+I1), s 27.8 24.7 2.8 12.9 3.0 21.8 11.5 14.2 Green Ext Time (p_c), s 0.3 2.5 0.0 0.8 0.0 4.8 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 44.2 HCM 2010 LOS D Notes Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 91 250 97 110 53 459 31 243 Average Queue (ft) 44 122 52 42 24 218 12 162 95th Queue (ft) 83 205 98 87 52 368 35 231 Link Distance (ft) 652 2486 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 0 3 0 Queuing Penalty (veh) 0 1 0 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 53 178 53 92 Average Queue (ft) 15 7 30 41 95th Queue (ft) 45 60 52 72 Link Distance (ft) 2578 2609 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB SB SB SB Directions Served L TR L T R L TR L L TR Maximum Queue (ft) 424 440 230 186 142 255 350 134 470 607 Average Queue (ft) 122 219 81 90 58 52 232 56 127 309 95th Queue (ft) 244 371 142 166 107 145 358 110 353 534 Link Distance (ft) 2609 1163 1163 1623 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 350 350 Storage Blk Time (%) 3 27 7 Queuing Penalty (veh) 3 13 13 Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Veterans Boulevard & 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 T T Maximum Queue (ft) 112 271 270 52 184 302 309 202 89 252 274 289 Average Queue (ft) 15 145 158 15 82 174 146 107 33 143 162 176 95th Queue (ft) 57 229 232 42 174 270 232 196 78 264 278 299 Link Distance (ft) 1163 1163 1235 1235 2548 2548 2548 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 350 250 250 Storage Blk Time (%) 0 0 1 0 3 Queuing Penalty (veh) 0 0 2 0 9 Intersection: 4: Veterans Boulevard & Shaw Avenue Movement NB SB SB SB SB SB Directions Served R L L T T TR Maximum Queue (ft) 160 159 171 232 191 127 Average Queue (ft) 40 99 106 116 86 36 95th Queue (ft) 119 153 160 207 173 97 Link Distance (ft) 2752 2752 2752 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L R Maximum Queue (ft) 297 240 91 248 266 220 524 101 Average Queue (ft) 129 86 33 144 100 115 223 41 95th Queue (ft) 255 198 63 232 216 208 382 80 Link Distance (ft) 1235 1235 1218 1218 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 600 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 2 0 Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 707 261 304 302 289 Average Queue (ft) 450 127 128 87 137 95th Queue (ft) 719 232 253 195 239 Link Distance (ft) 1283 1198 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 1 1 Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB WB NB NB NB NB NB SB SB SB Directions Served L TR L TR L T T T R L T T Maximum Queue (ft) 327 229 71 166 68 320 302 383 16 242 334 318 Average Queue (ft) 158 42 35 71 18 161 165 187 2 128 173 162 95th Queue (ft) 249 115 70 135 49 280 279 313 10 216 304 295 Link Distance (ft) 1454 1234 895 895 895 989 989 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 530 250 Storage Blk Time (%) 2 2 0 4 2 Queuing Penalty (veh) 1 0 0 8 1 Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement SB Directions Served R Maximum Queue (ft) 46 Average Queue (ft) 12 95th Queue (ft) 31 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T TR L T Maximum Queue (ft) 91 234 24 276 70 159 262 367 379 396 285 394 Average Queue (ft) 34 117 10 110 16 70 168 203 236 265 174 191 95th Queue (ft) 83 200 27 195 45 130 250 349 373 402 257 328 Link Distance (ft) 811 931 989 989 989 2548 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 600 Storage Blk Time (%) 0 0 1 4 Queuing Penalty (veh) 0 1 3 11 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement SB SB Directions Served T R Maximum Queue (ft) 325 71 Average Queue (ft) 164 32 95th Queue (ft) 283 61 Link Distance (ft) 2548 2548 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 87 287 113 113 126 62 193 218 43 88 86 62 Average Queue (ft) 41 143 56 48 49 34 106 100 18 32 40 24 95th Queue (ft) 76 238 93 105 104 55 159 179 39 71 77 54 Link Distance (ft) 1296 1296 2521 2516 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 150 250 Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 10: Ashlan Avenue & Project Driveway Movement SB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 2 95th Queue (ft) 14 Link Distance (ft) 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served L TR L T R UL T T R L T TR Maximum Queue (ft) 160 138 204 75 164 369 520 503 370 365 453 416 Average Queue (ft) 79 45 104 27 58 60 275 287 71 190 265 246 95th Queue (ft) 143 100 166 63 113 206 469 459 239 366 443 385 Link Distance (ft) 899 2576 2576 2628 2628 366 366 Upstream Blk Time (%)231 Queuing Penalty (veh)018 4 Storage Bay Dist (ft) 250 230 250 250 250 Storage Blk Time (%) 15 21 14 8 Queuing Penalty (veh) 7 24 60 20 Intersection: 11: Grantland Avenue & Ashlan Avenue Movement B21 Directions Served T Maximum Queue (ft) 75 Average Queue (ft) 5 95th Queue (ft) 32 Link Distance (ft) 301 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB SB Directions Served UL TR L T R L TR L T T R Maximum Queue (ft) 153 351 72 255 144 191 158 163 130 94 76 Average Queue (ft) 70 162 25 137 71 93 96 82 74 13 39 95th Queue (ft) 125 299 52 231 124 160 157 132 121 48 65 Link Distance (ft) 2576 407 1002 2516 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 3 0 1 Queuing Penalty (veh) 4 1 0 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 143 211 75 77 Average Queue (ft) 76 102 42 46 95th Queue (ft) 121 175 64 72 Link Distance (ft) 1469 2562 2608 565 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R L T R L T R Maximum Queue (ft) 175 314 224 350 46 149 502 370 223 342 40 Average Queue (ft) 40 160 42 113 17 22 250 103 103 167 6 95th Queue (ft) 119 255 132 253 42 94 419 281 191 289 22 Link Distance (ft) 2562 2097 1100 1258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 250 75 250 275 250 Storage Blk Time (%) 23 0 6 46 2 Queuing Penalty (veh) 8 0 5 89 4 Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 7 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 96 247 261 385 495 2120 2045 103 112 221 170 245 Average Queue (ft) 28 144 147 353 427 1107 82 42 44 38 91 137 95th Queue (ft) 67 238 242 474 672 2224 684 84 76 105 144 205 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 0 86 16 2 0 0 11 11 Queuing Penalty (veh) 0 185 34 101611 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 203 220 Average Queue (ft) 84 25 95th Queue (ft) 162 93 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 16: Grantland Avenue & Dakota Avenue Movement WB WB NB NB NB SB SB SB Directions Served L R U T TR L T T Maximum Queue (ft) 252 72 111 420 446 270 463 441 Average Queue (ft) 151 26 26 154 169 50 160 171 95th Queue (ft) 227 66 72 367 376 152 369 390 Link Distance (ft) 1218 2592 2592 2628 2628 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 150 Storage Blk Time (%) 0 6 9 Queuing Penalty (veh) 0 2 4 Queuing and Blocking Report Cumulative Year 2035 + Project AM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 8 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB EB WB WB WB NB NB NB SB SB SB SB Directions Served L TR L T R L T TR L T T R Maximum Queue (ft) 246 128 367 490 370 111 309 361 236 358 406 370 Average Queue (ft) 141 54 42 273 165 30 222 226 113 169 191 65 95th Queue (ft) 223 116 151 419 365 77 296 320 206 309 327 179 Link Distance (ft) 2570 2562 2576 2576 2592 2592 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 Storage Blk Time (%) 0 14 1 3 0 2 4 Queuing Penalty (veh) 0 47 4 1 0 3 10 Network Summary Network wide Queuing Penalty: 624 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Grantland Avenue & Barstow Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 53 116 73 114 76 384 74 346 Average Queue (ft) 19 64 35 49 33 199 33 157 95th Queue (ft) 47 113 68 92 69 326 69 275 Link Distance (ft) 652 2486 2584 2566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 280 250 Storage Blk Time (%) 3 3 Queuing Penalty (veh) 1 1 Intersection: 2: Garfield Avenue & Shaw Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 140 53 54 74 Average Queue (ft) 16 8 25 36 95th Queue (ft) 75 36 55 60 Link Distance (ft) 2578 2609 2466 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Grantland Avenue & Shaw Avenue Movement EB EB WB WB WB NB NB SB SB SB Directions Served L TR L T R L TR L L TR Maximum Queue (ft) 214 263 424 648 165 254 695 138 172 325 Average Queue (ft) 111 162 68 163 62 47 266 83 107 161 95th Queue (ft) 180 268 230 406 142 168 476 132 164 292 Link Distance (ft) 2609 1166 1166 1599 2584 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 175 350 350 Storage Blk Time (%) 5 23 Queuing Penalty (veh) 4 5 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Veterans Boulevard & 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 T T Maximum Queue (ft) 76 261 311 123 467 520 252 167 181 114 160 136 Average Queue (ft) 22 171 180 56 308 183 120 71 53 26 42 33 95th Queue (ft) 59 240 265 94 467 373 209 127 130 89 115 98 Link Distance (ft) 1166 1166 1232 1232 2543 2543 2543 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 350 250 250 Storage Blk Time (%) 0 1 12 0 0 Queuing Penalty (veh) 0 2 31 1 1 Intersection: 4: Veterans Boulevard & Shaw Avenue Movement NB SB SB SB SB SB Directions Served R L L T T TR Maximum Queue (ft) 89 310 370 756 742 548 Average Queue (ft) 14 223 309 425 367 313 95th Queue (ft) 54 332 428 645 565 464 Link Distance (ft) 2761 2761 2761 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) 9 13 26 Queuing Penalty (veh) 50 74 143 Intersection: 5: Bryan Avenue & Shaw Avenue Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L R Maximum Queue (ft) 206 154 158 262 182 302 336 85 Average Queue (ft) 103 62 65 135 96 99 233 25 95th Queue (ft) 193 148 129 207 168 183 338 56 Link Distance (ft) 1232 1232 1205 1205 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 600 Storage Blk Time (%) 0 Queuing Penalty (veh) 2 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 6: Hayes Avenue & Shaw Avenue Movement EB WB WB NB NB Directions Served TR L T L R Maximum Queue (ft) 892 485 247 117 193 Average Queue (ft) 415 205 119 56 107 95th Queue (ft) 773 373 214 96 181 Link Distance (ft) 1296 1198 1198 1536 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement EB EB WB WB NB NB NB NB NB SB SB SB Directions Served L TR L TR L T T T R L T T Maximum Queue (ft) 265 70 176 181 154 172 181 215 11 125 498 484 Average Queue (ft) 103 28 62 57 68 49 61 80 1 50 122 117 95th Queue (ft) 198 53 135 118 141 139 153 185 5 104 328 315 Link Distance (ft) 1455 1235 895 895 895 989 989 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 530 250 Storage Blk Time (%) 1 23 Queuing Penalty (veh) 1 26 Intersection: 7: Grantland Avenue & Gettysburg Avenue/Stadium Drive Movement SB Directions Served R Maximum Queue (ft) 370 Average Queue (ft) 32 95th Queue (ft) 139 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T TR L T Maximum Queue (ft) 198 220 149 154 152 47 136 267 314 378 719 753 Average Queue (ft) 83 80 46 68 70 18 60 145 201 247 448 240 95th Queue (ft) 168 173 100 134 127 48 114 247 322 375 697 519 Link Distance (ft) 830 928 989 989 989 2543 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 600 Storage Blk Time (%) 1 8 Queuing Penalty (veh) 0 51 Intersection: 8: Grantland Avenue & Gettysburg Avenue & Veterans Boulevard Movement SB SB Directions Served T R Maximum Queue (ft) 382 70 Average Queue (ft) 182 18 95th Queue (ft) 305 52 Link Distance (ft) 2543 2543 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Bryan Avenue & Gettysburg Avenue Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft) 114 287 141 90 63 79 89 171 64 102 247 61 Average Queue (ft) 63 144 71 45 16 25 44 101 16 54 102 26 95th Queue (ft) 97 235 121 82 43 54 75 163 42 93 196 48 Link Distance (ft) 1296 1296 2521 2516 2553 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 150 250 Storage Blk Time (%) 0 3 Queuing Penalty (veh) 2 7 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 5 Intersection: 10: Ashlan Avenue & Parc West Drive Movement EB SB Directions Served LT LR Maximum Queue (ft) 22 30 Average Queue (ft) 1 3 95th Queue (ft) 7 18 Link Distance (ft) 1576 948 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Grantland Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served L TR L T R UL T T R L T TR Maximum Queue (ft) 154 96 185 72 69 368 455 423 119 368 381 378 Average Queue (ft) 51 51 63 28 31 96 172 190 35 186 197 192 95th Queue (ft) 105 90 121 64 57 197 330 339 88 334 386 371 Link Distance (ft) 910 2576 2576 2628 2628 418 418 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 230 250 250 250 Storage Blk Time (%) 3 5 9 3 Queuing Penalty (veh) 4 4 48 8 Intersection: 12: Bryan Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB SB SB SB SB Directions Served UL TR L T R L TR L T T R Maximum Queue (ft) 139 274 74 186 97 51 267 179 159 137 50 Average Queue (ft) 68 105 31 79 38 19 114 99 94 41 13 95th Queue (ft) 126 234 67 137 67 46 203 159 152 105 36 Link Distance (ft) 2576 403 1003 2516 2516 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 150 150 Storage Blk Time (%) 1 1300 Queuing Penalty (veh) 1 0610 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 6 Intersection: 13: Hayes Avenue & Ashlan Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 209 100 95 79 Average Queue (ft) 93 64 50 41 95th Queue (ft) 160 100 74 63 Link Distance (ft) 1469 2562 2602 559 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: Polk Avenue & Ashlan Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R L T R L T R Maximum Queue (ft) 66 213 196 168 110 150 416 116 240 454 65 Average Queue (ft) 22 95 72 96 42 88 221 47 105 195 10 95th Queue (ft) 51 174 147 152 83 180 360 82 194 337 33 Link Distance (ft) 2562 2097 1100 1258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 125 250 75 250 275 250 Storage Blk Time (%) 8 5 3 6 39 4 Queuing Penalty (veh) 3 16 8 42 81 9 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 7 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR UL L T R L T T R L Maximum Queue (ft) 72 202 234 385 495 866 57 94 74 90 127 232 Average Queue (ft) 21 103 119 281 257 280 25 43 43 42 72 125 95th Queue (ft) 54 178 196 429 535 645 48 75 72 84 108 204 Link Distance (ft) 352 352 2511 2511 323 323 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 275 275 100 80 150 Storage Blk Time (%) 50 5 0 1 1 5 7 Queuing Penalty (veh) 219 24 0 1 2 4 5 Intersection: 15: Cornelia Avenue & Ashlan Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 222 212 Average Queue (ft) 80 35 95th Queue (ft) 167 114 Link Distance (ft) 2602 2602 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 2 Queuing Penalty (veh) 4 Intersection: 16: Grantland Avenue & Dakota Avenue Movement WB WB NB NB NB SB SB SB Directions Served L R U T TR L T T Maximum Queue (ft) 162 52 73 458 466 269 434 432 Average Queue (ft) 88 19 25 87 92 116 166 159 95th Queue (ft) 154 48 61 260 269 243 369 364 Link Distance (ft) 1215 2592 2592 2628 2628 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 150 Storage Blk Time (%) 1 3 10 Queuing Penalty (veh) 0 18 11 Queuing and Blocking Report Cumulative Year 2035 + Project PM Peak Mitigated 12/14/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 8 Intersection: 17: Grantland Avenue & Shields Avenue Movement EB EB WB WB WB NB NB NB SB SB SB SB Directions Served L TR L T R L T TR L T T R Maximum Queue (ft) 206 167 74 225 116 53 308 292 370 491 393 368 Average Queue (ft) 100 93 12 107 57 16 190 187 228 151 131 48 95th Queue (ft) 189 158 45 176 101 46 294 295 364 366 281 161 Link Distance (ft) 2570 2562 2576 2576 2592 2592 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 Storage Blk Time (%) 3 9 2 2 Queuing Penalty (veh) 1 28 7 3 Network Summary Network wide Queuing Penalty: 941 http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 Page | M Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Appendix M: Signal Warrants California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 10/8/2018 DIST CO RTE KPM CHK JLB DATE 10/8/2018 Major St:Grantland Avenue Critical Approach Speed 50 MPH Minor St:Barstow Avenue Critical Approach Speed 45 MPH Critical speed of major street traffic > 64 km/h (40 mph)………………or RURAL (R) In built up area of isolated community of < 10,000 population ………..URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO 8/21/2018 Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO2:00 p.m.(336)3:00 p.m.(480) 27 31 543 452 762 543 452 29 29 (120)(84)(160)(112)29 30 21 200 140 21 29 28 30 212731 762702600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 477 527 558 477 527 665558 MINIMUM REQUIREMENTS 420 U R U R 6:00 a.m.7:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.Major Street Highest Approach 28 Minor Street APPROACH LANES Both Approaches 665 702 21 350 (280) Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 89915:00 p.m.6:00 p.m.1 2 or More R U R 6:00 a.m.7:00 a.m.1:00 p.m.2:00 p.m.3:00 p.m.31 21 29 FULFILLEDWARRANT 543 452 2130 543 452 30 212731 Yes (60)(56) (600)(720)(504)558 Minor Street (42)(80) 477 527 665 702 29 762 2. INTERRUPTION OF CONTINUOUS TRAFFIC 28 75 53 100 70 REQUIREMENT 27 Major Street Highest Approach (420) 29 2928 477 4:00 p.m.21 750 702 762 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 558 APPROACH LANES Both Approaches U 665527525900630 1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 10/8/2018 DIST CO RTE KPM CHK JLB DATE 10/8/2018 Major St:Shaw Avenue Critical Approach Speed 50 MPH Minor St:Garfield Avenue Critical Approach Speed 45 MPH Critical speed of major street traffic > 64 km/h (40 mph)………………or RURAL (R) In built up area of isolated community of < 10,000 population ………..URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 8/21/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Major Street Highest Approach 40 Minor Street APPROACH LANES Both Approaches 458 596 46 350 (280) U R U R 6:00 a.m.7:00 a.m.12:00 p.m.3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.573596600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 462 493 436 462 493 458436 MINIMUM REQUIREMENTS 420 47 (120)(84)(160)(112)47 52 72 200 140 46 25 40 52 7271841:00 p.m.(336)2:00 p.m.(480) 71 84 571 585 573 571 585 25 Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 U 458493525900630 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 436 APPROACH LANES Both Approaches Major Street Highest Approach (420) 25 4740 462 3:00 p.m.46 750 596 573 Yes (60)(56) (600)(720)(504)436 Minor Street (42)(80) 462 493 458 596 47 573 2. INTERRUPTION OF CONTINUOUS TRAFFIC 40 75 53 100 70 REQUIREMENT 71 84 46 25 FULFILLEDWARRANT 571 585 7252 571 585 52 7271844:00 p.m.5:00 p.m.1 2 or More R U R 6:00 a.m.7:00 a.m.12:00 p.m.1:00 p.m.2:00 p.m.1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 4/30/2018 DIST CO RTE KPM CHK JLB DATE 4/30/2018 Major St:Shaw Avenue Critical Approach Speed 50 MPH Minor St:Hayes Avenue Critical Approach Speed 45 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 4/25/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Major Street Highest Approach 68 Minor Street APPROACH LANES Both Approaches 646 742 80 350 (280) U R U R 7:00 a.m.8:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.772742600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 629 747 793 629 747 646793 MINIMUM REQUIREMENTS 420 76 (120)(84)(160)(112)76 75 82 200 140 80 84 68 75 821711162:00 p.m.(336)3:00 p.m.(480) 171 116 829 793 772 829 793 84 Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 U 646747525900630 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 793 APPROACH LANES Both Approaches Major Street Highest Approach (420) 84 7668 629 4:00 p.m.80 750 742 772 Yes (60)(56) (600)(720)(504)793 Minor Street (42)(80) 629 747 646 742 76 772 2. INTERRUPTION OF CONTINUOUS TRAFFIC 68 75 53 100 70 REQUIREMENT 171 116 80 84 FULFILLEDWARRANT 829 793 8275 829 793 75 821711165:00 p.m.6:00 p.m.1 2 or More R U R 7:00 a.m.8:00 a.m.1:00 p.m.2:00 p.m.3:00 p.m.1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 4/30/2018 DIST CO RTE KPM CHK JLB DATE 4/30/2018 Major St:Bryan Avenue Critical Approach Speed 55 MPH Minor St:Gettysburg Avenue Critical Approach Speed 55 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 4/25/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Major Street Highest Approach 10 Minor Street APPROACH LANES Both Approaches 139 180 60 350 (280) U R U R 7:00 a.m.8:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.170180600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 325 191 342 325 191 139342 MINIMUM REQUIREMENTS 420 14 (120)(84)(160)(112)14 101 50 200 140 60 4 10 101 5022482:00 p.m.(336)3:00 p.m.(480) 22 48 203 184 170 203 184 4 Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 U 139191525900630 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 342 APPROACH LANES Both Approaches Major Street Highest Approach (420) 4 1410 325 4:00 p.m.60 750 180 170 Yes (60)(56) (600)(720)(504)342 Minor Street (42)(80) 325 191 139 180 14 170 2. INTERRUPTION OF CONTINUOUS TRAFFIC 10 75 53 100 70 REQUIREMENT 22 48 60 4 FULFILLEDWARRANT 203 184 50101 203 184 101 5022485:00 p.m.6:00 p.m.1 2 or More R U R 7:00 a.m.8:00 a.m.1:00 p.m.2:00 p.m.3:00 p.m.1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC JA DATE 3/15/2018 DIST CO RTE KPM CHK JLB DATE 3/15/2018 Major St:Grantland Avenue Critical Approach Speed 55 MPH Minor St:Ashlan Avenue Critical Approach Speed 50 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 3/8/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions Major Street Highest Approach 115 Minor Street APPROACH LANES Both Approaches 276 319 123 350 (280) U R U R 7:00 a.m.12:00 p.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.386319600 (80% SHOWN IN BRACKETS) U 276236525900630 500 (400) 150 105 203 236 312 203 236 276312 MINIMUM REQUIREMENTS 420 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 113 (120)(84)(160)(112)113 109 106 200 140 123 153 115 312 109 10613265 APPROACH LANES Both Approaches Major Street Highest Approach (420) 153 113115 203 4:00 p.m.123 750 319 386 Yes (60)(56) (600)(720)(504)312 Minor Street (42)(80) 203 236 276 319 113 386 2. INTERRUPTION OF CONTINUOUS TRAFFIC 115 75 53 100 70 REQUIREMENT 132 65 123 153 FULFILLEDWARRANT 410 331 106109 410 331 109 106132655:00 p.m.6:00 p.m.2:00 p.m.1 2 or More (336) R U 3:00 p.m.R (480) 132 65 7:00 a.m.12:00 p.m.1:00 p.m.2:00 p.m.3:00 p.m.410 331 386 410 331 153 1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC JA DATE 3/15/2018 DIST CO RTE KPM CHK JLB DATE 3/15/2018 Major St:Ashlan Avenue Critical Approach Speed 55 MPH Minor St:Bryan Avenue Critical Approach Speed 55 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions 6:00 p.m.7:00 p.m.3:00 p.m.1 2 or More (336) R U 4:00 p.m.R (480) 192 202 7:00 a.m.8:00 a.m.2:00 p.m.3:00 p.m.4:00 p.m.339 354 279 339 354 52 202 60 52 FULFILLEDWARRANT 339 354 126130 339 354 130 126192202 Yes (60)(56) (600)(720)(504)650 Minor Street (42)(80) 262 303 308 287 109 279 2. INTERRUPTION OF CONTINUOUS TRAFFIC 171 75 53 100 70 REQUIREMENT 192 Major Street Highest Approach (420) 52 109171 262 5:00 p.m.60 750 287 279 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 109 (120)(84)(160)(112)109 130 126 200 140 60 52 171 650 130 126192202 APPROACH LANES Both Approaches 279287 3/8/2018 600 (80% SHOWN IN BRACKETS) U 308303525900630 500 (400) 150 105 262 303 650 262 303 308650 MINIMUM REQUIREMENTS 420 Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R 7:00 a.m.8:00 a.m.2:00 p.m.WARRANT 1 - Eight Hour Vehicular Volume 5:00 p.m.6:00 p.m.1 2 or More 7:00 p.m.Major Street Highest Approach 171 Minor Street APPROACH LANES Both Approaches 308 287 60 350 (280) 1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 4/30/2018 DIST CO RTE KPM CHK JLB DATE 4/30/2018 Major St:Ashlan Avenue Critical Approach Speed 50 MPH Minor St:Hayes Avenue Critical Approach Speed 55 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 4/25/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Major Street Highest Approach 82 Minor Street APPROACH LANES Both Approaches 220 333 109 350 (280) U R U R 7:00 a.m.8:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.290333600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 339 328 534 339 328 220534 MINIMUM REQUIREMENTS 420 132 (120)(84)(160)(112)132 172 109 200 140 109 134 82 172 1091671292:00 p.m.(336)3:00 p.m.(480) 167 129 342 348 290 342 348 134 U m. m. m.R U R m. m. m. m. m.U p.m. p.m. p.m.R U R a.m. a.m. p.m. p.m. p.m.Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 220328525900630 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 534 APPROACH LANES Both Approaches Major Street Highest Approach (420) 134 13282 339 4:00 p.109 750 333 290 Yes (60)(56) (600)(720)(504)534 Minor Street (42)(80) 339 328 220 333 132 290 2. INTERRUPTION OF CONTINUOUS TRAFFIC 82 75 53 100 70 REQUIREMENT 167 129 109 134 FULFILLEDWARRANT 342 348 109172 342 348 172 1091671295:00 p.6:00 p.1 2 or More 7:00 a.8:00 a.1:00 p.2:00 p.3:00 p.1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC AM DATE 10/8/2018 DIST CO RTE KPM CHK JLB DATE 10/8/2018 Major St:Polk Avenue Critical Approach Speed 50 MPH Minor St:Ashlan Avenue Critical Approach Speed 45 MPH Critical speed of major street traffic > 64 km/h (40 mph)………………or RURAL (R) In built up area of isolated community of < 10,000 population ………..URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO 8/21/2018 Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO2:00 p.m.(336)3:00 p.m.(480) 325 221 492 525 474 492 525 290 286 (120)(84)(160)(112)286 343 303 200 140 323 290 286 343 303325221 474491600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 460 387 606 460 387 534606 MINIMUM REQUIREMENTS 420 U R U R 7:00 a.m.8:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.Major Street Highest Approach 286 Minor Street APPROACH LANES Both Approaches 534 491 323 350 (280) Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 89915:00 p.m.6:00 p.m.1 2 or More R U R 7:00 a.m.8:00 a.m.1:00 p.m.2:00 p.m.3:00 p.m.221 323 290 FULFILLEDWARRANT 492 525 303343 492 525 343 303325221 Yes (60)(56) (600)(720)(504)606 Minor Street (42)(80) 460 387 534 491 286 474 2. INTERRUPTION OF CONTINUOUS TRAFFIC 286 75 53 100 70 REQUIREMENT 325 Major Street Highest Approach (420) 290 286286 460 4:00 p.m.323 750 491 474 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 606 APPROACH LANES Both Approaches U 534387525900630 1 California MUTCD 2014 Edition Page 841 (FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis COUNT DATE 006 FRESNO n/a n/a CALC JA DATE 3/15/2018 DIST CO RTE KPM CHK JLB DATE 3/15/2018 Major St:Grantland Avenue Critical Approach Speed 55 MPH Minor St:Shields Avenue Critical Approach Speed 55 MPH Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R) In built up area of isolated community of < 10,000 population ……….. URBAN (U) (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO Figure 4C-101 (CA). Traffic Signal Warrants Worksheet MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) WARRANT 1 - Eight Hour Vehicular Volume 3/8/2018 Hour Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO Major Street Highest Approaches 138 Minor Street APPROACH LANES Both Approaches 241 266 107 350 (280) U R U R 7:00 a.m.8:00 a.m.1:00 p.m.4:00 p.m.5:00 p.m.1 2 or More 6:00 p.m.261266600 (80% SHOWN IN BRACKETS) 500 (400) 150 105 261 166 307 261 166 241307 MINIMUM REQUIREMENTS 420 174 (120)(84)(160)(112)174 163 146 200 140 107 144 138 163 146199902:00 p.m.(336)3:00 p.m.(480) 199 90 226 147 261 226 147 144 Hour The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of Conditions A & B SATISFIED YES NO Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 info@JLBtraffic.com (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions U 241166525900630 NoTWO WARRANTS SATISFIED 80% 1. MINIMUM VEHICULAR VOLUME 307 APPROACH LANES Both Approaches Major Street Highest Approaches (420) 144 174138 261 4:00 p.m.107 750 266 261 Yes (60)(56) (600)(720)(504)307 Minor Street (42)(80) 261 166 241 266 174 261 2. INTERRUPTION OF CONTINUOUS TRAFFIC 138 75 53 100 70 REQUIREMENT 199 90 107 144 FULFILLEDWARRANT 226 147 146163 226 147 163 146199905:00 p.m.6:00 p.m.1 2 or More R U R 7:00 a.m.8:00 a.m.1:00 p.m.2:00 p.m.3:00 p.m.1 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions 1. Grantland Avenue / Barstow Avenue Grantland Avenue / Barstow Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 6:00 AM Volume 2:00 PM Volume 3:00 PM Volume 4:00 PM Volume Grantland Avenue (Total of Both Approaches) ☒ ☐ ☐ 558 665 702 762 Barstow Avenue (Higher Volume Approach) 27 29 28 29 Satisfied: ☐ Yes ☒ No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions .Shaw Avenue / Garfield Avenue Shaw Avenue / Garfield Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 2:00 PM Volume 3:00 PM Volume 4:00 PM Volume 5:00 PM Volume Shaw Avenue (Total of Both Approaches) 596 573 571 585 Garfield Avenue (Higher Volume Approach) 40 47 52 72 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions 5. Shaw Avenue / Bryan Avenue Shaw Avenue / Bryan Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 7:00 AM Volume 3:00 PM Volume 4:00 PM Volume 5:00 PM Volume Shaw Avenue (Total of Both Approaches) 707 665 738 698 Bryan Avenue (Higher Volume Approach) 81 71 38 81 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions .Shaw Avenue / Hayes Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 7:00 AM Volume 4:00 PM Volume 5:00 PM Volume 6:00 PM Volume Major Street (Total of Both Approaches) 793 772 829 793 Minor Street (Higher Volume Approach) 171 76 75 82 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions .Bryan Avenue / Gettysburg Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 7:00 AM Volume 8:00 AM Volume 1:00 PM Volume 5:00 PM Volume Major Street (Total of Both Approaches) 342 325 191 203 Minor Street (Higher Volume Approach) 22 48 60 101 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions info@JLBtraffic.com Warrant 2 - Four Hour Volumes Existing Conditions Intersection: Grantland Avenue at Ashlan Avenue 7:00 AM Volume 5:00 PM Volume 4:00 PM Volume 6:00 PM Volume Grantland at Ashlan: Approach Lanes One Lane Two or More Lanes 7:00AM 4:00PM 5:00PM 6:00PM Both Approaches - Major Street X 312 386 410 331 Highest Approach - Minor Street X 132 113 109 106 Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Part 4: Highway Traffic Signals, November 7, 2014 Satisfied?Yes No Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions info@JLBtraffic.com Warrant 2 - Four Hour Volumes Existing - AM (PM) Peak Hour Intersection: Ashlan Avenue at Bryan Avenue 7:00 AM Volume 5:00 PM Volume 3:00 PM Volume 6:00 PM Volume Ashlan at Bryan: Approach Lanes One Lane Two or More Lanes 7:00AM 3:00PM 5:00PM 6:00PM Both Approaches - Major Street X 650 287 339 354 Highest Approach - Minor Street X 192 171 130 126 Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Part 4: Highway Traffic Signals, November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions .Ashlan Avenue / Hayes Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 7:00 AM Volume 8:00 AM Volume 5:00 PM Volume 6:00 PM Volume Major Street (Total of Both Approaches) 534 339 342 348 Minor Street (Higher Volume Approach) 167 129 172 109 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 2: Four-Hour Vehicular Volume (Rural) Existing Traffic Conditions 1.Polk Avenue / Ashlan Avenue Polk Avenue / Ashlan Avenue 1 Lane & 1 Lane 2 or More Lanes & 1 Lane 2 or More Lanes & 2 or More Lanes 7:00 AM Volume 2:00 PM Volume 5:00 PM Volume 6:00 PM Volume Polk Avenue (Total of Both Approaches) 606 534 492 525 Ashlan Avenue (Higher Volume Approach) 325 290 343 303 Satisfied: Yes No Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Prepared By: www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570 - 8991 Traffic Engineering, Transportation Planning & Parking Solutions info@JLBtraffic.com Warrant 2 - Four Hour Volumes Existing Conditions Intersection: Grantland Avenue at Shields Avenue 7:00 AM Volume 4:00 PM Volume 3:00 PM Volume 5:00 PM Volume Grantland at Shields: Approach Lanes One Lane Two or More Lanes 7:00AM 3:00PM 4:00PM 5:00PM Both Approaches - Major Street X 307 266 261 226 Highest Approach - Minor Street X 199 138 174 163 Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Part 4: Highway Traffic Signals, November 7, 2014 Satisfied?Yes No 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 52 (43) VPH Grantland Avenue Total of Both Approaches = 689 (675) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 70 (36) VPH Shaw Avenue Total of Both Approaches = 602 (533) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 71 (59) VPH Shaw Avenue Total of Both Approaches = 775 (813) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 118 (72) VPH Shaw Avenue Total of Both Approaches = 798 (949) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 32 (21) VPH Grantland Avenue Total of Both Approaches = 412 (411) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 13 (4) VPH Bryan Avenue Total of Both Approaches = 434 (189) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 120 (78) VPH Grantland Avenue Total of Both Approaches = 351 (446) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 187 (94) VPH Ashlan Avenue Total of Both Approaches = 656 (242) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 76 (106) VPH Ashlan Avenue Total of Both Approaches = 132 (269) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 107 (231) VPH Major Street Total of Both Approaches = 335 (494) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I) Traffic Conditions 17. Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 160 (110) VPH Grantland Avenue Total of Both Approaches = 311 (240) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 52 (45) VPH Grantland Avenue Total of Both Approaches = 752 (760) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 72 (40) VPH Shaw Avenue Total of Both Approaches = 608 (539) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 71 (59) VPH Shaw Avenue Total of Both Approaches = 871 (922) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 118 (72) VPH Shaw Avenue Total of Both Approaches = 889 (1055) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 129 (84) VPH Grantland Avenue Total of Both Approaches = 516 (617) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 13 (4) VPH Bryan Avenue Total of Both Approaches = 434 (195) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 133 (104) VPH Grantland Avenue Total of Both Approaches = 411 (591) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 189 (98) VPH Ashlan Avenue Total of Both Approaches = 691 (286) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 76 (109) VPH Ashlan Avenue Total of Both Approaches = 153 (298) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 112 (232) VPH Major Street Total of Both Approaches = 335 (515) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Phase I & II) Traffic Conditions 17. Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 163 (122) VPH Grantland Avenue Total of Both Approaches = 361 (311) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 52 (48) VPH Grantland Avenue Total of Both Approaches = 818 (849) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 74 (54) VPH Shaw Avenue Total of Both Approaches = 603 (537) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 71 (59) VPH Shaw Avenue Total of Both Approaches = 979 (1049) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 118 (72) VPH Shaw Avenue Total of Both Approaches = 994 (1178) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 209 (137) VPH Grantland Avenue Total of Both Approaches = 617 (797) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 14 (5) VPH Bryan Avenue Total of Both Approaches = 435 (191) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 185 (124) VPH Grantland Avenue Total of Both Approaches = 449 (728) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 192 (102) VPH Ashlan Avenue Total of Both Approaches = 704 (309) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 76 (111) VPH Ashlan Avenue Total of Both Approaches = 155 (307) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 113 (232) VPH Major Street Total of Both Approaches = 336 (518) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Existing plus Project (Buildout) Traffic Conditions 17. Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 166 (135) VPH Grantland Avenue Total of Both Approaches = 414 (379) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 126 (89) VPH Grantland Avenue Total of Both Approaches = 1476 (1411) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 94 (48) VPH Shaw Avenue Total of Both Approaches = 635 (571) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 202 (167) VPH Shaw Avenue Total of Both Approaches = 1361 (1467) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 189 (128) VPH Shaw Avenue Total of Both Approaches = 1431 (1689) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 209 (155) VPH Grantland Avenue Total of Both Approaches = 1173 (1120) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 35 (36) VPH Bryan Avenue Total of Both Approaches = 765 (504) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 195 (187) VPH Grantland Avenue Total of Both Approaches = 922 (1092) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 304 (179) VPH Ashlan Avenue Total of Both Approaches = 1030 (663) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 147 (212) VPH Ashlan Avenue Total of Both Approaches = 347 (541) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Not Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 203 (326) VPH Major Street Total of Both Approaches = 464 (703) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Near Term plus Project (Buildout) Traffic Conditions 17. Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 193 (167) VPH Grantland Avenue Total of Both Approaches = 575 (571) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 329 (162) VPH Grantland Avenue Total of Both Approaches = 1338 (1319) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 90 (83) VPH Shaw Avenue Total of Both Approaches = 927 (889) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 445 (389) VPH Shaw Avenue Total of Both Approaches = 1794 (2068) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 199 (144) VPH Shaw Avenue Total of Both Approaches = 1785 (2087) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 140 (151) VPH Grantland Avenue Total of Both Approaches = 2470 (2185) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 409 (498) VPH Major Street Total of Both Approaches = 805 (986) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 223 (131) VPH Grantland Avenue Total of Both Approaches = 2230 (2154) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 421 (339) VPH Major Street Total of Both Approaches = 1044 (942) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 184 (214) VPH Ashlan Avenue Total of Both Approaches = 740 (630) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 444 (343) VPH Polk Avenue Total of Both Approaches = 1398 (1480) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 16. Grantland Avenue / Dakota Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Dakota Avenue Highest Approach Volume = 219 (120) VPH Grantland Avenue Total of Both Approaches = 2231 (2189) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 No Project Traffic Conditions 17. Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 602 (277) VPH Grantland Avenue Total of Both Approaches = 1908 (1842) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 1. Grantland Avenue / Barstow Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Barstow Avenue Highest Approach Volume = 329 (162) VPH Grantland Avenue Total of Both Approaches = 1350 (1332) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 2. Garfield Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Not Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Garfield Avenue Highest Approach Volume = 94 (91) VPH Shaw Avenue Total of Both Approaches = 928 (893) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 5. Bryan Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 445 (389) VPH Shaw Avenue Total of Both Approaches = 2004 (2310) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 6. Hayes Avenue / Shaw Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 199 (144) VPH Shaw Avenue Total of Both Approaches = 1987 (2321) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 7. Grantland Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Gettysburg Avenue Highest Approach Volume = 254 (168) VPH Grantland Avenue Total of Both Approaches = 2673 (2627) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 9. Bryan Avenue / Gettysburg Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Bryan Avenue Highest Approach Volume = 446 (498) VPH Gettysburg Avenue Total of Both Approaches = 820 (1023) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 11. Grantland Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 271 (168) VPH Grantland Avenue Total of Both Approaches = 2359 (2484) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 12. Bryan Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Minor Street Highest Approach Volume = 421 (372) VPH Major Street Total of Both Approaches = 1097 (944) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 13. Hayes Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Hayes Avenue Highest Approach Volume = 187 (220) VPH Ashlan Avenue Total of Both Approaches = 783 (691) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 14. Polk Avenue / Ashlan Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Ashlan Avenue Highest Approach Volume = 463 (370) VPH Polk Avenue Total of Both Approaches = 1400 (1483) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 16. Grantland Avenue / Dakota Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Dakota Avenue Highest Approach Volume = 219 (120) VPH Grantland Avenue Total of Both Approaches = 2369 (2406) VPH 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Warrant 3: Peak Hour (Rural) Cumulative Year 2035 plus Project Traffic Conditions 17.Grantland Avenue / Shields Avenue AM (PM) Peak Hour AM Peak Hour – Signal Warrant is Met PM Peak Hour – Signal Warrant is Met Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals November 7, 2014 Shields Avenue Highest Approach Volume = 608 (304) VPH Grantland Avenue Total of Both Approaches = 2020 (1998) VPH